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02-04 Shenandoah Mobile Court - Mobile Home Courts - Shawnee - Backfile
CENERAL NOTES VDOT GENERAL NOTES IVI. LECEND VICINITY MAP 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 _ _ EXISTING INTERMEDIATE CONTOUR - -- ..... _ 33 ...� -- -- , `� ..., SCALE 1"= 2000' Cr 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 2. s serving as silt basins during construction Measures to control erosion and siltation, including detention and g g , g P approval of these Tans >.n no way must be provided prior to issuance of the site development permit. The pp p y event of conflict between any of these standards, specifications or plans, the most stringent shall be govern. TIN D CONTOUR _ 3 0 EXISTING INDEX NT R 3 PROPOSED CONTOUR 40 � ,, ,� .,,, , ,,, _ .. x_..,,.. ,;. _. i :.:, , � y: ,� • . ,_ , rs • •' e , : Q ° o� ,�_.�- f a �•�zo' r , ...�_..ro , � �;� �`�,.' =>' ,. _ ,a�:. � : ,;, y� a .-'; ..�'�`�°; ,�..,_:. = .: >,:.. ti •, r... -• '. `' Jam.. � ,•'� iv a e'.' ;•. • �-'.. ,'V � 6^l•. W or his a agent of the responsibilities contained in the Virginia Erosion and Sediment relieves the developerg p g Control Handbook. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and P Y P P Y Health Administration and VOSH Rules and Regulations. EX EXISTING EDGE OF PAVEMENT PROP E/P ,, sue..., i; 1i _ ...... .....:.. , . _r .'' 4. ;.. �. '.;ti• ` Y-J'� 3 Virginia Department of Transportationright-of-way,;.. A permit must be obtained from the Office of the Resident Engineer, g p P pg V3. When working on VDOT all traffic control whether permanent or shall P PROPOSED EDGE OF PAVEMENT _ EX C&G TING C AND GUTTER EXISTING CURB UTTE..... •:, : ,�� ., >' ti ;. g , ... , �: ;' �..,: .t ., .:. ..... s' � ✓ ,..: .:.:... �S'..:.-.;. .:.:: ... , , � , �. . ,,.. , _.. A .:, , ,:;, .,<.. ,.., ,..::. �... ..,.. , -, f i.:. ,�•.�. ,. .,J.1' _ tic;,: �x,�� ; r r ; 7•, *.a� � , :,.'�,�`, � , ^�, _9' ..,, existing State right-of-way. t r>,or to construction anacurrent (VDOT) and Frederick County p gbe edit on f VDOT's work area protection manual. Furthermore all >.n accordance with the a o p : - .:.. , _ , � _-.. M'.,, ._.:.. ,:. , . . ,.,. ., , ,�. .--4.,-.. ;., , ,�-,;_ �, ,: •v s ,,.._ ;•-� a ' � 4. es not guarantee issuance of an entrance permit b VDOT when such permit is Approval of this plan do g P Y P required under State law. traffic control fla ers must be certified m accordance with the latest edition of the VDOT Road and gg Bride Specifications, Section 104.04-C. PROP C&G PROPOSED CURB AND GUTTER CG-6 CG-6R` , , ,; , , ;, ,.. ... .:, '. :<.:. ,�• , .� ,. _ , , :.. � ; . ;(�, r.-�.::,�., �, - ,. � <:. � Jt�. { ,� ,;,� a �z�.�_. ,,,, w _ .: _,a > ` : ���°:, .._.. -. U c\ ^,CO 5. ., exact location of all guard rails will be determined b VDOT personnel. A joint inspection will be held The x Y P ] P a responsible for relocating, at his expense, an and all utilities, including V4. The developer shall b p g, P Y g pr traffic signal poles, unction boxes, controllers, etc. owned b VDOT or private utility company. a TRANSITION FROM CG 6 TO CG 6R r �, S, .,. ... _ "I� . , ..'..,: I� . %�-,. ....:...:.. ,. J ::. /.�'� ._. , . :... � .... � ,.:.... , /, �rR .:.. �'; ; . �. /1.�, f' , ,., ( ._._ j �.._� �.f •s: ,: , ._,_ :.. /_ . :• ;:_ : cs:. / f �. a. ; < '. ( f:,:: ( ,� ,k :.: f. ,r-.. -, � � � -�.� . �_. d, I . with the Developer, Count Representatives, and Representatives of the Virginia Department of Transportation P Y P P g the sole responsibility of the developer to locate and identify utility facilities or items, which may EXISTING TELEPHONE LINE �. ,.... .,....... , ,: , _ ., , .....,, ,., , ....,. , , .. . r �-:'_„CO ` , � , ��-.-:� C �:., . c'' � h' '' ' , ,. -. •��-����., e,_1 •. �',,:. � � ,�:.- °.::. -. �,_,_-� .� - �� zpgerngr�®14Rark h.'}.p '. iG !=i "" � O (VDOTto determine of and where guard rail and of paved ditches will be needed. The developer w1.1T be VDOT g / P ) ee guardrail and paved ditches as determined b this joint inspection." Refer todeveloper responsible for providing g p Y J P a does not be m conflict with the proposed construction activity. VDOT approval of these Tans e P P .. Y PP P of this res responsibility. relieve the p y PROPOSED TELEPHONE LINE „ EX. ..)' :• .. _ _,: .., --=__.'rr,.t .i.. ., ..•%�..,... _. � ,..,� .,::-� ,r; ,. ,..;- „1+,;�,;. ;;;C 3.. ' -,�, _..- ;�< „�--_- .:� <,�,, tJ ' ,- `I . ,:� .�• , ; ,: ,.. . � : . � ., •s .;;: , ,a:. �-�.... . ; � _. , ., _� r� -E, d f �+ .� A.,.. , : ,: r .::.' .. .,,: -.. ��;, I. J '$�I :,�--� t�.: r ,>> ": , .,� ..,,. -:..:. ,,.;.: , ....,: ,:.. ,,, „,.. .:..,..� " ,,. g .,,.. �', ,: 1� P / ,t .'' ©,fz' o .:: :cat r Y ��(y .; �' � 1' � •„ ,•� LEA >"y �p � I o� O (VDOT) Guard Rail and Paved Ditch Specifications. Virginia Department of Transportation (VD ) p EXISTING STORM SEWER -a- 15 RCP _� ;�. , , ,'� ,: . , . � :r :;9 .!e .;.,_ ,. .� - .�.... > , _- .::: ;r, - .. ,, ,.r. a... su r' �.; /7 , :.. . `� � ;; � ;1:. >�,�:%-� :�. , �' , � � {<: 1 :..park .�7��� , .1. '�.: ' �.„. Z 9 d' � 6. site. Also a Ana roved set of laps and all applicable permits must be available at the constructione PP P PPbe at' and control or safety of traffic may V5. Design features relating to field construction, regulations, y y as deemed necessar b VDOT. An additional expense incurred as a result of subject to thing Y Y Y P PROP. 15 RCPt`- -®- • ,,.-`' ,, .; 4r �-- a 9 • ' (� �J ' , ' ` ,.� j ,. K °' r W cat representative of the developer must be available at all times. any field revision will be the responsibility of the developer. PROPOSED STORM SEINER ^% !" `' ¢ �� :�a . ° o' , �Jg ` ».�..: .;, D:. ,. � °; 0 O 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic g V6. Prior to initiation of work the contractor shall be responsible for acquiring all necessary VDOT P q g Y EXISTING SANITARY SEWER U Control Devices (MUTCD). land use permits for any work on VDOT right -off -way. PROPOSED SANITARY SEWER P �TECT INFORMATION 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 EXISTING ELECTRIC SERVICE 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. PROPOSED ELECTRIC SERVICE 0, 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 EXISTING GAS LINE a *- COUNTY OF FR DERIC< ZONING- fREQUl� EMENT N ai 0 for actual determination of required pavement thickness prior to placement. All final pavement and base q P P P P an undetermined length of time. VDOT will also require 48 hours notice for an inspection. Y g q Y P course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and PROPOSED GAS LINE PARCEL fC:"NTIFICATION NO. TAX MAP 1h-((A))-I W 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,T(REET PROPERTY LINE ADDRESS: N/A and prior to placement. access to other properties affected by this project shall be maintained through construction. The FLOW LINE TOTAL PROJECT AREA: 1.09 ACRES Developer shall have, within the limits of the project, an employee certified by the Department of FENCELINE # #�-- 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 EXISTING ZONING: MH-) on the plans and as required at the field inspection. control devices and measures for proper installation and deficiencies immediate) after each rainfall, p p Y EXISTING POWER POLE 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. CURRENT USE: M051L.E HOME COMMUNITY 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 EXISTING TELEPHONE POLE MAXIMUM DENSITY ALLOWED 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than at the end of construction. EXISTING WATERLINE W/ TEE -- ' 5Y REZONING "09-30: 20 UNITS 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 PROPOSED WATERLINE W/ TEE IF r T r 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. PROPOSED NUM5ER OF LOTS: 11 UNITS 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 EXISTING FIRE HYDRANT NET DENSITY ACREAGE: 2.26 UNITS/ACRE 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 EXISTING WATER VALVE condition at all times. until an adequate design can be determined by the engineer and approved by VDOT. MINIMUM LOT WIDTH: INTERIOR LOT: 60 FEET 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary T V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDO.0 PROPOSED WATER METER ® CORNER LOT: 10 FEET 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 EXISTING REDUCER sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples PROPOSED REDUCER SETBACKS: I. NO MOBILE HOME SHALL BE PLACED WITHIN 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 TWENTY (20) FEET OF ANOTHER as belonging to a project which will be accepted by VDOT and that testing shall be conducted STOP SIGN standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. according to all applicable VDOT standards. HANDICAP RAMP (CG-12) % 2. THE MINIMUM LOT SIZE SHALL BE 4,000 SQUARE 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the V14. All fill, base, backfill sewer trenches shall be � --®-- DENOTES LOCATION OF STD VDOT FEET FOR EACH DWELLING UNIT. 0 contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed roadway subsurface material and of utility/storm CG-12 ANDfOR NRIS�,RONAIN STANDAR® KAMP CON CTIO 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 2% for the full dedicated 3. ALL DWELLING UNITS SHALL BE LOCATED A utility verification and the proposed construction. A, within plus or minus of optimum moisture width of any street PARKING INDICATOR 12 MINIMUM OF TWENTY (20) FEET FROM ANY U density tests performed b a qualified right-of-way. way. At the direction. of VDOT Inspector, y p y q INDICATES THE NUMBER OF TYPICAL PARKING SPACES RIGHT-OF-WAY AND AT LEAST TEN (10) FEET FROM 17. The developer will be responsible for an damage to the existing streets and utilities which occurs as a P P Y g g independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. .� copy of all tests shall be submitted to VDOT to final VDOT approval. PARKING LOTS, COMMON AREAS, AND SIDEWALKS. W result of his construction project within or contiguous to the existing right-of-way. prior TEST PIT LOCATION ® 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 4. ALL USES SHALL BE SATISTIFY AT LEAST FIFTY must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or site further where determined necessary by VDOT Inspector. HANDICAP PARKING (50) FEET FROM THE PERIMETER BOUNDARY. ® Q development permits. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall W � F' 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. VEHICLES PER DAY COUNT 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 PROPOSED BUILDING ENTRANCE W 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 E-1 U 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 P g Y ( ) g Y g• bottom of the sign shall be six (6) feet above the edge of and the shall be installed U) engineer must be notified immediately. pavement post a minimum of four (4) feet from the edge of pavement:. Sign posts shall be of a type found on EXISTING STREET LIGHT W C� 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering VDOT's approved last. A copy of this list may be obtained from the District Material Section. Contact the local VDOT Residency Office with any questions regarding sign material and placement. PROPOSED STREET NAME SIGN -�- ® U w at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" standard V18. The developer must provide to the local VDOT office a list of all material sources prior to PROPOSED SANITARY LATERAL CLEANOUT 10W 0 (� W W per 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 SANITARY MANHOLE IDENTIFIER 12 P4 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 �e,k �� „ �n in geotechnical report has been prepared, it should supersede the requirements in this note. may be obscured. STORM DRAIN STRUCTURE IDENTIFIER��° �z, SAL e , � 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating. V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical spreader. Density will be determined using the density control strip as specified in VDOT's Road and i,. U1 or blasting at least two 2 working days, but not more than ten 10 working days, prior to commencement s g () g Y ( ) g Y . P of excavation or demolition. Names and telephone numbers of the and operators underground utility lines _ Bridge Specifications -Section 304 and VTM 10. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. In additions to EASEMENT LINE s. ra ^- 0 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 CENTERLINE - - present during the construction and testing of the density control strip. 12.0 Z EXISTING SPOT ELEVATION TRIP GENERA TI ®1 A TA V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road + Y and Bridge Specifications -Section 315. Density will be determined using the density control strip as PROPOSED SPOT ELEVATION 7153 CLASS USE TRIP RATE USE VPD AP Aft 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 EXISTING TREE LINE w/ r UTILITY' CONTACTS shall be notified and given the opportunity to be present during the construction and testing of the control strip. r� ,. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. EXISTING TREE 15 OAK 15" PINE 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. PROPOSED TREE i `J1 15" OAK 15" PINE Winchester, VA. 22604 Winchester, VA 22604 540) 868-1061 (540) 869-1111 FI'CSA UCT 0 No TES Power: Allegheny Power Phone: Verizon P.O. Box 1458 1. WATER AND SEWER LINES ARE 'TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL P.O. Box 17398 Hagerstown, MD 21741 ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. DATE REVISION SEAL COVER SHEET Baltimore, MD 21297 1-800-654-3317 (301) 954-6282 2• THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. 7/31/03 REVISED PER FCSA COMMENTS Project Name: 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. 8/26/03 REVISED PER FCSA COMMENTS T T MOBILE l�! 1 VOAH COU T MISS UTILITY 1-800-257-7777 4. THE SANITATION AUTHORITY'S ?MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF 9/11/03 INCORPORATE SWM POND DESIGN OP Oe:rter: Address, Including Zip 1405 FRONT ROYAL Code & Telephone No. PIKE WATER METERS THROUGH 2" IN 5:IZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME AND COVER TO BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO 12/15/03 REVISED MOBILE HOME LOCATIONS AND SIZES 1 12 04 REVISED PER FCPD COMMENTS / / FIRE MARSHALS NOTE BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE � SIiENANDOAH MOBILE COURT WINCHESTER, VA 22602 BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX 2/18/04 REVISED PER FCPD COMMENTS MARK D. TH N0.022837 (540)-662-3343 Developer: Address, Including Zip Code &Telephone No. Fire lane markings and signage: Any "No Parking" signs and yellow painted curb locations will be installed ASSEMBLY INSTALLED CORRECTLY. '�O :00-I �W �C�s 5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES. ~ by field inspection at the direction of the Fire Marshall's Office. A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE SIONAL �01 SAME AS ABOVE WITH CORPORATION STOP AND MAKING THE TAP. SHEE rip I` FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD# B.) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE, 18" LONG STUB PIECES, AND ' 8O Engineer Certifying Plan: Address, Including Zip Code & Telephone No. STATIC PRESSURE = STATIC PRESSURE = 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF 151 WINDY HILL LANE RESIDUAL PRESSURE = RESIDUAL PRESSURE = EACH CONNECTION. I COVER SHEET WINCHESTER, VA 22602 AVAILABLE FLOW = AVAILABLE FLOW = 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: 2 SITE PLAN SHEET GREENWAY ENGINEERING (540) 662-4185 A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. 3 ROAD PROFILE SHEET DATE: JUNE 2003 SOURCE: SOURCE: B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE PROFESSIONAL SEAL & SIGNATURE 4 SANITARY SEWER PROFILE SHEET WORK BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS APPROVAL DATE: DATE: COMPLETED. 5 DETAIL SHEET THESE PLANS ARE IN CONFORMANCE WITH EROSION AND CONTROL PHASE I COUNTY OF FREDERICK STANDARDS AND SCALE: N/A 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 1 SUN OVERALL PRE AND POST DRAINAGE DIVIDES ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY �Z/4W.z�` DESIGNED BY: HANDICAPPED PARKNO NOTE 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, INSTALLED. 8 SWM POND PLAN AND PROFILE THE ZONING ADMINISTRATOR PRIOR TO AS REQUIRED, THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE 9 SLUM ROUTING MDS READOUT IS REQUIRED. 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE Handicapped parking spaces and aisles shall slope JOB NO. 3644 RPZ BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL SHEET 1 OF 9 no greater than 2% in all directions. REMOTE READOUT IS REQUIRED. * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL EXISTING ENTRAts TO BE REMOVED / PUMP STATION NOTES x SmH I. ALL EQUIPMENT TO BE REMOVED < DELIVERED TO Tc3f' FCSA AT LOCATION TO BE DETERMINED BY FCSA �-�92.42 j� ENGINEER �INOU--8.2415 i \ / 2. CONTRACTOR TO REMOVE DISPOSE OF PUMP REATE STATION SLAB, WET WELL, AND BUILDING AS EX. MAIL5?1X J\` `" / REQUIRED. / \ GENERAL NOTE5 \ JAME P. BCI HOtR t\ \ I. EX. FORCE MAIN TO BE FLUSHED AND ABANDONED TOT LOT RECREATIONAL UNIT MARY L. I A-YLOR', \ \ \ ~ / IN PI � ACE. B 6\ `0m PCs \ / EX. SMH 2. EX. FORCE MAiN LINE TO i5E CUT t CAPPED AT EX. TOP=125.30 MH AND PUMP STATION. ' }�" ! INV OUT I[S.11 / / �`\`` / FRR�OP. \ \� 3. SEWER LATERAL STUB MARKERS ARE TO HAVE ITS ITO E L CC `- UNIT NO. PAINTED ON IT WITH 2" TALL WHITE NUMBERS. MA E p -; L SAL IL) FSS 4. WATER METER BOX LIDS ARE TO HAVE ITS UNIT \�- - NO PAINTED ON IT WITH 2" TALL WHITE NUMBERS CUT t CAP FORCE MAIN AND PLUG MH Q I'll \ \ DARYL R.RUSSELL t USE \ \ \ ZZONE: RA �\ \ `� \ \ CHRISTOPHER B. RUSSEL \ ' RE�IDEt�9'1�4L \ \ \ \)NSTFWENT NO.010012189 \ \ \ \ \ \ \ \ \ \ \ \ ZONE: RA \ \ \ \ \ \ \ \ E: RESIDENTIAL \. UNitT it \ \ \ \\ � 8• \ O'�602.15 \ \ iNv OUT=81 1;3 LC^ AREAS1665�1 SF.\ \ ` N ��� ` \ \as�� \ INSIDE DROP CONNECTION - eR 8` � \ \� TM 64-((A))-32\CROP. INV. IN=611.90 MAi vlgARET r-_, ILLIS ET Al \ T - '� I \ ` \ A' \ �'ROP05ED \ s -� _ SETBACKS INSTURMENT N.-PI003945 1 } T T L T I. NO MOBILE HOME SHALL BE PLACED WITHIN \ , E OC � / ZONE: RA\ � `' ! �� I EX. I , ^`� 28 X 0 / (EE 07E FOR UNIT 11 TWENTY (20) FEET OF ANOTHER USE RESIDENTIAL / �\ D TA LS) LAT. ` \ EX. MO RING 2. THE MINIMUM LOT SIZE SHALL BE 4,000 SQUARE ,� - , _ � u n � � r. " 36 � l ! � / / r r � ,,I UNIT i�o TOP-122.1 FEET FOR EACH DWELLING UNIT. iL,4T.. a 3. ALL DWELLING UNITS SHALL BE LOCATED A T �O B MOVED/ MINIMUM OF TWENTY (20) FEET FROM ANY TM 64-((A))-30 z "� +� N ,�}:° � gy UJI'1 / i UNIT I6/ � � // / / / / ` �' ...- � /2' /PROP:.-/ / ._.- WAKEMAN MANOR LAND TRUST ss{" � �� .>h� � NIT 16 LC�T AREA=ib028 SF. l �r1T 4 G P FO MAIN RIGHT-OF-WAY AND AT LEAST TEN (10) FEET FROM 3 �,. r 4 ICI / PARKING LOTS, COMMON AREAS, AND SIDEWALKS. DB 116 PG 685 kx•. as�r \ \ ZONE: RA f' �� ' PROP. F.H J / \ 4. ALL USES SHALL BE AT LEAST FIFTY (50) FEET USE REST EIJTIAL FROM THE PERIMETER BOUNDARY. , ? I, p,,9fv-la f ! I AG SOMA �M loll / 7/0 -UNITI / , ,/ / / jA�% / / / ,% / / / / % / ram, -✓� / / �r RED OAK TREE SPACED / ,�• T1 / �/ / r L T' � / APPROX. 40' C-C I 5- MOBILE HOME COMMUNITY SHALL NOT EXCEED (TYPICAL) r ��� 11 UNITS FOR THE ENTIRE 126 ACRES AS PER LOTM IT 10869 OF t�Nl -1 h /TOP O� EbCB NKM� 1T / / / THE APPROVED SITE PLAN. �r " w 1 — ' -� /'" / LAT. ��// O fo�92.�0 � l i / ,►kr' 2 TER\ .-- a� ,,t -� .-�'''�8! — .� / ��� ' — �' / IN L� GE RUC f / J E�rk,' • EAS M ,�J -'~" i ,f y-' / /12' yklfDl�p-A,CC�SS RAD / / / L' X/ T II \ �' NIT it / 9 / 1 LbT �RE =131 OF. / / L / / / / IAOii� / TM 64-((A))-29I(� / WAKEMAN MANOR LAND TRUST rIj �4 I y / % \ \ 1\- -� / y; DB 116 PG 685 }rid" - =��. LOT AnA-1655 / , . �5�� — / \ 6 ' z / -� \ \ , I I `\ ZONE: RA ( 2 -'AIN. : I i WSEL 2 Y, =688.60/ / / \ i (\ � � Sg USE RESIDENTIAL .f� '' ,tip / \) 2u ��. / SIB T ' / / / 20 LONFs \ \ 1 _ ` ` _ r �1" I I 1 5WM FO per. / SPILLWAY \ \ /%w / ✓ / , UNIT 9 — / / A /8 TYP, m ( LOT A = 10554 SF.Lo I Y` = i89 4 3 k'j UkIT a? T 8: \, \� E4E OF P/vEM/E4 C \L4T AREtA=10554 5F. L � - •-�- .:_. „�• ell — ,/ i � 11711 ONE ` Al r2 I �E-j Rg81Y I TI /-_Ij / / UNIT 1 LOT AREA=10554 SF. // /F.H ASS.'Y / U \ �, / J n "\ .°�► 'i` LOT A Aa 10554 OF. IT LAT ch / EX. 5MN \ •�"" -,\ / N ""`�L_tl� ^^, ` g' U 4 r �QJ \ — _ 1 , \ \ \ \ \ / \ I / _ / TOP=125.38 \ ; f�ED REE SFP D` Q I UNIT 5 \� / / 1 INv IN=119.21 / �» / "" "� APPROX. 410 -C .. .. Q L/OT AREA = I0554 OF. / ' NV OUT --119.11 (TY IGA _ / f, \I UNIT .5 / PS�OP. \ \ \ \ � � I i / / / / !° � La ` — s I I _ . - / �vAN. MH \ \ \ TROL/"roFALI E S 0 Y\� - �o I S \ L 70p ICxN (TYP) / tO�t z ,�8 � � 1 1 � \ ."- . / U / -UNIT 4 \ J' 1 \ 1 ~ \ 1 1 I IV/0 ITO ,s\LOT AREA 1110��v4 SF.) UNIT 4- °E LEA , 4 vG SAN H ! 45 L CATE1 xT . j \ , `O,t� /r LAT. ( J I i �.. J l9 ,T�-AT. TYP. / �1�� jj s \ _ R[=Ma\,t- R 4 16'X8g, \ ? �� / \ / ✓ / J / I I I / l ( 1 I I i / / SEX. PP YPJ ) _ _ / 5 ilne TO IN 3 I I .- I / / Sor ER/ MI TI - N E O C .,MONITORING � �\JI .�\�iTAT�ION \ /l� REMOVE EX. s FENCE EX. MOl RING \, 8 T P \� SIGN (TYP) ✓" ' . TOP =12.2 IN=115,03TO 15 �S ; \ MOVED PROP. SAN. M SCUT/ GAP0 MAIN ✓i � ' \ STATION 1OVED %ACTOR /I L_ llw Nlfi 3 /� / . ! ,.,� 1 I i � / I / I / / / r / / ,• / � / / ry s /UNIT 2 \ \ \ VAT. / I' / — '' / / � / 11 II ) l / / � / ) . •./ / �, / `~ ` ^ ~ � // / / / �,/ / / / / / / A=i0W14\8F. �IT 2 _ _G ^�- ;,UNIT I 0+2493 PTA_ LOT 'UNIT SF.-0000, r IT 35' UTILITY ESN.'T .. \ / �, / uNIT i - (NOTE \ \ \ \\ l\ ' II tl 'r \ , � � �X . x8 \ S _X/2�l7 U T IL. �. T � LAT. .�' \ 'INACTIVE ROAD EFFICIENCY %�IFFER ,, \ ! �'�R?9,, / I SHALL CONTAIN\EVERGREEN 11REES } i - PIP - \ 10I SE RATION F \ i \ / INTENDED TO RQACH A MINIM HEIGHT I \ \ \ \ � ih // PROP. / OF 20 FEET AT ATURITY. THESE EVERG EN TREES SH LL ( \ \ EX. GAS L fDtE' O SAN. MH-- -- — — __._ ,-- -- i 12" W/L / / / PLLANTIINGS SPACED NO I So Ri TPANTH / 10 FEET AP_RT. \ / SCHOOL WIkL BE RESPONSIBLE FOR ACTIVE ROAD EFFICIENCY PLANTING TTREES WHILE S ENANDOAH (BUFFER AT 4&-SPACING MOBILE26URT WiLL BE SPONSiBLE) / FO,Ris EE MAINTENANCE SAN. MH \ `40 i \ \ \r /INACTIVE R D EFFICIENCY BUFFER AT 401 SP�CiNG a a 30' ROW 3' 1 20' 3' 3' BITUMINOUS CONCRETE GRAVEL SHOULDER I 1/4"A' 1":1'MOM ~SUBBASE '�� - (--1' LIMITS OF SUBBASE N.T.S. TYPICAL ROAD SECTION 50 25 0 50 100 SCALE: P = 50' z W W z Z ul 0 0 CO cu cq 00 `t Q tb W U 0 LO to V .15 Q) o 14 W U) A z Z H o U co o U I w w C7 E- a E- a W a rn w w w a a w a w 5 W xrxmxx 5 W 0 E-+ 5 W 5 W �I"���� d c� c�I .., 0�� � � OP MARK D. STH No.022837 kz-ONAL _ H 0 W J In 0 a 0 0 z z w cl) "r DATE: • JUNE 2003 SCALE: I" = 50' DESIGNED BY: MDS FILE NO. 3644 SHEET 2 OF-9 140 135 125 120 115 im 105 im tdl r cc j -4: 6D r �d 6� ® Ul 6' V tdi cci 6' Iq ® r r N N NC14 %Q NQ N N r N N N r %Q %Q In 11i N '�' N N N N N N N N r "� 'd' CIA N 4di in In en M rN- � NM h N NCIA N 1 r 1 IN' r- r rN- rN- r r 1) -& N .n — %Z &s'm to 9+00 9+50 10a00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 1(0+00 1(0+50 11+00 11+50 18+00 18+50 19+00 19+50 20+00 20+50 P"'IVATE ACC " 5GAt_E: HORIZ. I"=50' VERT. P=5' 135 i 125 115 105 z UA Lli z Wcu a Ln to 01 00 I •4 � U � � 0) cn �cto > I x LO c I N W r. i5 ) (,nu A Ln w Y� rer Ef, A 02 'd P 0 ay O W GL A Z E- E- O a"zz z ® o U o U w C7 0 U 0 U > co w Ul w a w a w W w y w a > w x o N m ; w x > w x 0 CO co TH r� MARK D. SMITH No.022837 , 1 .(/LiC� IOIVAL i Cc 0 E-+ U w E� � � W w � �4 E--+ � W Y) ® W Q OD W DATE: JUNE 2003 SCALE: v' 1" =5' DESIGNED BY. MDS FILE NO. 3644 SHEET -3 OF- 9 p O 130 125 (r 115 105 695 it 685 mommE T' 615 � Mrol 665 130 125 120 115 110 mommor,900A 695 r....__. ___... _........ ..:._ .___... _,�..; _...__ _.___._. ..._. ----------- _..... v.__. __ 1 _....__�_8 gip EX_ r ._ 130 SCALE: MORIZ. P=50' VERT. P=5' t C,4 M _Xl GRADE _ w ,- — �I. III 3„ MIN::COVER i 24951' =. 8" ®R 35 PVG �i 0.50ie _ 13' SAl ZDR-35.. PVC 8:48°r, _0 � 11:58' - 8 i SDR-35 PVC "0 50 .:: tu __.. az FF Es O � X — m X 24+50 25+00 25+50 26+00 26+50 21+00 21+50 28+00 28+50 5ANITARY 5EWER PROFILE SCALE: NORIZ. P=50' VERT. P=5' 125 120 115 105 o it 695 12'0 im Im 115 105 9 +5 0 10 +00 10 +5 0 11 +0 0 11 +5 0 6ANITARY 5EWEIR ro-c3 PROFILE SCALE: NORIZ. P=50' VERT. P=5' z W UA z z W 0 Lr) to co N •ti0 � 0 U � Lo till �D x � D, �c\j co to c\2 O N �Lo tip E� FrAA a N O W U) A z EE 0 zz w z 0 0 W 0 0 U U CS � W w w � w w PA P., PA a d a a > W l� > W P4 O E, m > W x W Q; w E, `e) � cr) 0 c) ,44 \ \ co C\2 '1 . A TH MARK D. ITH No.022837 SI 0NAvVL D 0 U Ei W a W ,-4H c� z W w Tod t..J W Tn t� �:: �T, co DATE: JUNE 2003 SCALE: H: 1" V. 1 =50 = 5 DESIGNED BY: MDS FILE NO. 3644 SHEET .4 OF. 9 V.-ft Rl METER BOX and COVER METER SIZE METER BOX METER BOX COVER top of manhole at grade in pavement areas unless otherwise directed 1,_6, Non -Traffic M32C-PW (top shell be set 24" min. above grade in easement areas) eneral backfill 5/8"x3/4" or 3/4" 18 in. Dia. eneral backfill ) Traffic A32HH -T square skid pad 8" thick- l� see note ?see note) Non -Traffic MG-30 Frame WITH RML-1-T o Lid trench width 1" 24 in. Dia. re quired a wired Traffic MC-30 Frame WITH RML-12-T o Lid q (Top ) ... 6' die.schedule ;'k$O.D• :z? 7ea:}:' 40 steel i' 34"x2"bu I LU 8' 8' g• g^ treated 2'k 4" with ! butyl pipe filled with concrete P'P joint se 3' n slant a e. 1 meter b 3 4" concrete r m ox anchor bolts 4 each to 6" painted blue P P and toted bw concrete Pa 1'd W and cover 35" max. 24" select backfill 24" select backfill 7' adjustment rings (t 1" max.) (see note) (see note) sidewalk 5 tt ,� 24" - 1g° ' ! 2' ° 4tt boot v' V h •s•i 1.-g: i, 6' O.D. 6" meter by I 18' die. �•.: � °,. ' 1/2 O.D. 18^-2r' F.Cs.a. concrete ;., :;<; e ,:; concrete AS 4000 psi , Intra-Flow 3" stone encasement �L: <i;;�;..; 't. surrounding box ro ; • 3' 4000 psi �' • Inside Drop Meter Size Coppersetter M "�: �tti?ifis 'ti 2'= � 6' 6' concrete 112" or 16" (tYP) : a :: = O Stone UJ 5/8" x 3/4" A-C3635-01 w/ 7 Y" Opening 8"-10" thrust block waterproof coating , • . CO � Stone BOLLARD DETAIL CS-55 by Conseal 1"nominal size RV 30 butyl a /. i stone bedding . • joint sealant applied 3/4" A-C3635-01 w/ 7 Y" Opening :.•:. ° between joints and on •'a Multiple I f i Lugs e ; 3 ft �, ••-1 U STANDARp CONCRETE ARCH Q exterior side of joints Fastening O O � O 1" A-95319-06 w/ 10 X" Opening •;;'p5 12" joints are to be sealed . • minimum 4 direction of setting to be approved prior to installation with "0" ring gasket drop I Q eneral backfill eneral backfill >. O see note a > O I see note 1" CTS polyethylene lens tubin variable :.. P Y Y 9 ::.:e„::: :::.g"::.. (PET) 200 psi with SS inserts O.D. 4'-0" a3 saddle with U7 atalco n 1 I connections corpstop T P t` I.D. ir as re wired - i t co r to 1' ' e o manhole >••," nc a ad 6 s . x 6' dee p I q PP N r P q P W N g. :................ :. stone ..... a connection to be "C7 +� N 8 8 5' � ° � 8 O O b flexible sleeve Y O .a- W iD d- s~ invert n rt channel to provide a .• 1i 2' min. - 6 max.3'-0" min. ; e , . � � 24" select backfill 24" select backfill 1"coupling - smooth transit on in to out, 4'-0" max.a'r~ U (see note) (see note) (PJX FIP) C14-44 for all connections 2'-0" max.. • . . • , U COPPERSETTER COMPONENTS ---F-,' •-• with SS insert and 1 1 ° ' •:.e •. • •. , U meter service line copper Inlet- Outlet- r: ; .. '.= ' •� top of bench -wall one •,'r ` size height connection bar tubing size Angle Ball Valve Angle Check Valve MIP plastic plug , 4' ston precast invert or rout �;w•. �•" - 6" 6• bottom to form channel •f' • 4 ' ' %; same elev. as .-t { screw type ;..:.:•r•+'.:` D/2 •.:•,r O.D. .;.�� 5/13N3/4" 18" D-3101412 BA13-332W-SN HHCA31-323-TVYP !y _.r,;%'F;?•,°•`;; 2�;`; +.(i��:;ti<�+:Y top of pipe w/ C1444 1 Y " O.D. adjustable 6 1 /2 O.D. t ,'..; w/ CS&43 w/ CSB 43 Inside drop system manufactured b i',: w/ SS Insert valve box w tone -, one stone to be minimum e• , .' e" stone 3/4" 18" D-3701412 I beddin y 1 Y O.D. BA13-332 W-SN HHCW/ CS 3-TV•SN of 6" above tap of base • . ;a ' 9 vi v] `• -•• wl C7444 s " w/ CSB-43 w/ CSB-43 . • �-locator marker .. .'e'' 8„ Royal Environmental Systems, Inc. 6^ 6" w/ SS Insert i:? a N1.40.5, i:0: i° si'''s:9 stone ..: a' • a P.O. sox 43° N O concrete concrete 1" 18" D-31014-12 gA31-444 W HHCA31-444TV �'�'� • ,,�i;i:,'' - 30622 Forest Blvd. N tv •'� w/ C14-44 1 Y " O.D. ;.� v?�• i ' _? , egolugs 6" bedding stone Stacy MN 55079 �' N w! SS Insert w/ CSB-44 k i . fr'?i� ;iik>L a i?t i?i ' CONCRETE CRADLE CONCRETE ENCASEMENT (651) 462-6090 0, "" y.;;r''�;it!' ,;.� ;•r;".+, (651) 482-8690 Fax INSTALLATION NOTES: s • t•: •� a- _ _ •,�' ("fa '.-� 1. Exact location of meter box assemblyto be approved prior to installation. :'y: �: ':• ::F :,,:.�� NOTES: 1. Manhole sections shall have an external coating of approved polymer film water proofing prior to installation. 4 W U] PP P :: .'' t` :: r ' "f ,.;.p •. .. • •r.•.•.•.•. ::e. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of 2. Water service crossing street: ... ,y�.� :. r.•.•:.•.• GL t.. •. ;..�.:; .. ' i .i!•kfiM•$tvs: i =if�'I :. water proofing. a) Encase in 3" diameter 5CH40 PVC or SDR21 pipe. The piping shall run from one foot beyond sidewalk, across the �:, ^� - �;; . •: ; i;s ;�•. ,•.,..•:y,;.; •:p,• •••« •:v;;.•:;.; "%i?. •'• p g r::•., r street, to one foot beyond sidewalk. Y �'��;:� �,; ire' 'i• • ti 3. Final slope adjustment of manhole frame may be by shims and non -shrink grout. NOTE: To be compacted to 95% of ASTM D698 maximum density. :: = s; '�,•.:�•y:••�' i•'„•� mechanical joint 4. Skid ad to be laced around manholes located in shoulders of roads. P y b) Install 12 gauge insulated copper wire (for line tracing) from Corp. stop to into the meter box [wrap wire around Corp. r •�!:,".'' ^ b:i��Cv,=:• swivel tee with P P (� stop; wire to be taped to top of PET at 10 foot intervals; come up into meter box and terminate level with angle ball valve]. ,'t"• '',•{;'�.,�.2}.;.• i'k?'C•.y,is!:�.� : 6" branch 5. Flat top casting shall be used on shallow manhole (4 ft. or less) installations.co U1 Z ;:;Fist?: i'n._ 'ri:;a?ii:?::fi . °i rS• ,i s: s U1 co TRENCH & BEDDING STANDARD MANHOLE Revised E-H E+ Figure 1 5/8"x3/4" 3/4" & 1" METER INSTALLATION Figure t2 Oct2iX),i 'z, `Z, [.ti Z Z (4 FOOT COVER) DROP MANHOLE Revised F Z Revised Figure 13 Oct 03 Figure 5 Oct 03 FIRE HYDRANT ASSEMBLY Figure 9 Z, p C) W O O U U U U o a a SDR 35 spigot SDR 35 spigot by v by gasketed SDR 21 gasketed ' bell 45' bend bell adapter A , d (see note) 2' �• Y ..,'�". - r.{ >. �ti f..-_ .., ...:.W:tb r. .....a.>td>`; rc•., ,rr,:l:',..: 'a1. ® top shall be set 4" above grade In CIO co En r, -� K• A� -4 ��, :y�' >v; . �' •:4 ! t.i' ':i %1+iY.,' `.1: `:!... ^ (ii W E" �fr 3' minimum EROSION AND SEDIMENT CONTROL NARRATIVE: 3 flat top manhole SDR 21 gasketed l 5/4" X 6" treated lumber w/ cast in place co CO co "M d' ~. SDR 35 8"x4" pipe and fittings J DUCTILE IRON FITTING WITH MEGALUGS 110V-20, amp service 48 24" x 24" access lid W O O O O O ' keted bell wye SCH 40 18" circuit breaker meter socket [Holliday S1R2424] EROSION AND SEDIMENT CONTROL MEASURES El \ \ \ \ \ r solvent 8' max. •-1 CO •-1 C�2 f� see note) weld cap a or u ISA approved Q' CO CQ relocate control/ q 4" . 1, . , 4• UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION q \ \ \ \ \ pproperty to alizer box M AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND line''''=` T`'°';' MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS te• SDR21 35" max. }. OF THE STATE EROSION AND SEDIMENT CONTROL b HANDBOOK. Tf e He 1" sch 40 pvc wl long sweep (electrical) 90 bend I �, STRUCTURAL MEASURES f- 5' ander round location marker 36" min. electri power concrete ASTMC-150K D. SMITH cover 4000 psi �Ii2" or 16" (typ.) SILT -ENCE SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE stone °° ° g°g°gggogg ANGLE OF BEND IS TO BE CLOSEST TO -J&L- g°ooggge° ° ° X SLOPE OF PIPE t0 metering m p Bog °eggagggggg°ggg°°°° r° between joints and on ioneer 301 mastic applied r � NO.022837 ErzO50N ACROSS THE SITE. j �� ��� �iP '�� ••w- """"'� ,z'„ s 4" X 4' treat, joints are to be sealed exterior side of joints FOR DEGREE BEND t�EEDEO CONVERTX F lumber o I with "0" ring gasket i SLOPE TO DEGREES AND SELECT p VEGETATIVE MEASURES IDNAL APPROPRIATE ANGLE FITTING. e ~ ', variable treated 2•x 4" with 4'-0' PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO top 6' painted green (EX.18.5X=10",THUS SELECT 11 Ile FITTING) : ' ; e e 4' pipe at 2.009. " a• I'D' DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADING IS REACHED minimum grade 1. Lightning protection required on transducer and totalizer once monitoring +� ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE 4Y' manhole and control panel with electric connection and circuit breaker are in place. slope o drain 3 -0 min. t� 1 ' max.. ' 4'-0" max. APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT F ire Note: If to of main is f.. • FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) greater than15ft deep 2. The existing transducer, wiring, and totalizer box is to be relocated. Contractor is to use Environmental Systems Service of Culpeper, VA to relocate. large 60 degree trapezoidal flume e, .l :, :. :.• •: with adjustable stainless steel DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS concrete cradle if top use heavy wall SDR 35 Contact Don Heart (1-800-541-2116). ; • • • .: ultrasonic ;:,�•:: ;:::.'.��l.,� 7' sensor stand by [PLASTI-FAB] THAT ARE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS. �• n 'r of main is greater than 15' deep 3. System is to be calibrated. 8„ 6" bedding stone ° • . ;, .', MANHOLE CONNECTION FOR STEEP PIPE SLOPE TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED WITH SILT ( SLOPE 17 X OR GREATER) 4. Totalizer reading is to be taken before relocation and information given to NOTES : 1. Manhole sections shall have an extemal coating of approved bitumastic water proofing prior to installation. FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION FCSA inspector. 2. if adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of bitumostic water proofing. IMMEDIATELY AFTER GRADING. O METERING STATION CONTROL PANEL 3. Final slope adjustment of manhole frame may be by shims and non -shrink grout. GRAVITY SEWER SERVICE LATERAL METERING MANHOLE ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO Figure 15 BE MACHINE -COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) U FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVER. W E� CONSTRUCTION OF A SILT FENCE PIPE OUTLET CONDITIONS SILT FENCE CULVERT INLET C,ONSTR CTONTSHALRLABE SIEQUENCED SUCH THAT GRADING OPERATIONS WILL � Q (WITH WIRE SUPPORT) STONE CONSTRUCTION ENTRANCE A A BEGIN AND END AS QUICKLY AS POSSIBLE.. �' I >..t 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. PR D TE C TI DN W TRENCH SPSLOPE ALONG THE LINE OF POSTS. 70' MIN. THE PROPOSED STORMWATER BASIN SHALL BE INSTALLED AS A FIRST STEP O Exisnrlc ENDWALL 3 3d IN GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER w sn , 0 INSTALLATION. C--- 1 d T) f7LT£R CLOTH-� 6- MOUNTABLE EERY O � v 1 PIPE OUTLET TO FLAT THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION E l I 1 ) SIDE ELEVATION AREA WITH NO DEFINED TOE OF FILL CULVERT AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. CHANNEL EXISTAC GROUND PLAN VIEW /'-� I y IIII 11 IIII ,o Y!N 0 AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS W Q MIN. L a SHALL BE CLEANED UP AND REMOVED. O WW B 10' WA5HRACX �7, (OPWNAL) 0 y DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT in , :: FLOW III II -III '" 1D YlN. - d ° ° CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO Z 4• r2'YIN- aiSRNG �� -�- CONTRACTOR PHASING OR OTHER ANTICIPATED CONDITIONS. IT IS THE PAVE71£NTit SECTION A -A FILTER CLOTH M IN 6'-9": RECOMMENDED FOR ENTIRE PERIMETER ° TOE OF FILL CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE SHOWN AS NEEDED IN ORDER TO CONTROL EROSION AND SILTATION. ALL FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. vnoT/1 +-Posmv£DRVMG£ 10 YIN. MEASURES SHALL BE INSTALLED ACCORDING TO THE STANDARDS IN THE z COURSE AGGREGATE B ! TO SEDIMENT A SILT FENCE ° ° TRAPPING MWC£ 'DISTANCE i5 6' MINIMUM IF FLOW STATE EROSION AND SEDIMENT CONTROL HANBBOOK. W II � IS TOWARD EMBANKMENT ' OF INGRUST REESS W9 £aEND FULL wes: A 3do (MIN.) .r.:. OPERATX7N PLAN VIEW FLOW MAINTENANCE /�'•''��,, II / 12'MlN. do ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE OPTIONAL STONE COMBINATION SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURAL 3' MIN. PIPE OUTLET TO WELL DEFINED CHANNEL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS a"MIN, PLAN VIEW SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS - FLOW RLTER CLOTH SECTION A- A L OW - -►I 10 ' S ( MAINTAINED. AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED. r- a III ' =III 6'-'• TRAPPED SEDIMENT IS TO BE REMOVED AS REQUIRED TO MAINTAIN 50% TRAP °' EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE. DATE: JUNE 2003 :. Flow EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. -: .• d 2.5' •''' '' '' ' '`' FILTER FABRIC SECTION A -A 1 GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. SCALE: " = 50' •!,,. ['-' FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PER[I/ETER IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND NOTES: 1. APRON LINING MAY BE R[PRAP, GROUTED RIPRAP, GABION j� CLEANED OR REPLACED. _ BASKET, OR CONCRETE. ' CLASS I RIPRAP -WIRE I I RE7NFORCED CONCRETE DRAIN SPACE 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED VDOT 3, jj357, �5, #56 OR a57 COARSE AGGREGATE DESIGNED BY. MDS tlJ-- AND TO REPLACE SILT FENCE IN " HORSESHOE " WHEN SECTION - 3 USING =PLATES 3.18-3 THE MAXIMUM STONE DIAMETER, BUT NOT HIGH VELOCITY of FLOW IS EXPECTED PERMANENT STABILIZATION ` ECTI N B B SOURCE: Ad Led from Installation of Straw and Fabric Falter Barriers for Sediment Control, PLATE. 3.05-1 LESS THAN g INCHES. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH FILE N0. 3644 Sl�raodkll)ant SOURCE. ADAPTED from 1983 Uorytond Standards for Soil erosion and Sediment Control and Fa. DSWC Plots 3.02-1 Source: Va. DSWC Plate 3.18-1 SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 PERMANENT SEEDING IMMEDIATELY FOLLOWING FINAL GRADING. SHEET 5 OF'9 TABLE 3.32-C / / a TABLE 3.31-B SITE SPECIFIC PERMANENT SEEDING MIXTURES Z FOR APPALACHIAN/MOUNT AIN AREA ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS Total Lbs• Minimum Care Lawn Per Acre • ' / / Uj 'QUICK REFERENCE FOR ALL REGIONS' - Commercial or Residential 200-250 tbs. Kentucky 31 or Turf -Type Tall Fescue 90-100% �, �•� �,/` / W Improved Perennial Ryegrass )K 0-10% \\� ` F z - Kentucky Bluegrass 0-10% Rate High -Maintenance Lawn ��� ~" ,• Planting Dates Species (lbs./acre) � ,� �" .� • �,. `• ``� Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. ��, `.` b a `` `� \% CV \ O u7 / General Slope (3:1 or less) "� .� `` ,� b Sept• 1 Feb• 15 50 50 Mix of � � `�,., y'- •� � .,� ,` ,� � \ i o Annual Ryegrass - Kentucky 31 Fescue 128 lbs. \ �` �,���� _ �` @` a Q 01 CO 0 (Lotium multi-ftorum) - Red Top Grass 2 lbs.. & 50 - 100 -Seasonal Nurse Crop 20 lbs. �•�P DD 3 �, Cereal (Winter) Rye 150 tbs � ,'� hGv ' - '-' y I t Q) (Secal cereate) (y �• " \ x '� CV Low -Maintenance Slope (Steeper than 30 �" 0 i Kentucky 31 Fescue 108 (IDS,0 �,, a l� ' DRY •STOIiRAGE'. U ai 4 � Feb, 16 - Apr, 30 Anual Ryegrass 60 - 100 - Red Top Grass 2 tbs. - (Loliium multi-florum) - Seasonal Nurse Cropw)K 20 lbs. �` ; , (60' X\409 Crownvetch 20 lbs• V Hw 150 tbs May 1 - Aug.1 German Millet 50 )K Perennial Ryegrass will germinate faster and at lower soil y g� DRAINAGE DIVIDE •,; � temperatures than fescue, thereby providing cover and erosion s,- Wo (Setaria italica) resistance for seedbed, r / r N > WX Use seasonal nurse crop In accordance with seeding dates as ,' %' } ACRE 5_ r �, ,'tio stated below. ;j l i tU E T . StO%,4CsE e W v� March, April through May 15th Annual Rye i (54'' X 34'); " r' o May 16th through August 15th Foxtai1 Millet I r' , Seeding August 16th through Sept„❑ct. Annual Rye November through February Winter Rye �` r` �' , f` , r r /;� r Seed shall be evenly applied with a broadcast seeder, drill, ` , / ! r3 5 ! - ' cultipacker seeder or hydroseeder. Small grains shall be )K)K)K If Flatpea is used, increase to 30 lbs./acre. All legume seed planted no more than one inch deep, Grasses and legumes must be properly inoculated. Weeping Lovegrass may also be shall be planted with no less than 1/4' soil cover, included in any slope or low-mamtance mixtures during warmer /�_ seeding periodsl add 10-20 tbs/acre in mixes, INAC Ea'{ A 0.(oT-AC5 ��� t { ..eke ....."..._.. ..W,.»..,W. �- ^'^'J� "'.^" s/' ,�'' a'•" ,/'' ••r / / :� t i ,f' / % r� , 1.,1_0_..AOR" DRY STURA ;E ,� (& 0'!5< 40' ),..,d..:..,.- 5011L MAP BOUNDARY 1 " _ -� y EL 699,5m ` , ' -� ✓' / f / F f / CD _ UJET STORAGE ;r � .' %' � sF f' \lrJ 5 �" r 1NG �'\� o_ ;t �" f EL.69800` G�'� t � / � �.,<• � � .t 1 � � „ _ ....d .—., _» •/r � � . ' ....i ! ^'3'ax '�:._,f ^,"" �� ��O�lv % ! /r %r r , + r ,i IL DRAINAGE AREA CD 100 LJ07 j 9A "'_. r '' ✓' t ,•.' ' I '<�; i i t 6` `� `/ 'ray ✓'`- , A z Z H O U H O U 0 a w W C7 z W OU z W OU H W w w Q+' w w '✓ W x > w a 0 F M W x W a CO W m � aM go TH 0 "n, 101- ff VW RK D. SMITH No 022837 �IONAL � 7� — / f� tl l' j` .." '•s �,,,,.,.y" ,/� � �../' r a/ 1 � 4 f '-•-. ..•'' �r '•�` �p�' (t° r 1 — D All 6E R _ , 1 S � d � R 5PON515LE LAND DFURBELLj R ''" ' /" SNENANDOAN VALLEY CONST. J, I O P I ACRES 5o I �Y (� ,» 4__ PE DE5CRIPTION NAME: CHARLES L. WHITACRE Q CERTIFICATION #• 2366 n , 95 CLEAR5ROOK C1-1ANNEIRY SILT L®A1„15 DATE: 6/15/2004 J _ r 2 TO 7 PERCENT SLOPS J .., C ,� _ _ ..� f..• , I _ :r.. r.• ;, ...- e`-`. \ ',t e ate, � , ��{E RE5PON51�LE LANE) D15�'Ul<'BER o x 41C SUE IKERT-E3ERK5 C;HANNERY 51LT LOAMS 0 .; 1 \ y I— $ ' + , ,15 THE FAIRTY RE5FON515FOR z L;.. ��,��' o r .C3 CARRYING OUT THE AN 15TU BING ' J ` �• ✓' 3/- 0 250 d 1001 IP�X ACTIVITY A5 SET FORTH IN THE PLAN5. I - .r SCALE: P _ 00' `ry t 1 W - ER0510N/5ED IMENT CONTROL LEGEND cc M O V F-1 W� J �> _ Q 0 �� 0o I. H 04 NO. KEY 5YM50L DESCRIPTION � w Q J ` TEMPORARY GRAVEL CONSTRUCTION O __. 3 02 CE ENTRANCE fs+ '�". r , NN , _A- f 1 i•� 5ED11„IENT TRAP COMFUTATION5 TRAP No. Drainage AREA (qC) STORAGE AMNT. STORAGE REQUIRED PROVIDED WET STORAGE DIMENSIONS H HEIGHT OF BERM (ft) No WEIR OUTLET HEIGHT I (ft) W TOP WIDTH (ft) L WEIR LENGTH (ft) AREA -9 BERM OUTLET HEIGHT I (Sq-yd) Elev. Top of Stone OutletWeir (ft) Inv. Elev. at Stone OUTLET (ft) WET cu-yd DRY cu-yd WET (Cu-yd) DRY cu-yd DEPTH (ft) L = (ft) W = (ft) 1 1.10 114 114 116 118 2-0 54 34 2.5 IB 2.5 10.0 2400 699.50 69800 2 1.48 99 I 99 101 100 2.0 50 1 32 2.5 1.5 2.5 110 2016 694.50 693DO FOR PHASE I EROSION CONTROL ONLY 3.05 O X—X �� SILT PENCE z O Z � IP O CIO Q STORM DRAIN INLET PROTECTION Z 3.08 C1P CULVERT INLET PROTECTION � W 3M DD D TEMPORARY DIVERSION DIKE Mr 3.13 TEMPORARY SEDIMENT TRAP 3.15 OP OUTLET PROTECTION 320 CD --' --, -- ROCK CHECK DAMS 333 SO SO SODDING DATE: JUNE 2003 LCG LIMITS OF CLEARING a GRADING SCALE: 1" = 50' DRAINAGE DIVIDES DESIGNED BY MDS ■ ■ CRITICAL SLOPE - CRITICAL SLOPE TO 5E SEEDED, MULCHED AND TACKED FILE NO. 3644 WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START SHEET 6 OF- 9 i X FRE=pEVELOPED OVERALL DRAINAGE DIVIDES SCALE 1" = 200' PRE -DEVELOPMENT DRAINAGE ANAYLSIS WBAREA A (ONSITE DRAINAGE HYDROGRAPH) AREA=532 ACRES C=030 SLOAREA B (OFFSITE) AREA= 30.50 ACRES C= 030 SIMAREA C (ONSITE DRAINAGE UNCONTROLLED)GRAPH) AREA=1.60 ACRES C=030 TOP OF BERM - INV. - 694.00 TOP OF SPILLWAY WEIR - INV. = 692.00 _ l WEIR WIDTH = 10.0 FT UNDERCUT INTO SLOPE 6881d0 5UE3AlREA G 200 0 200 400 ii o TOP OF BERM - INV. = 694.00 SPILLWAY WEIR - AT = 692.00 INV. = 15' EC-1 POND ROUTING STRUCTURE DETAIL 2-I5" CMP 6 3.60% " \ 1.(00 _ r m /--\'\1 jam 10 \ \ 1h I \ 1 J � � PO6T=1)EVELOf=ED OVERALL DRAINAeE DIYIDE5 5CALE P 200' PRE -DEVELOPMENT MANAGE ANAYLSIS 81,1 AWA A (ONSITE DRAINAGE WYDROGRAPH) AREA=532 ACRES C = 035 WBAREA B (OFFSITE) AREA= 30.50 ACRES C = 035 W5AREA C (ONSITE DRAINAGE 'UNCONTROLLEDxxRAPH) AREA=1.60 ACRES C=030 SECTION - POND STRUCTURE U NTS 3 v 100 YR WS ELEV. = 693.00 1 v ID YR WS ELEV. = 691.18 v 2 YR WS ELEV. = 69025 STORM WATER MANAGEMENT NARRATIVE STORM WATER MANAGEMENT FOR THE PROPOSED DEVELOPMENT IS PROVIDED BY DESIGNING A ON SITE STORM WATER MANAGEMENT DETENTION POND USING FREDERICK COUNTY'S CRITERIA FOR REGULATING THE PEAK FLOWS FROM THE TWO AND TEN-YEAR STORMS FOR THE POST DEVELOPED CONDITIONS NOT TO EXCEED THE PRE -DEVELOPED PEAK FLOWS. THE MODIFIED RATIONAL METHOD WAS USED TO GENERATE HYDROGRAPHS IN ANALYZING AND DETERMINING THE PRE AND POST -DEVELOPED RUNOFF RATES. "HYDRAFLOW HYDROGRAPHS 2002" WAS THE DESIGN PROGRAM USED FOR ANALYZING THE PRE AND POST DEVELOPMENT RUNOFF RATES, DETERMINING THE POND STORAGE VOLUME NEEDED AND IN MODELING THE MULTISTAGE OUT FALL RISER STRUCTURE. RAINFALL HYDROGRAPHS USED IN THE HYDROFLOW POND ANALYSIS WERE GENERATED USING FREDERICK COUNTY'S RAINFALL DURATION. THE VIRGINIA EROSION AND SEDIMENT CONTROL HAND BOOK AND VIRGINIA DRAINAGE MANUAL WERE USED FOR DETERMINING THE COEFFICIENTS OF RUNOFF - FOR BOTH PRE -DEVELOPED AND POST -DEVELOPED CONDITIONS. THE TIME OF CONCENTRATIONS WERE DETERMINED USING THE TR-55 METHOD. THE PROPOSED DETENTION POND WILL PROVIDE STORM WATER MANAGEMENT WATER QUANTITY MEASURES FOR THE ULTIMATE DEVELOPMENT OF THE ROADS ON THE WESTERN AND SnUTHERN SECTION OF SHENANDOAH MOBILE COURT. THE REDUCTION OF THE PEAK DISCHARGE FOR THE POST DEVELOPMENT TO THE PRE -DEVELOPMENT RATE REQUIREMENTS FOR THIS PROJECT WILL BE PROVIDED BY THE POND STORAGE VOLUME AND CONTROLLED BY THE MULTISTAGE STRUCTURE. THE POND OUT FALLS INTO AN UNNAMED DRAINAGE TRIBUTARY. FOR THE OVERALL DRAINAGE MAP SEE PRE AND POST DEVELOP DRAINAGE MAP IN THE PLAN SET. PROPOSED ON SITE SWM DETENTION POND THIS POND LOCATED AT THE NORTHEASTERN CENTRAL PORTION OF THE SITE ADJACENT TO THE UNNAMED TRIBUTARY CHANNEL PROVIDES STORM WATER DETENTION FOR THE POST -DEVELOPMENT OF THE WESTERN QUADRANT OF THE SITE, POST DEVELOPED OFFSITE SUB AREA B, AND ALSO CONVEYS THE ONSITE UNCONTROLLED RUNOFF FROM POST SUB AREA C. THE POST DEVELOPED ROUTED PEAK DISCHARGE FROM THIS POND IS LESS THAN PRE -DEVELOPED PEAK DISCHARGE FOR THE DRAINAGE AREAS DISCHARGING INTO THE POND. POST DEVELOPED Sly AREA A RUNOFF IS COLLECTED BY THE PROPOSED STORM SEWER SYSTEM LOCATED ON A PRIVATE PAVED ACCESS ROAD "B" AND IS CONVEYED INTO THE POND.REA UNCONTROLLED &S AREA LOCATED NORTH OF SITE APPROXIMATELY Uo0 ACRES OF THE SITE LOCATED NORTH OF SITE IS UNCONTROLLED, WHICH HAS AN INCREASE IN THE PEAK RUNOFF RATE FOR THE POST -DEVELOPMENT CONDITIONS. THIS RUNOFF SHEET FLOWS TO THE ADJACENT PROPERTY. THE FUTURE DEVELOPMENT NEAR THIS SITE WILL INCLUDE STORM WATER MANAGEMENT FOR THIS INCREASE IN POST DEVELOPED RUNOFF. a Z cc W lil Z z luc\l 0 in CD CN2 00 -A U 6 1 cuo U �o a � 0) I rn ► � Z y x L �Lv W �� �� ��� "0� W U .--i 04.Q �-I '= E- N Ntao o w U) w Q Z ms-+ a' EE--F E F z z w w Z o o 0 0 0 z Q �1 d a a �a�Qaa a w w W w 5 0 5 5 W W F W W co Ly) co �r t W 0 0 0 0 0 —co � Qi TH MARK D. SMITH No.022837 E H 0 W J m O mr 2 0 0 z Q z w cf) DATE: JUNE 2003 SCALE: 1" = 200' DESIGNED BY. MDS FILE NO. 3644 SHEET 7 OF.9 1 LOT-i'08(09 Sp. O / UNIT-4 ~ . � � / t 3 / TO fi ' O� ��1"B�,�NK1�I��iT /L. 92.r� r /3 IN C ERUC / D CC SSOjji �4D 1 ! U IT 11 % NIT 11 _ l \ - L / Lbt A1 R 131 0JP. &10&.00 / T Id / ES .'T I 100 \ I \ Lei. TMI 7 - C Cp5» A) d5E.-I R 51' E T� a z cc W W Z z WcQ o 10 �-R\12 CO CO Q�•� �.� MCA U 200 Z W�Q) W a � nn U 15 11) 0to o w in Q z zoo�oo 0 E- h z 0 a El z w z w 5 w V) 4 V) d a WW 5 5 0 v)17) 5 5 w a�V) w E- w w QC—Q oo r-00M Iwo co "I IN MARK D. ITH No.022837 `SIONAL H cc W J In 0 2 0 0 z a z w ATE: JUNE 2003 SCALE: 1" = 30' W DESIGNED BY: MDS FILE NO. 3644 SHEET 8 OF. 9 r Page 1 Hydrograph Summary Report Hyd. 'No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Rational 6.72 1 12 6,458 ---- ...... --•--- POST DEVELOPED SUB A 2 Rational 25.76 1 31 63,977 ---- ------ - - - POST DEVELOPED SUB B 3 Combine 26.10 1 31 69,832 1.2 ...... ------ Confluence 4 Reservoir 20.83 1 41 69.830 3 690.25 12,037 Pond t � . Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 ! Pond ` Hydrograph type = Reservoir Peak discharge = 20.83 cfs Storm frequency = 2 yrs Time interval = 1 rain Inflow hyd. No. = 3 Reservoir name = POND 1 Max. Elevation = 690.25 ft Max. Storage = 12,037 cuft Storage Indication method used. Outflow hydrograph volume = 69,830 cult Hydrograph Discharge Table Time Inflow Elevation Civ A CIv E CIV C Civ D Wr A Wr B Wr C Wr D Exfii i Outflow (hrs) Cfs ft CIS cfs cfs cfs cfs cfs cfs cfs cfs cfs l 0.08 6.96 688.23 0.58 _____ _____ _____ _._._ _____ _____ _____ __.__ 0.58 0.10 8.35 688.32 1.14 ----- ----- _____ ----- --___ ----- ----- __--- 1.14 0.12 9.74 688.42 1.83 _-___ _._._ _.___ _____ _____ __.__ _____ ----- 1.83 0A S 11.13 688.53 2.86 --- 2.86 0.15 12.52 688.65 4.04 ----- - --- ----- ----- ----- ----- :---- ----`-- 4.04 0.17 13.91 688.76 5.41 ----- ----- ----- ----- ----- ----- -__._ ----- 5.41 0.18 15.30 688.88 6.90 ----- ----- _ .__ ----- _____ ..... ----- _____ 6.90 i 0.20 16.69 688.99 8.43 ----- _____ ___-- _---- ----- _____ ----- ----- 8.43 0.22 17.19 689.10 9.90 ----- ----- ----- ----- _____ ._.__ __--- 9.90 0.23 17.68 689.19 11.21 11.21 0.25 18.18 689.28 12.29 ----- ----- ----- ----- _____ _____ _-_-- ----- 12.29 0.27 18.67 689.35 13.26 ----- ----- ----- ----- ----- _____ _____ _____ 13.26 0.28 19.17 689.43 14.08 _____ _____ _____ _____ ----- ----- _____ _____ 14.08 0.30 19.66 689.50 14.72 ----- ___._ _____ ___._ _____ _____ _____ ----- 14.72 0.32 20.16 689.56 15.34 ----- ----- ----- ----- ----- ----- ___-- _.___ 15.34 1 0.33 20.65 689.63 15.93 ----- ----- _____ _____ ----- ----- ----- ----- 15.93 0.35 21.15 689.69 16.49 ----- ----- ----- ----- _____ ----- ----- __--- 16.49 0.37 21.64 689.75 17.04 ----- ----- ----- _..-- ----- ----- ----- _-- 17.04 i 0.38 22.14 689.82 17.58 ----- ----- ----- ----- ----- ----- _____ ._--. 17.58 i .0.40 22.63 689.88 18.07 ----- -____ _____ ----- _____ __.._ _..--- ----- 18.07 0.42 23.13 689.94 18.57 ----- _____ __-__ _____ ----- ----- _____ _____ 18.57 0.43 23.63 690.00 19.04 ----- _____ ----- ----- ----- ----- _____ ----- 19.04 0.45 24.12 690.02 19.20 ----- ----- ----- _____ ----- _____ _____ ----- 19.20 0.47 24.62 690.05 19.37 ----- ----- ----- ----- ----- ----- ----- 19.37 0.48 25.11 690.07 19.55 ----- ----- ----_ _____ ___-, _---- _---- ----- ; 19.55 i 0.50 25.61 690.10 19.74 ----- ----- __ _ _____ _____ _____ ----- ----- 19.74 0.52 26.10 << 690.13 19.94 ----- _____ ----- _____ _-___ ----- _____ __.._ 19.94 0.53 25.26 690.15 20.13 ----- ----- _____ ----- _---- ----_ _____ _____ 20.13 0.55 24.75 690.17 20.29 ----- ----- ----- ----_ ----- ----- ----- ----- 20.29 i 0.57 24.25 690.19 20.43 ----- ----- ----- ----- ----- ----- ----- ----- 20.43 0.58 23.74 690.21 20.55 ----- ----- ----- ----- ----- ----- ----- ---- 20.55 0.60 23.24 690.22 20.64 ----- _____ ___._ _____ ----- ----- ----- _____ . 20.64 0.62 22.73 690.23 20.71 _____ _.___ _____ _____ ___ - _____ _____ _____ 20.71 0.63 22.23 690.24 20.77 ----- ----- ----- ----- ----- ----- ----- ----- 20.77 i 0.65 21.72 690.25 20.80 ----- ----- ----- ----- _---- ----_ ----- ----- 20.80 0.67 21.22 690.25 20.82 ----- _____ ..___ _____ _____ __.__ ___ - _____ 20.82 0.68 20.71 690.25 << 20.83 _____ ..... ..... _____ ..... _____ _____ - ..... 20.83 << ; 0.70 20.21 690.25 20.82 ------ _____ ----- ----- _____ ----- ----- ----- 20.82 Hyd. No. 4 - Reservoir - 2 Yr - Op = 20.83 cfs - Pond 30 25 2® CY 15 10 5 0 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 Time (hrs) Hyd. 3 Hyd. 4 Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation 00 Maximum storage (cult) Hydrograph description 1 Rational 9.29 1 12 81930 ---• •..... ...... POST DEVELOPED SUB A 2 Rational 37.45 1 31 93,003 .... ----- . ------ POST DEVELOPED SUB 8 Combine 37.92 1 31 101,056 1,2 ...... •----- Confluence 4 Reservoir - 1_3 26.01 1 47 101,054 3 691.18 24,153 Pond Hydrograph-Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd No 4 Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Rational 17.00 1 12 16,338 ---- - ---- -- --- POST DEVELOPED SUB A 2 Rational 67.22 1 31 166,910 ---. ------ ...... POST DEVELOPED SUB B 3 Combine 68.07 1 31 181,675 1, 2 ------ ...... Confluence 4 Reservoir 51.64 1 43 .181,673 3 692.72 52,097 Pond 4ydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve • Hyd. No. 4 Pond Pond Hydrograph type = Reservoir Storm frequency = 10 Peak discharge Time = 26.01 cfs Hydrograph type = Reservoir Peak discharge = 51.64 cfs Inflow hyd. No. = 3 yrs interval Reservoir name = 1 rtl'en = POND 1 Storm frequency = 100 yrs Time interval = 1 min Max. Elevation = 691.18 ft Max. Storage g = 24,153 cuffReservoir Inflow hyd. No. = 3 Reservoir name = POND 1 ` Report Max.IUlaxElevation = 692.72 ft Max. Storage = 52,097 cuff Page 1 Storage Indication method used. Outflow hydrograph volume =101,054 cult Storage Indication method used. Reservoir N0. 1 - P®IV®1 i Hydraflow Hydrographs by Intelisolve Hydrograph Discharge Table Outflow hydrograph volume=181,673 cult Pond Data Hydrograph Discharge Table j Pond storage is based on known contour areas. Conic method used. Time Inflow (hrs) Cfs Elevation ft CIV A. Cfs Civ B CIv C cfs Civ D Wr A Wr B Wr C Wr D Exfil Outflow .f Time Inflow Elevation CIV A CIv Civ B CIv C CIv ® Wr A Wr B Wr C Wr ® Exfil Outflow Stage /Storage 'Table CIS CIS cfs CIS cis Cf5 Cfs i (hrs) cfs ft CfS Cfs Cfs cfs CIS Cfs cfs CfS cfs Cfs i Stage (ft) Elevation (ft) Contour area s ft (q) Incr. Storage (cult) aecult Total storage (cult) tt raeclt 0.08 9.91 688.32 1.14 ----- _____ _____ ___. _____ ____ _____ 1.14 � 0.10 11.89 68$.45 2.06 ----- ---_- ----- -_--- _____ .__._ _ ---- _____ 2.06 0.07 14.34 688.37 1.46 ----- _-_-_ ___.. _____ ____- -____ .____ __._ - 1.46 o.00 sss.00 1,s3s o 0 0.12 13.86 688.59 3.35 ----_ _____ ____. .___- 0.08 17.92 688.56 3.12 _____ _____ _»___ _____ _.___ ----- _____ 2 i 2.00 690.00 7,927 8,775 8.7775 0.13 15.86 688.73 5.04 .____ _____ _____ w_._ _..__ ____. _____ _____ ___. _____ ___ _»___ 3.35 5.04 0.10 21.51 688.77 5.51 _____ •1 5.51 { i 6 .00 694.00 28,874 0.15 17.84 688.88 6.92 _____ _____ _____ _____ 0.12 25.09 688.99 8.46 _____ ----- ----- ----- ----- 47,537 82,451 0.17 19.82 689.03 8.94 ___._ -____ _____ ___� .____ _____ .____ _____ _____ ..... ___-_ --__- 6,92 8.94 0.13 28.68 689.23 0.15 11.62 ----- ____- _---- ---__ ---__ ----- _____ _..__ ' . 11.62 Culy Culvert ® Orifice Structures Weir Structures 0.18 21.81 689.18 11.00 _____ _____ _._._ ___a _____ __.__ _____ _.___ 11,00 32.26 689.46 14.42 -__ _____ _-___ _____ _____ _____ _____ ___-_ 14 42 0.20 23.79 0.22 689.33 12.90 ----_ _____ _____ _____ ..... _.___ _.___ 12.90 0.17 35.85 689.72 0.18 39.43 689.99 16.71 18.93 ----- ----- _._-_ ----- ----- ----- ----_ __ -- r 24.53 .23 25.28 689.47 689.60 14.48 15.72 _____ _.___ ___._ . _____ _____ _____ _____ _____ _.___ 14.48 0.20 43.02 690.10 19.73 -- _____ _____ _____ _____ ----- ----- _____ _____ 18.93 ' Rise in - -- 18.0 0.0 0.0 0.0 Crest Len ri = 0.00 10.00 0.00 ®0 0.25 26.02 689.73 16.84 _____ _____ _____ ____� 15.72 0.22 44.34 690.20 ` 20.62 _____ _____ _____ 2052 � Ran n -18 '" 'o 00 00 Oo Crest 0 0 692 Q _ . o 0 00 0 00 0.27 26.76 689.86 17.87 ----- ----- ----- _____ 0.23 45.65 690.32 21.28 ----- -___- --- ____. _____ _---- ----_ _---- 21.28 No. Barrels = 2 o 0 0 Weir oe _ . 0 00 0 00 0.28 27.51 689.98 18.83 -__-- _____ _____ __._. 17.87 0.25 46.97 690.43 22.04 .____ _____ _____ 22.04 1 Invert El. lt - 688000 - 00 0 00 Weir Type _ -•- Rect --- --- 0.30 28.25 690.03 19.26 ----- _____ -_--- _____ __.__ __-__ _____ __ _.___ 18.83 � 0.27 48.29 690.54 .22.78 _____ __.__ _____ _____ _____ 22.78 Length lt _ - 55 0 0 0 0 Multi -Stage age = o N No No No 0.32 28.99 690.07 19.57 ---_- ----- _____ ___._ _____ _____ _____ _____ 19.26 ' � 0.28 49.61 690.66 23.52 _.___ ----_ __,___ _____ _.__- _-___ _____ -_--- 52 Slope % = 3.60 0.00 0.00 0.00 0.33 29.74 690.12 19.89 _-.._ .___. _____ _____ .____ _ --- ---- 19.57 0.30 50.93 690.78 24.26 _-__- ___-- -_-__ _-_-- 24 26 N-Value - .022 .013 .000 .000 0.35 30.48 690.16 20.23 ----- _____ ..__. ----- ..... .____ _____ __._. _____ _._._ 19.89 0,3? 52.25 690.91 24.91 ----- ----- ----- ----- -____ ___-- _ _____ 24.91 orif. Coeff o so - ' 0 6o Q o0 0 00 0.37 31.23 690.21 20.58 ----- _____ _____ ___ _ ----- -- 0.33 53.57 691.03 25.60 ----- _____ _____ ..... ..... ___ ___-_ -- 25 50 Multi -Stage - nla No No No Exfiltration Rat®� 0.00 i q a water s Tailwater Elev. = o.00 lt 0.38 31.97 690.26 20.92 _____ 20.23 0.35. 54.88 691.17 25.97 ----- ----_ __-__ _____ _____ _____ _____ 25.97 0.40 32.71 690.31 21.27 ----- ---_- _____ _____ _____ _____ _____ ___._ 21,27 0.37 56.20 691.30 26 45 _____ _____ _____ _____ ..... _____ ..... _____ 26 45 ® � Stag Storage Discharge Table Note. at ountows have been a y under inlet and na outlet con control. . 0.42 33.46 0.43 34.20 690.37 690.42 21.64 22.00 _.___ _____ _____ _.___ _____ _____ _.___ _____ _____ 21.64 n.�8 57.52 691.44 0.40 58.84 691.58 26.93 27.41 ----- ----- _____ _____ _-_._ _____ ..... ..... _____ _____ _____ - - g Stage Storage Eleva Elevation g on CIv A CIV ® Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total 0.45 34.94 690.48 22.37 ___._ _.,___ _._._ _____ _____ _____ _____ 22.00 0.42 60.16 691.73 27.90 -__-- --___ _____ ___._ ____- _-_-_ _» __ _____ ___._ _____ _____ _____ • 27 90 lt - cult It cfs cfs l cis f cis cfs cfs cfs cfs c 0.47 35.69 690.54 22.75 ----_ _____ ._.__ _.__- _-___ _____ ___._ --__. 22.75 0.43 61.48 691.88 28.39 28.39 0.00 0 689.0!a 0.00 .._ --- • 0.48 36.43 690.60 23.13 _____ _____ _____ _-___ _._._ _____ _____ _____ 23.13 0.45 62.79 692.02 28.85 _---- ----- ----_ -----0.25 ----- ----- _-_-- 2910 0.2o a78 Gas 2tt o.43 --- --- --- _-- --- _-- .._ . 0.50 37.18 690.66 23.51 _____ ----- ----- ---_- ..... ----- ----- _-_-- 23.51 r. 17 64.11 692.10 29.12 __-__ _.___ ___-- --_-- 1,51 __--_ _-___ __--- ' 30.63 0 60 2,633 688.60 3.48 --- --- ... 0 --- --- --- . 1 63 0.52 37.92 << 690.72 23.90 ----- ----- __-__ _... _.... _____ ___-- ----- 23.90 0.48 65.43 692.19 �, 29.38 _____ __.__ _____ _____ 2.77 _____ ___-_ _____ 34.15 o.00 3,388 689.00 ._. _- - ... 0.00 ... 00.00 _._ 0.53 36.72 690.78 24.27 __-_- -____ _-_-- ____- ----- __-_- ----- ._.._ 24.27 , C ..a 66.75 692.27 29.64 ----- ----- -_--- ----- 4.85 --_-- ----- ----- 34.49 1.20 a,3ea sag 00 8.53 3 11.31 ... _ .. _ . .00 --- .._ --- _._ 5.84 5.84 8.53 0.55 35.99 690.8 4 24.56 ----- ----- -__-- -__-- --__- _-___ -____ ___ __ 24.56 0.52 68.07 << 692.35 0.53 65.90 692.42 29.89 ----- __.__ _._... _---- 7.03 ----- --_-- _____ 36.92 1 1.40 5,265 689.20 6,143 689.40 13.83 --- --- .-- .__ ... ... 0.00 _.. ,__ ..• 11.31 0.57 35.25 69 O,gg 24.82 _____ __.__ .____ _____ .____ ____ _ _____ 24.82 0.55 64.58 692.48 30.12 30.31 _____ _____ ----- _____ _____ _ __ 9.18 -- _____ ____ _ 39.30 7,020 689.6C+ 15.69 .-... _-- _.- ___0.00 .._ _ _-- -__ --- 13.83 0.58 34.52 690.94 25.05 ----- _._._ _____ _____ __.__ ----- ..... _____ 25.05 i).57 63.26 692.54 30.47 ----- --_ ----- ----- 11.39 13.27 ---_------ 41.69 1.80 7,898 689.80 17:a4 --� •-. -�" •'- ---02 17.44 0.62 33.05 691.01 25.43 ____. _____ _____ ----- ___._ _____ _____ ---__ 14.88 _____ __-__ _____ _.. 20.49 0.63 32.31 691.05 25.55 ----- ----- _____ _____ ..... _ - --- _____ ----- ..... ----- _____ ___ 25.43 25.65 0.60 60.63 692.62 30.72 ----- - 16.35 -__-_ _____ 47 07 2.60 4,003 690.40 16,617 690.60 21.86 23.14 �- ... ..- .o0 --- -- • 21 ss 31.58 25.65 _ _ ----- ..... - -- _ r 25.65 0.62 59.31 692.65 30.82 17.63 48.45 2.8 2s,231 690.80 -• ... 0.00 --- 0.00 --- 23.14 0.67 30.84 691.®0 25.74 ----- --- - -__-- _____ __--- ___-- -_--- ___ 25.74 0.63. 57.99 692.68 30.89 ----- ----- ----- ----- 18.65 ----- ----- _____ 49.54 3.00 1,845 69i.00 25.38 --- --- --- --- 0.00 --• _.. .._ 24.36 25.38 0.68 30.11 691.12 25.82 --___ _____ _____ __�_ _____ _____ -- _.___ __ 25.82 0.65 56.67 692.69 30.94 ----- ----- _____ _-___ 19.43 ----- ----- ----- 50.37 3.20 3.40 24,459 691.20 27,073 691.40 26.10 26.80 •----- ... __. ___ _-_ _-- 26.10 ' 0.70 29:38 691.14 25.88 ----- _____ ----- _____ __.._ _____ _____ ___ - 25.88 0.67 55.36 692.71 0.68. 54.04 692.72 30.98 31.01 _____ _____ _.___ _____ 19.99 ---__ _____ _____ 50 98 3.6026.80 i i.sQ 27,aa ___ __ - -_ _._ -� --- 00 --- 0.00 _-- '-- -'- --- •-- 27.48 _._._ _____ _____ _____ _____ 20.36 _____ _____ 51.37 3.80 32,301 691.80 28.14 0:00 ydrograph Discharge Table � - 4.00 4.20 34,914 692.00 39,668 692.20 28.79 29.43 - - --- --- --- --. 0.00 --. 2A3 _._ _ _ • � -• 28.79 32AI ... _ • _ � 4.40 4.60 44,422 692.40 49,176 692.60 30.05 30.66 --- --- --- _.. ___ g.48 __. - - 38.48 Time Inflow Elevation Civ A CIv S CIv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow 4.80 5.00 53,929 692.80 58,683 693.00 31.26 31.85 -•- --- - - --- --- .. -- i5.48 --- 23.83 --- --- - 46.14 55.09 (hrs) CIS ft CfS CfS Cfs oft CIS CIS CfS Cfs CIS cfs Pond 5.20 63,437 693.20 32.42 - - - - •-- 33.30 43.78 - - - -'- 65.16 i Page 2 5.40 68,190 693AD 32.99 ------ .._ ..- 55.17 ... --- --- 76.20 88.15 i - 0.72 28.64 691.15 25.93 ----- ___.. ..... ..... _____ _____ _____ _,___ 25.9a Hdorah y r g p Discharge Table 5.60 72,944 693.60 77,698 693.80 33.54 34.09 _. ... _.. -- .-. ._100.94 0.73 27.91 691.17 25.97 _.___ _____ _____ _____ __.._ _____ _____ _____ 25.97 goo 82,461 694.00 34.63 --- ... -- •- 80 43 _114.52 94.19 --- .._ __. 0.75 27.17 691.17 26.00 ---__ _,____ _____ _____ ----- ..... ..... ..... 26.00 .-- ... 128.82 0.77 26.44 691.18 26.01 ----- ----- ___._ _____ _____ ___ _. _____ 26.01 Time Inflow Elevation Civ A Civ B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow 0.78 25.70 69i.18 « 26.01 _____ _.___ _____ ____. _____ ___ _..__ ___._ 26.01 (hrs) cfs ft cfs Cfs Cfs cfs CfS CfS cfs CIS' CIS cfs - 0.80 24.97 691.17 26.00 ----- ----- _____ _____ _____ _____ ___-_ _____ 26.00 0.82 24.24 691.17 25.98 _____ .____ _-___ _.___ _____ ..__. _.__. _..-- � 25.98 0.70 52.72 692.72 31.02 _____ ----- __ - ----- ----- • ----- _-_-- 51.59 0.$3 23.50 691.16 25.94 _____ _____ _..._ __.__ ----_ _._._ . 0.72 51.40 692.72 « 31.03 ____- ...__ ______-_ _____ _____ -_-_ < 0,85 .77 .2 .......... 69.1.14 25.90 ----- ---_- _____ -_-_. ----- --_-- ----- -----, - 25.90 0 73 50 08 692.72 31.02 ----- ----- ----. ___._ ___-- 20 52 -----_____ _ _ . . 0 75 48.77 692.72 31.01 - 20.31 _.___ .____ __-__ 51.32 0.77 47.45 692.71 30.98 __... _____ _____ _____ - 19.99 ----- ----- ----- 50.97 0.78 46.13 692.70 30.95 ----- ----- ----- _____ 19.57 ----- _____ _ :__ 50.53 Hyd. No. 4 - Reservoir -100 Yr - Qp = 51464 cfs - Pond 80 60 v 40 20 - 0 0.0 0.2 0.5 0.7 1.0 1.2 1.4 1.7 1.9 2.1 2.4 Time (hrs) ® Hyd. 3 / Hyd. 4 0.8.Q ".81 692.69 30.92 ----- ----- ..... 19.07 ----- •- - Hyd. No® 4 - Reservoir -10 Yr - Op : 26.01 cfs - Pond VAJ V.%j U.J u.® I.0 1.0 1.5 1.8 2.0 2.3 2.5 Time (hrs) Hyd. 3 Hyd. 4 ------------ W W o � CO C\2 00 I .0 Cat 00 U x u7 C W>1 a) a) U P, tl0 rod E-4rs, � rn to N 4) >1 w rn r Q z HHc"zz 0 Z w OU o 0 U W C7 0 0 C/I w U) w a a w tx y 5 0 5 5 F\ 0 0 "� d' 4 \ e) N TH F f O MARK D. SMITH No.022837 o��s SIaMAL F CC M O W J <ll co ® Q 1-4 E-1 E-q O � � U W 0 Ww Z Q � Z W Z a) DATE: JUNE 2003 SCALE: NTS DESIGNED BY. MDS FILE NO. 3644 SHEET 9 OF.9 GENERAL NOTES VDOT GENERAL NOTES LEGENDVICINITY MAP C� 1. Methods and materials used in the construction of the improvements herein shall conform to the current Vl. All work on this project shall conform to the latest editions of the Virginia Department of - - _ Z Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and EXISTING INTERMEDIATE CONTOUR - - - _ 33 -- - SCALE l"-2000' ♦� 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 an of then to ---- - ,, e. �=: e standards, specifications or plans, the most stringent shall be EXISTING INDEX CONTOUR 330 ` ,�LU 2. Measures to control erosion and siltation includingdetention ponds serving as silt basins during construction, t f r, -�=� �� P g g y.•y3a govern.,' must be provided prior to issuance of the site development permit. The approval of these plans in no way PROPOSED CONTOUR 40LU EX E P ,. the responsibilities contained in the Virginia Erosion and Sediment ;.. .,. ::. ,,: ., � <�:. ..,. -•, :: ,;,... , ::�'' _ �. relieves the developer or his agent of hg V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and _ : _ .. ,?.. ;, _, , ram-`-, P Y P P Y EXISTING EDGE OF PAVEMENT s -- Control Handbook. Health Administration and VOSH Rules and Regulations. ' PROP E/P: PROPOSED EDGE OF PAVEMENT Engineer, Virginia Department of Transportation -of-way, ,- . , ... .. �• 8. �..,, 3. A permit must be obtained from the Office of the Resident g g p P V3. When working on VDOT right all traffic control whether permanent or shall Pg g A EX CBcG c exit State right-of-way.EXISTING CURB AND GUTTERLU ,.. • i, . � : .,. I x_ ...:..� .. .. , r� . ,; :.. _ . � -��� „ � .: r.._.. , (VDOT) and Frederick County prior to construction in singbe in accordance with the current edition of VDOT's work area protection manual. Furthermore all ; �:.. .,.� ,,;> � . ;:, •�-J ,a : :-.� 4. � ^.a -, , .. ,: . .�..�: •; �:; � , ..-, � (P / � �;. r54<;+o' ;: �....�,_..a.,,, •.?; >, a,,, a ,;, is ,. �, .. traffic control fla ers must be certified in accordance with the latest edition of the VDOT Road and !` ' r. ,.,r ,: - ? •r' , gg PROP C&G , :; .. ,� ..,,: ;: •� ;_ ,' ::'.. '>' '.. ��r: -�`?�.�.. � � � , . -_ :G ,.: � . _ . 4. Approval of this plan does not guarantee issuance of an entrance permit b VDOT when such permit is pp P g P Y P Bridge Specifications, Section 104.04-C. PROPOSED CURB AND GUTTERCQ required under State law. CG_ o, ►n 6 CG-6R s V4. The developer shall be responsible for relocating, at his expense, an and all utilities including . r,�. ..., ., .. _ �. , ., . •. .� ..'- _-.. I� , �.. . P P g, A , 1 .; 1 r..^ �. 5. The exact loc ation of all guard rails will be determined b VDOT personnel. A Dint inspection will be held Y g TRANSITION FROM CG 6 TO CG 6R •, . � � �,�5., � 1 , , � s . \ , k � � r ;. �- - � f-s � � g Y P j P t � ii a - < �, •. � ,.. :. /' ,, �, ♦ .; _.. r ,. � a., .✓ � �' x,:n; ,. ,' ;:.• • :. ,,,Q ,� . , .GS ,..".. �:... l Ill traffic signal poles, unction boxes controllers etc. owned b VDOT or private unlit company. It is 11;- �--..�r:::.. t ... �, . g p j Y P Y P Y!, , 1 ^.....:.� �� ..: t - .:-. "~ _,:, ,fats.• :;ti ,> „ r !'v/'' , �� ..,:..,..:.�.. ,;�-�� �-:-.:: la Department of Transportation ... with the Developer, Count Representatives, and Representatives of the Virgin p p, n „ P Y P the sole responsibility of the developer to locate and identify EXISTING TELEPHONE LINE �,. ��-.-. ,-•.w . t � ., � . e an¢ ,h. �. ,,a: a-: -.? , v ;;,--• r�;, . �- ��; t; -., , __�.: , . , r,_ . n f :`. ��• •_ � � P Y P d ratify utility facilities or items, which maY:1t. „•, : �� ...z- .-1° -� Memonal Fark. t ir .• _ �'" �'' ' CO t determine if and where guard rail and of paved ditches will be needed. The developer will be:. (VDOT) o d g / P P be in conflict with the proposed construction activity. VDOT approval of these laps does not . ; t ,;?f 7 + 0 �. -; �..�- n P A Y PP P �.-••�-.�'�,. .. r „ .,..,.. �. ..,,f:. a :�. �:: \ 1 : 3.... � �. :.�% ( LO . PROPOSED TELEPHONE LINE '1 1 , ., r, � ::, .. , �� ., • a� •i a a1 ,.; t n ection. Refer toresponsibility..� .. ,�� .� . , s , :� :.- ..... •, _ I s ' _ .1, , •� s) an responsible for providing guardrail and paved ditches as determined b this Din i s developer of this P P g g A Y j P relieve the develo i „''�1 % `; ",' f J (r{ � ?:' > r -!� ' ,. ,.:rags, � 'r . .,ri „ ' .{ f '' J'' ,,•••, .� ' Transportation VDOT Guard Rail and Paved Ditch Specifications. EX. 15 RCP .//� :: o. -....;,�h. ^., ,. ; � , Virginia Department of Transp r (VDOT) p , ., ;,, , ;, . szz s > i, ,, D EXISTING STORM SEWER - � �- `� °,}1.::. , `�;k:� �.,.:1; ,:s. • � sa �;:,'�� :� . 'Park �4. ��� �;.� � � �►' C�2 .,..� a.,"� t,. ,G-..F /. .". �• P .,..;::1 .e--"i y.. -..:...;.'r,'. i :;i,.t�r. lid V5. Design features relating to field construction, regulations, and control or safety of traffic may .:; :. .. , ^� �--�' ..,•.. , >�.- ,_ '; -;, � . :, ....�; ,,�;� _ x � g g g Y Y site. Also a 6. An approved set of plans and all applicable permits must be available at the constructionPROP. 15 RCP +, >fbe subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of�J _�, ., _ _0. representative of the developer must be available at all times. a revision w•1 be responsibility PROPOSED STORM SEWER - �' i.� . • `! . b +� P P any field i will h p nsibility of the developer. �, o 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 EXISTING SANITARY SEWER 0 cu c,� Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. PROPOSED SANITARY SEWER PROJECT INFORMA TION LO _4 H 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 EXISTING ELECTRIC SERVICE 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. PROPOSED ELECTRIC SERVICE a0i o 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 EXISTING GAS LINE 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. COUNTY OF FREDERICK ZONING REQUIREMENT '� „ � course thicknesses shall be designed in accordance with VDOT's Pavement Design Guide for Subdivision and PROPOSED GAS LINE 9 w Secondary Roads in Virginia", and shall be based on a sufficientnumber of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the PARCEL IDENTIFICATION NO. TAX MAP i6-((A))-I 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 PROPERTY LINE PP g P g g accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, STREET ADDRESS: N/A and prior to placement. access to other properties affected by this project shall be maintained through construction. The FLOW LINE - •••-.- •••- - Developer shall havewithin the limits of the project, an employee certified by the Department of -� TOTAL PROJECT AREA: �.09 ACRES , 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated FENCELINE n Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation EXISTING ZONIN(S: MH-1 on the plans and as required at the field inspection. control devices and measures for proper installation and deficiencies immediately after each rainfall, EXISTING POWER POLE 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. CURRENT USE: MOBILE HOME COMMUNITY 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 EXISTING TELEPHONE POLE MAXIMUM DENSITY ALLOWED 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than at the end of construction. EXISTING WATERLINE W/ TEE ' ` BY REZONINC% OOS-30: 20 UNITS 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 PROPOSED WATERLINE W/ TEE r 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment p for to 36" cover and, when possible, to be installed under roadway drainage facilities. PROPOSED NUMBER OF LOTS: 11 UNITS entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take EXISTING FIRE HYDRANT t V12. Any unusual subsurface conditions encountered during the course of construction shall be NET DENSITY ACREAGE: 2.26 UNITS/ACRE 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. EXISTING WATER VALVE MINIMUM LOT WIDTH: INTERIOR LOT: 60 FEET 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary PROPOSED WATER METER ® CORNER LOT: '10 FEET sewer lines. Information should also be obtained from the appropriate authorit concerning permits, cut V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT Y g A representative prior to placement and fill. Where CBR testing is required, a VDOT representative EXISTING REDUCER sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples SETBACKS: I. NO MOBILE HOME SHALL BE PLACED WITHIN are submitted to private laboratories for testing, the samples shall be clearly identified and labeled PROPOSED REDUCER TWENTY (20) FEET OF ANOTHER 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current as belonging to a project which will be accepted by VDOT and that testing shall be conducted STOP SIGN � standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. according to all applicable VDOT standards. HANDICAP RAMP (CG-12) 2. THE MINIMUM LOT SIZE SHALL BE 4,000 SQUARE � �. j 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the DENOTES LOCATION IOgFF STD VDOT FEET FOR EACH DWELLING UNIT. 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 CG2iD OR COIdSTRiJC'l'I 0 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 ST DAttU 3. ALL DWELLING UNITS SHALL BE LOCATED A A, within plus or minus 2% of optimum moisture for the full width of any dedicated street E-+ utility verification and the proposed construction. PARKING INDICATOR 12 MINIMUM OF TWENTY (20) FEET FROM ANY right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified INDICATES THE NUMBER OF TYPICAL PARKING SPACES RIGHT-OF-WAY AND AT LEAST TEN (ID) FEET FROM L) 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 PARKING LOTS, COMMON AREAS, AND SIDEWALKS. � copy of all tests shall be submitted to VDOT prior to final VDOT approval. result of his construction project within or contiguous to the existing right-of-way. TEST PIT LOCATION E--' <4 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 4. ALL USES SHALL BE SATISTIFY AT LEAST FIFTY must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or site further where determined necessary by VDOT Inspector. (50) FEET FROM THE PERIMETER BOUNDARY. �� Q development permits. HANDICAP PARKING E- V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall W W � Z 19. The developer will be responsible for the relocation of an utilities which is required as a result of his meet VDOT minimum design standards and is the responsibility of the developer. 100 W P P Y q VEHICLES PER DAY COUNT0 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 PROPOSED BUILDING ENTRANCE W C 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 U� 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 EXISTING STREET LIGHT �1 C 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. PROPOSED STREET NAME SIGN -�- O 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. W Q 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 PROPOSED SANITARY LATERAL CLEANOUT W W proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified b a registered construction. Copies of all invoices for materials within any dedicated street right-of-way must be SANITARY MANHOLE IDENTIFIER 12 (Y P PA Y Y g 0 provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices O �Et v;' professional engineer and results submitted to Frederick County prior to pavement construction. If a ma be obscured. ® r� geotechnical report has been prepared, it should supersede the requirements in this note. Y,v i$ .Q STORM DRAIN STRUCTURE IDENTIFIER O 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical spreader. Density will be determined using the density control strip as specified in VDOT's Road A Y g y p p 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 EASEMENT LINE ®/ 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 CENTERLINE - - present during the construction and testing of the density control strip. 12.0 W EXISTING SPOT ELEVATION TRIP GENE TIN DATA V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road and Bridge Specifications -Section 315. Density will be determined using the density control strip as PROPOSED SPOT ELEVATION 715 3 CLASS USE TRIP RATE USE VPD specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. EXISTING TREE LINE A certified copy of the test results shall be provided to the Residency Office. A VDOT representative UTILITY CONTACTS shall be notified and given the opportunity to be present during the construction and testing of the control strip. �^ EXISTING TREE c,��1 15" OAK 15" PINE 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, rA P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. PROPOSED TREE crPjl 15" OAK 15" PINE Winchester, VA. 22604 Winchester, VA 22604 TR(540) 868-1061 (540) 869-1111 FCSA /SVCl N TES Power: Allegheny Power Phone: Verizon 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL P.O. Box 1458 P.O. Box 17398 ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. /� ®V�o Hagerstown, MD 21741 Baltimore, MD 21297 DATE REVISION SEAL ', ER SHEET 1-800-654-3317 (301) 954-6282 2• THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. 7/31/03 REVISED PER FCSA COMMENTS Project Name: 3. EXACT LOCATIONS OF WATER ,AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S SHENANDOAH COUR" INSPECTOR. 8/26/03 REVISED PER FCSA COMMENTS MOBILE MISS UTILITY 1-800-257-7777 4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF 9/11/03 INCORPORATE SWM POND DESIGN OP WATER METERS THROUGH 2" IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME 12/15/03 REVISED MOBILE HOME LOCATIONS AND SIZES Owner: Address, Including Zip Code & Telephone No. [v AND COVER TO BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO FIRE MARS'HAL'iJ NOTE BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE 1/12/04 REVISED PER FCPD COMMENTS 1INC FRONT ROYAL PIKE BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN MARK D. TIi SHENANDOAH MOBILE COURT WINCHESTER, VA 22602 2/18/04 REVISED PER FCPD COMMENTS PROPER WORKING ORDER. IT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX No.022837 (540)-662-3343 Fire lane markings and signage: ASSEMBLY INSTALLED CORRECTLY. O Developer: Address, Including Zip Code & Telephone No. Any "No Parking" signs and yellow painted curb locations will be installed 5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES. by field inspection at the direction of the Fire Marshall's Office. A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE SHEET INDEONAL SAME AS ABOVE WITH CORPORATION STOP AND MAKING THE TAP, FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD# B.) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE, 18" LONG STUB PIECES, AND STATIC PRESSURE = STATIC PRESSURE = 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. Engineer Certifying Plan: Address, Including Zip Code & Telephone No. C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF 151 WINDY HILL LANE RESIDUAL PRESSURE = RESIDUAL PRESSURE = EACH CONNECTION. I COVER SHEET VA 22602 , AVAILABLE FLOW = AVAILABLE FLOW 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: 2 SITE PLAN SHEET (540) GREENWAY ENGINEERING WINCHESTERSTEER, A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. 3 ROAD PROFILE SHEET 662-4185 PROFESSIONAL SEAL &SIGNATURE SOURCE: SOURCE: B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE 4 SANITARY SEWER PROFILE SHEET DATE: JUNE 2003 WORK BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS APPROVAL DATE: DATE: COMPLETED. 5 DETAIL SHEET THESE PLANS ARE IN CONFORMANCE WITH 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 6 EROSION AND CONTROL PHASE I COUNTY OF FREDERICK STANDARDS AND SCALE: N/A1 SWM OVERALL PRE AND POST DRAINAGE DIVIDES ORDINANCES. ANY DEVIATION OR CHANGE HANDICAPPED PARKING NOTE 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, 8 SWM POND PLAN AND PROFILE IN THESE PLANS SHALL BE APPROVED BY �2124 , DESIGNED BY: AS REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE 9 SWM ROUTING THE ZONING ADMINISTRATOR PRIOR TO MDS READOUT IS REQUIRED. CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE Handicapped parking spaces and aisles shall slope 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A JOB NO. 3644 no greater than 2% in all directions. RPZ BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL REMOTE READOUT IS REQUIRED. * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET 1 OF 9 CA 0 0 m •, 3 b EXISTING EN TO BE REM E PUMP STATION NOTES X SMH / I. ALL EQUIPMENT TO BE REMOVED 4 DELIVERED TO TO\ -•,,, y `�_�� `�I „� FC5A AT LOCATION TO BE DETERMINED BY FC64 tq IN 9& ro,24 ENGINEER INV OUI =va .15 I \�� 2. CONTRACTOR dDISPOSE\ \` • \ C N RAGTOR TO REMOVE OF PUMP \ / REATE ( / \ \ ,,� H / STATION SLAB, WET WELL, AND BUILDING AS EX. MAIL5?X J \~ / REQUIRED. TM GENERAL NOTES \ \ \ \ \ � JAMEkP. Bt�H, OL2�R 4--' \ \ I. EX. FORCE MAIN TO BE FLUSHED AND ABANDONED TOT LOT RECREATIONAL UNIT MARY L. AYLOR-\ 1-1 IN PLACE. - \\ \ EX. 5MH 2. EX. FORCE MAIN LINE TO BE CUT 4 CAPPED AT EX. \ 1 TOP=125.38 MH AND PUMP STATION. 0� INV IN=119.21 \ -� -• �. i �, ENV OUT=119.11 PROP. \ ` �•^ \\ 3. SEWER LATERAL STUB MARKERS ARE TO HAVE ITS -MQ&TORI UNIT NO. PAINTED ON IT WITH 2" TALL WHITE NUMBERS. IM MAE NNTRAL Ei2' FSS \� PANEL`�is F� IL)4. WATER METER BOX LIDS ARE TO HAVE ITS UNIT NO PAINTED ON IT WITH 2" TALL WHITE NUMBERS o e DA ;A,\ \ �`'\\ DARYL R.RUSSELL 4 OZONE: RA RE I \ \ GHRISTOPHER B. RUSSEL USE: \ � \ \ \ \ \\\ INSTRUMENT NO.010012189 • \ \ \ \ : RA , \\"IUSE: RESZONEIDENTIAL 1 UNFT it oP u2bis.53 AREA�16652\SP. \ \ OIL 1 ,4 s�� `\ INV IN=611.21 1' '�, �`\ S ` •AN, \ 3� `� 1 \ \ INSIDE DROP CONNECTION !� TM 64-((A))-32 'L'� \ \ G�� �g POP. INV. IN=611.90 MARCsARET ILLIS Et AL { �( \ ROC TQ, S SETBACKS �\ INSTRRMENT NO ,Q1003945 ^\ z= I \/ \ \� ` \ '�ROPO ED \ E C. I. NO MOBILE HOME SHALL BE PLACED WITHIN o ZONE: RA\ 1 / I TWENTY (20) FEET OF ANOTHER �`ti r 28 X 0 / (SEE OTE FOR UNIT 11 USE RESIDENTIAL / / � 4\ DIET 1-5) LAT. EX. MO f�ING 2. THE MINIMUM LOT SIZE SHALL BE 4,000 SQUARE TOP=122.1 FEET FOR EACH DWELLING UNIT. '�� 3fo UNIT 16 LAT. --_ IN=115.03,`. / / / / / ,�' =114.9 20' W/L = M.'T i MOVED 3. ALL DWELLING UNITS SHALL BE LOCATED A IT 11 / / 'X60 - ; lU 1 / UNIT I6� / f i \ �ROP�, / • ._.... r MINIMUM OF TWENTY l20) FEET FROM ANY TM 64-llA))-30 > �,;:. M ,m � � � �/' %: -' \ � • , g L T AREA =16028 SF.-..- / \ RIGHT-OF-WAY AND AT LEAST TEN (10) FEET FROM WAKEMAN MANOR LAND TRUST ¢ NIT 16 9 1 o CUT 4 G�,P FO MAIN � � � / / PARKING LOTS, COMMON AREAS, AND SIDEWALKS. DB 116 PG 665 } . WM / \ ZONE: RAPROP. 4. ALL U5E5 SHALL BE AT LEAST FIFTY (50) FEET USE REST ENTIAL FROM THE PERIMETER BOUNDARY. AGC� `SIDEUJA 8 •� / / / /. SJ go �o aka �;r�'` � -� ;�. :, /✓ / / / /i / -/ / .— 1 k2 UN14 r � ��/ T15/716 RED OAK TREE SPACED / / -1`) lw APPROX. 40' C-C / ° �``�� , . — f 7/2 J --IS `X S ,. '" IL,AT.'� MOBILE HOME COMMUNITY SHALL NOT EXCEED (TYPICAL) — \fir% lil _ — _ 7,0 --`. EX. 10-MI-11 I UNIT5 FOR THE ENTIRE 1,08 ACRES A5 PERI LOT - (0869 SF -` ' / ,s / NIT 13 TOP OF EbCB NKM NT / CUT 4 CAP FORCE MAIN THE APPROVED 51TE PLAN,/' it j AND PLUG MH / r. \ I=L. 4 --�0 LdT. / r 2 TER 8--- — ' j3 �� / IN E CE 7"JA RUC / / EA5 M u j / Ai�_ — _ ✓ // \J / /IyUfpE;� CC�SS aH Q / T11, T NIT II Lbii ARE 2131 0 SF. liar . ,�•� �� d 9 ..__ - / 1 TM fo4-((A))-29 - WAKEMAN MANOR LAND TRUSTi^tip I UNIT I / / j i / - DB 116 PCs 685 _ t �N ,. - _ LOT AgAP1055 / / I j ZONE: RA I ' USE RESIDENTIAL , , M1 �\ { U r r 2 �'AN, I I W5EL 2 Y=68&60/ / t- 12 �= / / / ,t Z I. _ \ r5t`'1. T I I/ / �SPILLWNA \ 1 1 \ _ _ y 1 / UNIT 9 _ — — e / { SI, M POND \ \ � .... � �/8 TYP- �- 5 � � ) j i .' i / / ECEv`6.92.0 \ } 1\ m ( I LOT AREA,- 10554 S.F. L �i 1s� Y�=�a9r43 :. / � - i �,✓ z �\ j UkIT 8, { I T a \��\ ED E OF P VEMENr r ;4' L T AREA=10554 S . I ' I \ {� / r'' ¢ LA TMI 1 -((P) AI r� R SI E TI � y g ( za r'„ ;_ _ — UNIT 1 f 1 p► i -- — l / I / / 1 I r / / / \ \ / / / \ - l b �`\ + , '``. �` 'LOT AREA=10554 S.F.I IT{ / ( ► \ / ( / �r 126 5ID sp� ff y "mew / , •W ` w / ,/ IJ _ 1 d{Y}#q.. } u „�. / ,/ •.. '"" �- F.H A55. Y �° UNIT 6 •' „„ Wes`" �• � / � \ / / \ r asp " r ; LOT A A=10554 SF. F � NIT 6 4 I , \ \ '•-'- `_` � / / /' ( ✓'/ / / / \ , .,- -. o / / , / �1 '�6 I li LAT. `�,., \ �`"�"� .""'� / �'°y;�,, '_.,'�c� �..: .ter, �`Dt'�. ; / ar'�''�M �' �t <. u 4 �'��m `Y� \ � .._ _....i .,�' ,.•� \ \ \ � \ \ '`- / \ I / / / / (p •„r,•' \ { `` -., ,' r TOF=1215.35 ICED oA4C�] REE 5P D \`�` I UNIT 5 1 INV IN=119.2 1I / -- Nv OUT 1 9 I i/ APPROX. 40' C-C ,.�1 d "'" 2 LOOT AREA=10554 SF. / / / : f` UNIT 5 - ``lTY ICAL) _ __ �`� / s l �j j /,, SAN. MH \ \ `� f l I r — — \ / �� -- ., ',fit,, `\_ l - \-- -- LAT. \ \ \ I { — — — 1 / r LONTR *L OTALI Ei2�C S / 0 z„ �� Q �22 / S \ - _. 5 OF �vIGN (TYP) \, / PANEL fSEE IL) O ` s ,, Q � � fr' •UNIT 4 �i u �� LOT AREA-104 S.F. E�\4T ,ILER TO \ ._ \\ / / 4"/PVC SAN J UNIT 4 { Bl= y2EL>M?CATELw ` V „ / / r AT. TYP. LAT . \ I / { { ` I { `� / / / REIQYw ii P Yf a 16 XB��\ i � •92''\� / / ✓ r J / I I I I { f I ( I I / / / / / o �E TO` — � f j \ % G ,. lYN T 3 / / / / 1 I� I I �,. ge SEIUER\ \ f / I r / �`�' 1 { { rr� E T R/,ru t' '/� .. / Q OT A A=10554 \\ =t,� MIL TIE-lN \ ��{ r, s. NIT 3 E OC � : �MONIT-ORING ..� ��"�"��� " � ' ��``` .,� ` � � a9� < / j / , — _,_- -- ` � / ' // // J / // / /,// J / / � . -- � \ / / / ,•,. / / // D\\\ �\--<�TATION JOINT \ �' �' 1; - f, , �� i r '� `\ \LAT, s /� REMOVE EX. } 311 y : . �� UNIT 2 FENCE , $4IYt 4, T}f G U / ,tip, �. \ _ L A-10r014OSF. , _ E/. h1C h,ING `\ �Sp �3T P 51GN (TY ) , ' ,.,¢ l32'X 6 1 r �, / ,%" / TOP-122.1 \`�� \\R. P _._a�1 \ 1 \ IN=115.03,� \._- l - ►�IIT 2 IN ')UT=114.93 r G�i�-\\L- .15 p - \ / 19?, / v :UNIT I — kAT, r �O B MOVED e\' 0+24.93 PT` ^Sr -.— All o,��\ PROP. LOT AREA=10014 \ AN. M \ GUT/ CAP FO MAIN ESM.A 35' UTILITY ESM.'T \ 1 \ \\ \ l /UNIT I y / \ \ S _X/10' U`fI-. l�I.'T8 ° ,�' r �, LAT. ` I NOTE \ \ \ \ i I - 81, INACTIVE ROAD EFFICIENCY B FFER \ \ fi-iP \ `� / \ / ?`�9„ I SHALL CONTAIN\EVERGREEN TREES 10' SEP PATI0N F \ \ \ STATION � '1OVED :ACTOR INTENDED TO RACH A MINIM HEIGHT I _/� PROP'. — / OF 20 FEET AT MATURITY. I \ \ \ 5 SAN. MH, — — — " -' THESE EVERGst�EEN TREES SH LL \ \ S� )�c PROVIDE A COONNTINUOUS SCR EN WITH I 1 1-11 W/1- \ \ / 10LANTI AP SPT CED NO MOI TITAN \ / / \ / SCHOOL WI �RBE RESPON ISLE FOR ACTIVE ROAD EFFICIENCY ANTI TREES k / BUFFER AT 40'_SPACING, MOBILE,GOURT WIWHILE BE 5pp5PO D IBLE) \ I I o — - — FOR-TRZE MAINTENANCI� _ SAN. MH o ` o - \ F;c _ \ \�\ /INACTIVE Rp'-D EFFICIENCY BUFFER AT 421'1SPACING O- r- I \ a a 30' ROW 3' 20' 3' 3' BITUMINOUS CONCRETE GRAVEL SHOULDER 1/4"J' LIMITS OF SUBBASE r N.T.S. TYPICAL ROAD SECTION 50 25 0 50 100 SCALE: I" = 50' a W W Z W o ,n CD 00 Q '~ cD �11 Rio 0) � x tidc Lu a a�nn a� X ' a w �•1 f -1 Q z 0 a E- E z z Z o o w o 0 U U C7 O w inn w w w w W a a a a a � Q Q Q Q 5 5 0 5 5 w w H w w ax�nr�a 0 0 0 0 0 �W1 m Q 0 CM r- CO OF Uv1° MARK D. MTH N0.022837 Llzot NALv H 0 W J in O a 0 0 z a z w DATE: JUNE 2003 SCALE: 1" = 50' DESIGNED BY: MDS FILE NO. 3644 SHEET 2 OF 9 140 135 125 120 115 OR r c j rat 6� ® �� O�� r 6� r�— 6' co � � j M N N N N N N r r cm N N cA N N r r %Q %Q d1 N N N N N N N CV N Qll itl N c� �� r r rM °ter �� L� �17 Qr r ®r N A W N N N N �� �! Acq N N =� c`i ai 0' M N M M N N N M C*4 aN— r r A 't r ®^ r cm r r r r v c�a di1 r �. .0 r ArO� a� in 9+00 9+50 10}00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 11+00 11+50 18+00 18+50 113+00 19+50 20+00 20+50 I ,&-,i'E ACCE55 01 SCALE: HORIZ. P=50' VERT. P=5' 135 130 125 120 115 105 z Lli Lu z z Wo ,n CO CV CO U N U to Ln bU x qt u) C\2 (u I a) U 0to R R r�- N A�1 �Q) W Ui A z F H 0 a z z Z 0 o U o U w C7 o U 0 U H W 4 1x a a � a a y w P4 5 w a 0 H ul > w x 5 w a H TH MARK D. SMITH No.022837 o�� ' I •`0�'�� SjONAL cc D O E.. U W E--i x W 4N �z ,4 W U] O W Q 04 ® Fm4 Z U) w T cl) DATE: JUNE 2003 SCALE: V. I" =5' DESIGNED BY: MDS FILE NO. 3644 SHEET .3 OF- 9 10+00 10+50 11+00 11+50 12+00 12 +50 13+00 13+50 14+00 130 ... _. _.__._. _.. r . .._ .. __._ _ _ _..__. ._ _..._ _ __. 7.7 - 125 125 EX GRADE tu .. W:::... " 120120 N COVER i d 1 1 f - - Y, r_5 . 0.50io ', 1 PV G 8'} 5DR-3 PVC 0 i6. ®50ul .. - k - o i 4 = 105 I,Z cq 100 I I Ai z°r' m 100 ZAz f .... ..X . I z 695 {._:_.:_ ItO #. r Zz `Z_...P i �.zz uaua_ _ _. ___..._ _._ 24+50 25+00 25+50 26+00 26+50 21+00 21+50 28+00 28+50 5ANITARY SEWER PROFILE P = 50' VERT. P = 5' SCALE: HORIZ. 14+50 15+00 15+50 1(0+00 16+50 11+00 11+50 16+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23+50 24+00 24+50 rso SCALE: HORIZ. P=50' VERT. P=5' 120, 115 i !i ff 19 115 Q m 695 _ ® z. ? .�.::! 695 9+50 10+00 10+50 11+00 11 +50 6ANITAIRY SEWER®FILE SCALE: HORIZ. V=50' VERT. P=5' a la mi W O LO O CO a � h0 tlp RonC0 W �� Lu g mil � � 't U �LO QO LO r-9 H G4 ^ 0) ^ rn f•, tti N Z H H as H E- z � W w O o o U o U w iJ U) � 0. 0. W rxnGUz. P.r. L 0. > > O O O p 44 p d' 0 TH MARK D. ITH No.022837 e I 0 S10 L LLAdadma 0 E- V y W F-1 H ® � �> r-4 a) Q ® s N � � U � Q W z Z z w M AIP Aft vi DATE: JUNE 2003 SCALE: -V' 1" =50 DESIGNED BY: MDS FILE NO. 3644 SHEET .4 OF 9 N. METER BOX and COVER METER SIZE METER BOX METER BOX COVER top of manhole at grade in pavement areas unless otherwise directed \ eneral backfill 5/8'k3/4" or 3/4" 18 in. Dia. Non -Traffic M32C-PW �.-1---6-+•{ (top shall beset 24' min. above grade in easement areas) 'a eneral backfill ) Traffic A32HH -T square skid pad 6" thick —I see note see note) " • trench width Non -Traffic MC-30 (Frame) WITH RML-1-T (Top Lid 1" 24 in. Dia. ) as required q Traffic MG30 (Frame) H flML- - WITH 12 T (Top P Lid) '•isIO.D. i's'z'''`"s'??:' 6• die. schedule 40 steel - — I ;,'*' 3/4"x2"butyl 8• 8" 8• 8" treated 2'x 4" with i e filled with concrete PP 3' lint al 1 sealant e —3 "co meter box 4 concrete anchor bolts 4 eac h) ch to 6'painted blue ( P P and pointed w Pa ed b concrete yellow and cover 35" max.W ....................................... 24" select backfill 24" select backfill (see note) (see note) sidewalk 5 ft 24" 18" ' •'. •� :' .t •' 7 13' adjustment rings (11" max.) :a° 4 I° Oft — �'. �' boot �, ' •. • r. r.•r.• O.D. 6' O.D. 6• meter by I 18• die. 18^-21 concrete 1/2 O.D. F.C.S.A. '� `i$ys% Y concrete ASTMC-150 °'• 3"stone encasement 'i'; �;:yj<;,_',,;'• Infra -Flow ao 4000 psi •' '' Inside Drop ti ti, surrounding box P Meter Size Coppersetter M }, .}�:: " T S F} 2 r: ' : r ::. , concrete 6' 6` i 12" or 16" (tyP•) °' 4 5/8" x 3/4" A•C3635-Ot w/ 7 Y" Opening 8"-10" thrust block waterproof coating CO stone stone 9 BOLLARD DETAIL CS-55 by Conseal 1" nominal size RV 30 butyl • ° • . /. N � 1 stone bedding „ joint sealant applied (� C STANDARD 3/4' A-C3635-01 w! 7 y2" Opening rr.i between joints and on •'a Multiple I f r CONCRETE ARCH �.. exterior side of joints Fastening N cd U Lugs e : 3 ft 1" a .:• 'S 12joints are to be sealed minimumE'•+ � A-95319-06 w/ to /" Opening •.. h " 'CD direction of setting to be approved prior to installation with ^o" ring gasket drop general backfill eneral backfill 4re 'N� n .,.� ill O see note a 1 se note -� e a variable l� 1" CTS polyethylene Len tubing :: 8"': (PET) 200 psi with SS inserts saddle with O.D.01 'J fit' 4'-0" Z x CQ V7 et all connections o CorpP P I.D. t` as required - to e manhole ................................................................................lconcrete pod 1' 6' s . x 6" nee pipe � ... ,. �+ q P � � N r I ........................................ .. 8- 8' 8" stone connection to be q .� •a.� 8" s° :r: O E by flexible sleeve � O invert channel pr ovide row e a a: 2• min. - 6 max. 3'-0" min. ° ' . • • !" !� to 24• select backfill 24" select backfill 1"coupling smooth trarnsition in to out, y n (see note) (see note) (PJX FIP) C14-44 for all connections . 2'-O" max. a-o" max. . U tU COPPERSETTER COMPONENTS ..;.,, :• with SS insert and I ..-,., •: •'° '' O meter height service line copper -Inlet- -Outlet- MIP plastic plug • •;;f:, ti,p'.;w'••r.• top of bench -wall stone 'r ' size 9 connection bar tubing size Angle Ball Valve Angle Check Valve P P 9 i 4" ston precast invert or grout f • ^'•, ••..� ;.. ;;;a: r '« same elev. as 6" O.D. 6" 5/8N3/4" 18" D-3101412 screw type bottom to form channel 'tiL; ^:ir%k;.,, D/2 � ; ''-:'�' •':','' to of pipe .fir w/C1444 1%a"O.D. BA13-332 W-SN HHCA31-323-TV-SN adjustable :`2 ?.-".''�;; .. ,.,•%'.>'�:'"•'Y ,� •' P PP 1/2 O.D. # : ,, w! CS&43 w/ CS&43 �; ; /'' w/ SS Insert valve box .� stone stone to be minimum , 6" stone 3/4" 18" D-3101412 I •• •° • •' bedding Inside drop system manufactured by: w3104-1 1 %a'O.D. BA13-332 W-SN HHCA31-323-TVof 6' above top of base ;0 ' 9 tY] rn w/ CSB-,* w! CS&43 locator marker • ' e •' Royal Environmental Systems, Inc. .� L 6' w/ SS Insert ; }; • •:• . • i}}r� ;: stone • ° , e 8 P.O. Box 430 O O concrete Concrete 1" 18" D-31014-12 ••' }�.• •• 30622 Forest Blvd. O w/ C1444 1 Y° ° O.D. BA31-444 W HHCA31-444-TV }• i•; ,. ;. '$• egalugs 6" bedding stone Stacy MN 55079 w/CSB-44 i '.y '•;}k}:ti yi};:y}•" (851)462-2130 d •'" w/ SS Insert •r } ;. r:. CLO CONCRETE CRADLE CONCRETE ENCASEMENT r'%�.' '•?r•?':' ::'� ! (651) 462-6980 Fax INSTALLATION NOTES: ,. ;�. a%' _ _ X. 1. Exact location of meter box assembly to be approved prior to installation. "Y:%-": ': ';I %y,:.t{ , NOTES: 1 . Manhole sections shall have an external coating of approved polymer film water proofing prior to installation. w Cn •:ley::::4:6 •.;!. O 2. Water service crossing street: �•.n rt+ : :• +•'•:• ; •f•••`ii:i., , 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of Vf :::,: :;.�::; :�h;i} I ss 'i}}r's:';r, :,':•{' ;s t r }s?s ' it ; •:}ri}i; r,.• water proofing. a) Encase in 3" diameter SCH40 PVC or SDR21 pipe. The piping shall run from one toot beyond sidewalk, across the ,:C^y;:.1: . / S•ti•, },•i. ;:•.,:• ,!ii•i,.,i•i' I:i� }'s::aiif,'i :••I''• P g' street, to one foot beyond sidewalk. {:f•+<<i;�;`' mechanical joint 3. Final slope adjustment of manhole frame may be by shims and non -shrink grout. NOTE: To be compacted to 959 of ASTM 0698 maximum density. ;:r• 1 4. Skid ad to be la b) Install 12 gauge insulated copper wire (for line tracing) from Corp. stop to into the meter box [wrap wire around Corp. ;'si•., , , y •;• rr;ir P placed around manholes located in shoulders of roads. • swivel tee with (� stop; wire to be taped to top of PET at 10 foot intervals; come up into meter box and terminate level with angle ball valve]. s' ,r :.$•,. .fi, yti., ;•i 5. Flat top casting shall be used on shallow manhole (4 ft. or less) installations. ;4• •::e':Y.'•�;r'•. ~••: •;:.• r..'s.i.:;:, 8' branchZ Ul ,i}isr}Ssilrrkt:i: •''�i} yb; ;'s;:e�i,Iri; }.;'zii;i',',i TRENCH & BEDDING 5/8"x3/4", 3/4" & 1" METER INSTALLATION STANDARD MANHOLE Revised f,0 CO p" E- H Figure 1 Figure 12 Oct Zoos DROP MANHOLE Revised Z Z z z (4 FOOT COVER) Revised Figure 13 Oct 03 Figure 5 Oct 03 W W Z FI W W g FIRE HYDRANT ASSEMBLY W Figure 9 Z p p W 0 0 U C) U)cri U1a a SDR 35 spigot SDR 35 spigot by v by gasketed SDR 21 gasketed ►�+ W W G (� W s bell 45' bend bell adopter (See note) 2' a a a a Y �r v 1 I F ,,//,«�:i• ."; ,.�_ .., .::,.�r.�r•:.:i b.....r.ud:`: c•., :�.�:'... C:ti,® top shall be set 4" above grade 1���.y !�� 0 1�.��y �1��y - T•Ci :.:N � .��. �y 1• •" b..:�;; tk:,a;, .,t. "';' -' .•ts`,r'P,' ."•fC'^• `:S' ' :^:� ✓ 1� �. ✓ /� 3' minim EROSION AND SEDIMENT CONTROL NARRATIVE: 5 4" X 6" treated lumber fla top manhole SDR 21 gasketed / wl cast in place I?7 CO CO 't d' SDR 35 8"x4" pipe and fittings SCH DUCTILE IRON FITTING WITH MEGALUGS 110V-20• am service 48 24" x 24" access lid (� O \ Q O O 40J�. meter socket (Halliday SiR2424] EROSION AND SEDIMENT CONTROL MEASURES F' 4 asketed bell wye solvent 8" CIfCUiP breaker 8' max, �-I C12 CO (}see note) weld cap a � I e uaISA approved Q' CO C\2 -4 �t ___ relocate control/ q 4" . , ' '. , 4• UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION ja \ \ \ \ \ property y to ahzer box M AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND 'T MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS ' 16• soR21 35" max. OF THE STATE EROSION AND SEDIMENT CONTROL HANDBOOK. 1 " sch 40 pvc wl long f sweep (electrical) 90 bend STRUCTURAL MEASURES 5 location marker 36' min. elec pier power concrete ASTMC-15o RK D. SMITH cover 4000 psi 12" or 16" t SILT FENCE SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE ( YP•) ANGLE OF BEND IS TO BE CLOSEST TO stone °•s�e�o °°°°°° to meteringm Pioneer Sot mastic applied IdO.022837 ° ° ° o�s°° X SLOPE OF PIPE - b PP EROSION ACROSS THE SITE. ° 8g8g8gegggeogg ggg8g8g =`�° etween joints and on " exterior side of joints �� I✓ joints are to be sealeid*FOR DEGREE BEND NEEDED CONVERT% haga 4X 4 treatgd with "0" ring gasket �: • SLOPE TO DEGREES AND SELECT a lumber posts VEGETATIVE MEASURES S70NAL APPROPRIATE ANGLE FITTING. . - variable treated 2•x a" witnD top V painted green (Ex.18.sx=1o•,rtlus SELECT 11 1/4• FITTING) : 4'-0" PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO v e 4` pipe at 2.00% " ° 1'0' DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADING IS REACHED minimum grade 1. Lightning protection required on transducer and totalizer once monitoring .� ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE 4` r' manhole and control panel with electric connection and circuit breaker are in place. slope o drain 3 -0 min. : t 'max. 4'-0" max. APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT ;F Note: If top of main is i. FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) greater than 15 ft deep heavywall SDR 35 2. The existing transducer, wiring, and totalizer box is to be relocated. Contractor is to use Environmental Systems Service of Culpeper, VA to relocate. , lar a so de ree trapezoidal flume .: , ': : • .. adjusts le steel DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS M y use ^.. .' concrete cradle if top Contact Don Hearl (1-800-541-2116). ,� i ;', ..:. • .. , . with stainless ultrasonic ., A. ' i ' •' • •' sensor stand b PLASTI-FAB Y ] THAT ARE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS. of main is greater than 15' deep 8„ 6" bedding stone �•' ; .....', MANHOLE CONNECTION FOR STEEP PIPE SLOPE 3. System is to be calibrated. TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED WITH SILT • ( SLOPE 17 X OR GREATER) 4. Totalizer reading is to be taken before relocation and information given to NOTES : 1. Manhole sections shall have an external coating of approved bitumastic water proofing prior to installation. FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION D FCSA inspector. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of bitumastic water proofing. IMMEDIATELY AFTER GRADING. 0 METERING STATION CONTROL PANEL 3. Final slope adjustment of manhole frame may be by shims and non -shrink grout. GRAVITY SEWER SERVICE LATERAL ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO Figure 15 METERING MANHOLE BE MACHINE -COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) U FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVER. W E� CONSTRUCTION OF A SILT FENCE PIPE OUTLET CONDITIONS MANAGEMENT STRATEGIES lililililiiiiilJ Q ^ (WITH WIRE SUPPORT) STONE CONSTRUCTION ENTRANCE SILT FENCE CULVERT INLET CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL E-� A A PROTECTION BEGIN AND END AS QUICKLY AS POSSIBLE. W I� E1 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. < TRENCH UPSLOPE ALONG THE LINE OF POSTS. 70' MIN. fJ`1DWALL THE PROPOSED STORMWATER BASIN SHALL BE INSTALLED AS A FIRST STEP O Ex�snNc A 3 PAt43fLTlT� IN GRADING AND SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER 3d (� 5:1 ° do INSTALLATION. nLTER CLOTH--"" 6" MIN- A MOUNTABLE BERM �•� —f (DP770-0 PIPE OUTLET TO FLAT THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION l I f ) SIDE ELEVATION AREA WITH NO DEFINED TOE OF FILL CULVERT AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. � CHANNEL IXI511NC GROUND PLAN VIEW ,D MIN AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS W Q WASHRACK SHALL BE CLEANED UP AND REMOVED. W W B 10• MIN L O {I,..� a r—� 0 X(OPTIONAL) I DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT Q �' FLOIY to MIN.- d CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO Z 4" f? MIN. EXISTtNC -�- ° ° CONTRACTOR PHASING OR OTHER ANTICIPATED CONDITIONS. IT IS THE PAVENLM SECTION A -A FILTER ccoT1L KEY IN 6"-e": RECOMMENDED FOR ENTIRE PERIMETER ° TOE OF FILL CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFlLL AND COMPACT THE SHOWN AS NEEDED IN ORDER TO CONTROL EROSION AND SILTATION. ALL FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. War Jt POSITIVE DRAINAGE iD MIN. MEASURES SHALL BE IN ACCORDING TO THE STANDARDS IN THE Z COURSE AGGREGATE B I —POSITIVE SEDIMENT A SILT FENCE ° ° i TRAPPING DENCE 'DISTANCE IS 6' MINIMUM IF FLOW STATE EROSION AND SEDIMENT CONTROL HANBBOOK. W IS TOWARD EMBANKMENT ' MUST EXTEND FULL MOTH 3d (MIN.)LOF INGRESS AND EGRESS PLAN VIEW A ° Flow -> °P�""" MAINTENANCE • '" `?.t�,;' 12' MIN. d0 ( * ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE co ,,. OPTIONAL STONE COMBINATION SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURAL III /� III .3' MIN PIPE OUTLET TO WELL /� °4;',1,.• - DEFINED CHANNEL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS _ ,':.:• - 3" MIN. PLAN VIEW SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS FLOW �/ —�► ''0 ''S FlLIER CLOTH SECTION A -A L a MAINTAINED. AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED. — III = ail 6'-7' ? TRAPPED SEDIMENT IS TO BE REMOVED AS REQUIRED TO MAINTAIN 50% TRAP " Flow EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE. DATE: JUNE 2003 "' EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. :;' ' '` ., d -f 2 5' ;r GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. SCALE: 1" = 50' FILTER FABRIC i .,• ,. SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERITER IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND NOTES: 1. APRON LINING MAY BE RD?RAP, GROUTED RIPRAP, GABION CLEANED OR REPLACED. III I WIRE I I BA9KET, OR CONCRETE. 'VOOT #3, #357, #5, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP DESIGNED BY: MDS REINFORCED CONCRETE DRAIN SPACE 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED SECTION B — B 3. d = 1.6 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT TO REPLACE SILT FENCE IN "HORSESHOE •WHEN PERMANENT STABILIZATION _ USING PLATES 3.18-3 AND 3.16-4. HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: Ad Led from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3,05-1 LESS THAN 6 INCHES. ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH FILE N0. 3644 &vrood 1pont SOURCE • ADAPTED from 1983 Maryland Stondards for Soil erosion and Sediment Control, and Vo, DSWC Plote J02-1 Source: Va. DSWC Plate 3.18-1 SOURCE: ADAPTED from VOOT Standard Sheets and Va. DSWC PLATE. 3.08-1 PERMANENT SEEDING IMMEDIATELY FOLLOWING FINAL GRADING. SHEET 5 OF- 9 TABLE 3,31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS' Planting Dates Sept, 1 - Feb. 15 Feb, 16 - Apr. 30 Species Rate (lbs./acre) 50/50 Mix of Annual Ryegrass (Lolium multi-florum) & 50 - 100 Cereal (Winter) Rye (Secal cereale) Anual Ryegrass 60 - 100 (Lolilum multi-florum) May 1 - Aug. 31 German Millet 50 (Setaria italica) Seeding Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder, Small grains shall be planted no more than one inch deep, Grasses and legumes shall be planted with no less than 1/4' soil cover, f TABLE 3.32-C f SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/M❑UNTAIN AREA Total Lbs. Minimum Care Lawn Per Acre f - Commercial or Residential 200-250 lbs. Kentucky 31 or Turf -Type Tall Fescue 90-100% Improved Perennial Ryegrass )K 0-10% - Kentucky Bluegrass 0-10% High -Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. General Slope (311 or less) N - Kentucky 31 Fescue 128 (bs. ill ~' - Red Top Grass 2 lbs. - Seasonal Nurse Crop)K)K 20 lbs. Low -Maintenance Slope (Steeper than 311) Kentucky 31 Fescue 108 lbs.. - Red Top Grass 2 tbs, DRY STCRd E - Seasonal Nurse Cropww 20 tbs. - Crownvetch xx* 20 lbs. i , t ELAo94.5fd ` 150 lbs f 1 Perennial Ryegrass will germinate faster and at lower soil �'�• i 1 temperatures than fescue, thereby providing cover and erosion DRAINAGsE DIVIDE resistance for seedbed. �� I t / h Ax Use seasonal nurse crop in accordance with seeding dates as 1.46 ACRE 5 f stated below: / 1 i" f i j �tbET,, TOi�4GE` March, April through May 15th Annual Rye ;` (54' X/349,A r' May 16th through August 15th Foxtail Millet '` / i` EL.653.00 6 0 ✓' " �' August 16th through Sept,,❑ct. Annual Rye ; ,J ,.•' f,. J .��' f � ✓ J, �• , r November through February Winter Rye )K)K)K If Flatpea is used, increase to 30 lbs./acre. All legume seed �\ ✓ ,� � must be property inoculated. Weeping Lovegrass may also be '' ` >'` r• ° / , " included in an slope or low-maintance mixtures during warmer Y P 9 seeding periodsi add 10-20 tbs/acre in mixes. � INA E• ' - ' ` 0, &T At:/ � 5 � � •'' r / r !` � J fa � .• ,f ,'� / �:s�"' ,f �_ �'' ,s 1' (,` .-r .✓ .s+'^ fr J j' '!' ,/" ` J' r+, ` if P ' e r„ !! f ,9" / l j i f' I 0-0 ACRE 5 _ ... - DRY S7+COi�AGE '�' -' .i / /'� �' ✓' ; r ,% .: • . r r SOIL MAP BOUNDARI' Cr r1_ WET STORAGE /� — t'" • .. (..5•p'-ql� 34') "' j .3 ,_ ._ "°�' 1 �'` ',i .. } i t ` all, f./ i r._..�.. ,F J'r,f J # $' , f• / f /' rr'r IJ J ! r + t .. -" r '` ,� � � xp_�,. _ •,/ ,/ � r � r,f �'" J �t�, `' .r `" lr � f F �� r w / DRAINAGE AREA / � I i _... .-_... ...... „. .! ,% � (/ ,! y1p Q /� ...., 1' /' lJ ,,.s,,r f'• f,, ,+' /" iS p s. .' i i ' t —j.! /' /� H •• 0.9�5 ACRES LJ/ / rfi / / vJ � i � jt � I 1 / d t'• +j'I, y!f S +.� ` � � ,,, • � /} ' r� -' -,rtl � } ' t' 00000l till �j rf /• /=a. ! i r rr Jf •� f ';,y ! ,..,� J /J a z MA W z z W 0 0 0 tit `t a CD�� ~ CD 0CD ) z 4> x � i �C W �4) V I a� 0 W �Q a on p a; X r, 1-4 E--+ rZ4 s; N ()1.4 � k**V �0^ �J W C/) 9z A z z E'Hazz W 0 U W 0 U OVJ w W L7 VJ 0 Y) Wrs+ w f ai W r N W a r 1 1+ a r Czr Ul w U w 0 H U3 5 w U) w TH p K D. SMITH No.022837 `SIGNAL cc / l l l V ! Y / J , E 1 r + ;.jam A-1 AR— / �. �' _. ^"•fir" r/ /fi r {r , j,.. r w `,,a a,+" l / j R 5PON515LE LAND DFURBER ll / U �GE I °"Y' ; l 5HENANDOAH VALLEY CONST. O J� O, 1 ACRE"5 _ _ _._� � .w � . / ,� 501 �. T)' ' D SCR I ��" I ON - �° %' ,/ NAME: CHARLE5 L. WHITACRE Q l 1 / % �1 .K � -yaE-_/ CERTIFICATION#: 2366 o CLEAR5ROOK CHANNER�' SILT LOAM5 , t` ;! I-" DD • ~ 4 DATE: 6/15/2004 I W _ - 2 TO 7 PERCENT 5LOFE a ✓ r'r 1 ~ 41C WE KERT-BERKS CHANNERY SILT LOAMS THE RE5PON5115LE LAND D15TURBER 0 in iY E f. + �� 15 THE PARTY E5PON515FOR c r � � ;,, J ' F1 ; ��• x,�� ,o ', `� 2 TO 1� fi��RC�NT SLOi�� z C3CARRYING OUP' THE LAND D15TURBING c� o ` f ,' �t + �� '� ` 50 25 0 f` 5Of 1001 9 U j J� , I I ACTIVITY A5 5ET FORTH IN THE PLANS. I- � ALE P 0 i i W F3-I ER0510N/5E2IMENT CONTROL LEGEND ,. . d •`• it J /' ,I _ ,s �,' C ` / I r • 1 1 r ,r' r r' // t f ;'� W '% No. �E�r s�r>�eoL 5c -rioN D i w Q Q E RP w ( 302 CE TEMPORARY GRAVEL CONSTRUCTION Z f.. 0 1 - ! ti i Q ENTRANCE(44 _ 10 -y 5ED11„IENT TRAM) C0MFUTATION5 TRAP No. Drainage AREA (AC) STORAGE AMNT. STORAGE REQUIRED PROVIDED WET STORAGE DIMENSIONS H HEIGHT OF BERM (ft) No WEIR OUTLET HEIGHT (ft) W TOP WIDTH (ft) L WEIR LENGTH (ft) AREA * BERM OUTLET HEIGHT (sq-9d) Elev. Top of Stone outletWeirOUTLET (ft) Inv. Elev. at Stone (ft) WET cu-yd DRY cu-yd WET (cu-9d) DRY cu-9d DEPTH at) L (ft) W = (ft) 1 1.10 114 114 116 118 2-0 54 34 2.5 IB 2.5 1O.0 2400 699.50 698.00 2 1.45 59 99 101 100 2.0 50 32 2.5 IB 2.5 SO 2016 654.50 693.00 OR PHASE I EROSION CONTROL ONLY 3.05 3.01 3.08 O IP GP XX X— SILT FENCE STORM DRAIN INLET PROTECTION CULVERT INLET PROTECTION z O V) O Li Z Z W 3.09 3.13 DD ST D0 TEMPORARY DIVERSION DIKE TEMPORARY SEDIMENT TRAP V� 3.15 OP OUTLET PROTECTION 320 CD - -' �' -� ROCK CHECK DAMS DATE: - JUNE 2003 333 SO SO SODDING LCG LIMITS OF CLEARING E GRADING SCALE: ]" = 50' DRAINAGE DIVIDES DESIGNED BY. MDS ■ ■ CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED FILE NO. 3644 WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START SHEET 6 OF. 9 g v I y RE=[DEVELOFED OVERALL DRAINAG;E DIVIDES SCALE 1" = 200' PRE -DEVELOPMENT DRAINAGE ANAYL1818 SUBAREA A (ONSITE DRAINAGE HYDROGRAPH) AREA=532 ACRES C=(030 SIDAA;MA B (OFFSITE) AREA= 30BO ACRES C= 0.3(0 SUBAREA C (ON51TE DRAINAGE UNCONTROLLED)GRAPH) AREA=1.60 ACRES C=(030 TOP OF BERM - INV. = (o94.00 TOP OF SPILLWAY WEIR - INV. = 6B2.00 l WEIR WIDTH = 10.0 FT UNDERCUT INTO SLOPE)) 688P�0 oa o 200 400 ,,,, TOP OF BERM - INV. = 694.00 SPILLWAY WEIR - AT = 6B2.0Qn� INV. = ) L IV EC-1 P POND ROUTING STRUCTURE pETAiL N.7.S. 2-18" CMP m 3.60% Nzk 11(00 \ =� 1. / � / / , / / l� ,� �'```~'--,-.-,�•�.,.,,�,\ ( � ���: -� �`�� i- ---� \� zl/ \\\\�N\ %�`� _, _ " = � / a 1t � � \ � _ ■� , � j � ? ,.- � 1 /,�I/�� j y !1(/1/ /l � I �--'tr-' ' � " � I f ! !-= Ca \� I l 1 ! / r / y pSAFREA / AI-- \ 1 ` POST= DEUELOPED OVERALL DRAINAGE DIVIDES SCALE 1'' 200' PRE -DEVELOPMENT DRAMAGE ANAYLIV SUBAREA A (ONSITE DRAINAGE HYDROGRAPH) AREA=532 ACRES C = 035 SUBAREA B (OFFSITE) AREA= 30.50 ACRES C= (035 SUBAREA C (ONSITE DRAINAGE UNCONTROLLEDKxRAPH) AREA=1.60 ACRES C=03(0 SECTION - POND STRUCTURE NTS 3 v 100 YR UZ ELEV. = 653.00 1 v 10 YR WS ELEV. = 6131.18 v 2 YR WS ELEV. = 6BO.25 STORM WATER MANAGEMENT NARRATIVE STORM WATER MANAGEMENT FOR THE PROP05ED DEVELOPMENT 15 PROVIDED BY DESIGNING A ON SITE STORM WATER MANAGEMENT DETENTION POND U51NG FREDERICK COUNTY'S CRITERIA FOR REGULATING THE PEAK FLOWS FROM THE TWO AND TEN-YEAR 5TORM5 FOR THE P05T DEVELOPED CONDITIONS NOT TO EXCEED THE PRE -DEVELOPED PEAK FLOWS. THE MODIFIED RATIONAL METHOD WAS USED TO GENERATE HYDROGRAPHS IN ANALYZING AND DETERMINING THE PRE AND POST -DEVELOPED RUNOFF RATES. "HYDRAFLOW HYDROGRAPHS 2002" WAS THE DESIGN PROGRAM USED FOR ANALYZING THE PRE AND POST DEVELOPMENT RUNOFF RATES, DETERMINING THE POND STORAGE VOLUME NEEDED AND IN MODELING THE MULTISTAGE OUT FALL RISER STRUCTURE. RAINFALL HYDROGRAPHS USED IN THE HYDROFLOW POND ANALYSIS WERE GENERATED USING FREDERICK COUNTY'S RAINFALL DURATION. THE VIRGINIA EROSION AND SEDIMENT CONTROL HAND BOOK AND VIRGINIA DRAINAGE MANUAL WERE USED FOR DETERMINING THE COEFFICIENTS OF RUNOFF FOR BOTH PRE -DEVELOPED AND POST -DEVELOPED CONDITIONS. THE TIME OF CONCENTRATIONS WERE DETERMINED U51NG THE TR-55 METHOD. THE PROPOSED DETENTION POND WILL PROVIDE STORM WATER MANAGEMENT WATER QUANTITY MEASURES FOR THE ULTIMATE DEVELOPMENT OF THE ROADS ON THE WESTERN AND SOUTHERN SECTION OF SHENANDOAH MOBILE COURT. THE REDUCTION OF THE PEAK DISCHARGE FOR THE POST DEVELOPMENT TO THE PRE -DEVELOPMENT RATE REQUIREMENTS FOR THIS PROJECT WILL BE PROVIDED BY THE POND STORAGE VOLUME AND CONTROLLED BY THE MULTISTAGE STRUCTURE. THE POND OUT FALLS INTO AN UNNAMED DRAINAGE TRIBUTARY. FOR THE OVERALL DRAINAGE MAP SEE PRE AND P05T DEVELOP DRAINAGE MAP IN THE PLAN SET. PROPOSED ON SITE SUM DETENTION POND THIS POND LOCATED AT THE NORTHEASTERN CENTRAL PORTION OF THE SITE ADJACENT TO THE UNNAMED TRIBUTARY CHANNEL PROVIDES STORM WATER DETENTION FOR THE POST -DEVELOPMENT OF THE WESTERN QUADRANT OF THE SITE, POST DEVELOPED OFF -SITE SUB AREA B, AND ALSO CONVEYS THE ONSITE UNCONTROLLED RUNOFF FROM P05T SUB AREA C. THE POST DEVELOPED ROUTED PEAK DISCHARGE FROM THIS POND IS LESS THAN PRE -DEVELOPED PEAK DISCHARGE FOR THE DRAINAGE AREAS DISCHARGING INTO THE POND. POST DEVELOPED 50 AREA A RUNOFF 15 COLLECTED BY THE PROPOSED STORM SEWER SYSTEM LOCATED ON A PRIVATE PAVED ACCESS ROAD "B" AND 15 CONVEYED INTO THE POND.REA UNCONTROLLED SUB AREA LOCATED NORTH OF SITE APPROXIMATELY IfoO ACRES OF THE SITE LOCATED NORTH OF SITE IS UNCONTROLLED, WHICH HAS AN INCREASE IN THE PEAK RUNOFF RATE FOR THE P05T-DEVELOPMENT CONDITIONS. THIS RUNOFF SHEET FLOWS TO THE ADJACENT PROPERTY. THE FUTURE DEVELOPMENT NEAR THIS SITE WILL INCLUDE STORM WATER MANAGEMENT FOR THIS INCREASE IN POST DEVELOPED RUNOFF. a Z W W Z Z W o C 00 QCON �i c� . C1 V � ab a � � I rnC\2 o� U a►o ao i �r U EU+ Q) o G O wco w Q z 0 E- E z z zoowoo o -14 z a a d w w w w W aaa�aa a w w w w 5 0 5 5 w w E� w w W P4 M x x m M M `r � W Q C\2 TH ov - \- -- MARK D. SMITH 1-0 No.022837 `sI DNAL H cc U W J m 0 0 0 z Q z w DATE: JUNE 2003 SCALE: I" = 200' DESIGNED BY: MDS FILE NO. 3644 SHEET 7 OF 9 /8 .L-ct . 7/A -' U IT Il Lbt RE =13 \ T NIT 11 j (19 IT 12 =1'08(09 5 P. / / UN II T-43 / TOF OF/ EM8�1K1"I � T L, T. / El 92.60 df �JJ / /3 i — / 1�.4IN CE TfizUC / / 112 >u U AAU60(0.00 Je 2 �N. f W5EL 2 � _ �88.�0r r - / � S . T ,,� , �,. ,,, 201 ,sw FOND ,� r r 5FILLWAT4 L 4'T. i TMI -I -((jE0)rAj- ,� I IZO E. R JSE-i �f a Z cc W W Z — ts Z W `Q o in CO 1.4 a ' a � Z � rn �'� � x LOCH WOl a►iako U E-FT. Q)o rf_ I;j o wU) z zoo�oo H H 0 a H z w z w o �d w w w z a a w aa a w w 5 w 5 0 w 5 w 5 mom"t 0 E-4 a z a U1 1 MARK D. SM1TH No.022837 SIONAL H 0 U W J Fn 0 2 DATE: JUNE 2003 SCALE: I" = 30' DESIGNED BY: MDS FILE NO. 3644 SHEET 8 OF 9 Hydrograph Summary Report Pagel Hydrograph Summary Report Hyd. 'No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (lt) Maximum storage (tuft) Hydrograph description 1 Rational 6.72 1 12 6,458 ---- ---••- ------ POST DEVELOPED SUB A 2 Rational 25.76 1 31 63,977 ---- --•--- -•-••- POST DEVELOPED SUB B 3 Combine 26.10 1 31 69.832 1.2 ...... ------ Confluence 4 Reservoir 20.83 1 41 69,830 3 690.25 12,037 Pond Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve f Hyd. No. 4 Pond Hydrograph type = Reservoir Peak discharge = 20.83 cfs �. Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = POND 1 Max. Elevation = 690.25 ft Max. Storage = 12,037 cult Storage Indication method used. Outflow hydrograph volume = 69,830 cult j Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Extil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs CfS cfs cfs cfs 0.08 6.96 688.23 0.58 ----- ----- ----- _.___ _.___ ----- _____ ----- I 0.58 0.10 8.35 688.32 1.14 ----- ----- ----- ----- ----- ----- ----- ----- 1.14 i 0.12 9.74 688.42 1.83 ----- ----- ----- ----- ----- ----- ----- ----- 1.83 .0.1 3 11.13 688.53 2.86 ----- ----- ----- ----- ----- ----- ----- ----- 2.86 0.15 12.52 688.65 4.04 ----- ----- ----- ----- ----- ----- ..... ----- 4.04 0.17 13.91 688.76 5.41 ----- ----- ----- ----- ----- ----- ----- ----- 5.41 0.18 15.30 688.88 6.90 ----- ----- ----- ----- _____ ----- ----- ----- 6.90 0.20 16.69 688.99 8.43 ----- -.-_- -_--- ----- ----- - ----- ----- 8.43 0.22 17.19 689.10 9.90 ----- ----- ----- ----- ----- ----- ----- ----- 9.90 0.23 17.68 689.19 11.21 ----- ----- ----- ----- ----- _____ ----- ----- 11.21 0.25 18.18 689.28 12.29 ----- ----- ----- ----- ----- ----- --` ----- 12.29 0.27 18.67 689.35 13.26 ----- ----- ----- ----- ----- ----- ----- ----- 13.26 0.28 19.17 689.43 14.08 ----- ----- ----- ----- ----- ----- ----- ----- 14.08 0.30 19.66 689.50 14.72 - ----- ----- ----- 14.72 0.32 20.16 689.56 15.34 ----- ----- ----- ----- ----- ----- ----- ----- 15.34 0.33 20.65 689.63 15.93 ----- ____ ----- ----- ----- ----- ----- ----- 15.93 0.35 21.15 689.69 16.49 ----- 16.49 0.37 21.64 689.75 17.04 ----- ----- ----- _____ ----- ----- ----- _..-- 17.04 i 0.38 22.14 689.82 17.58 ----- ----- ----- ----- ----- ----- ----- - - 17.58 0.40 22.63 689.88 18.07 ----- ----- ----- ----- ----- ----- ----- ----- 18.07 0.42 23.13 689.94 18.57 ----- ----- ----- ----- 18.57 0.43 23.63 690.00 19.04 ----- _____ ----- ----- ----- ----- ----- ----- 19.04 0.45 24.12 690.02 19.20 ----- ----- ----- ----- ----- ----- ----- ----- 19.20 0.47 24.62 690.05 19.37 ----- ----- ----- ----- ----- ----- ----- ----- 19.37 ; 0.48 25.11 690.07 19.65 ----- _-_-- ----_ ----- ----- ----- ----- ----- 19.55 0.50 25.61 690.10 19.74 - ----- ----- ----- ----- 19.74 0.52 26.10 << 690.13 19.94 ----- ----- ----- ----- ----- ----- ----- ----- 19.94 0.53 25.26 690.15 20.13 ----- _____ _____ ----- __--- -.-_- _-_-- -_--_ 20.13 0.55 24.75 690.17 20.29 ----- ----- ----- ----- ----- ----- ----- ----- 20.29 0.57 24.25 690.19 20.43 ----- ----- ----- ----- ----- ----- ----- 20.43 0.58 23.74 690.21 20.65 ----- ----- ----- ----- ----- ----- ----- ----- 20.55 . 0.60 23.24 690.22 20.64 ----- ----- ----- ----- _____ ----- ----- ----- 20.64 0.62 22.73 690.23 20.71 ----- ----- ----- ----- ----- ----- ----- ----- 20.71 ' 0.63 22.23 690.24 20.77 -- ----- - ----- ----- - - 20.77 ' 0.65 21.72 690.25 20.80 ----- ----- ----- ----- ----- ----- ----- ----- 20.80 0.67 21.22 690.25 20.82 ----- ----- ----- ----- ----- ----- _._._ ----- 20.82 0.68 20.71 690.25 << 20.83 ----- ----- ----- ----- ..... ----- ----- - ..... 20.83 << 0.70 20.21 690.25 20.82 ------ ----- ----- ----- _,__- ----- ----- ----- 20.82 Hyd. No. 4 - Reservoir - 2 Yr - Op = 20.83 cfs - Pond 30 25 20 w O 15 10 5 Y i i +M"M=4 0 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 Time (hrs) / Hyd. 3 / Hyd. 4 Page 1 Hydrograph summary Report Hyde No. Hydrograph type (origin) Peak flow (cis) Time Interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (tt) Maximum storage (tuft) Hydrograph description 1 Rational 9.29 1 12 8,930 .... ...... ...... POST DEVELOPED SUB A 2 Rational 37.45 1 31 93,003 .... --•-- . ----- POST DEVELOPED SUB B 3 Combine 37.92 1 31 101,056 1,2 ...... •---•- Confluence 4 Reservoir 26.01 1 47 101,054 3 691.18 2 4,1 63 Pond Page i Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation 00 Maximum storage (tuft) Hydrograph description 1 Rational 17.00 1 12 16,338 - - -- - - - POST DEVELOPED SUB A 2 Rational 67.22 1 31 166,910 --•- ------ ------ POST DEVELOPED SUB B 3 Combine 68.07 1 31 181,675 112 --•--- --•-•- Confluence 4 Reservoir 61.64 1 43 181,673 • 3 ' 692.72 52,097 Pond t Hydrograph Report Page, Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Hyd. No. 4 Pond Pond Hydrograph type = Reservoir Peak discharge = 26.01 cfs Hydrograph type = Reservoir Peak discharge 51.64 cfs Storm frequency = 10 yrs Time interval = 1 minStorm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. Max. = 3 Reservoir name =POND 1 Inflow hyd. No. = 3 Reservoir name = POND 1 Reservoir Report Elevation = 691.18 ft Max. Storage = 24,153 cuff Max. Elevation = 692.72 ft Max. Storage r 52,097 tuft Page 1 Reservoir No. 1 - POND 1 Hydraflow Hydrographs by Intelisolve Storage Indication method used. Outflow hydrograph volume =101,054 cuff Storage Indication method used. Outflow hydrograph volume=181,673 cult Pond Data Hydrograph Discharge Table Hydrograph Discharge Table j Pond storage is based on known contour areas. Conic method used. Time Inflow Elevation Clv A. Clv S Clv C Clv D Wr A Wr 8 Wr C Wr D Exfil Outflow Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow Stage / Storage Table (hrs) Cfs ft cfs Cfs CfS cfS Cfs CfS Cfs cfs CfS cis (hrs) cfs ft Cfs Cfs Cfs Cfs CfS Cfs Cfs cfS Cfs Cfs I Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cuff) 0.08 9.91 688.32 1.14 ----- _____ ----- _____ ----- _�__ ____ ----- 1.14 0.07 14.34 688.37 1.46 ----- ----- ----- ----- __._- ----- ..... ..... 1.46 I 688 00 1,636 0 0.10 11.89 '13.88 688.45 2.06 ----- ----- ----- ----- ---__ .___. .____ ____ - 2.06 0.08 17.92 688.56 3.12 _____ -_-__ ----- -____ ----- _____ -- 3.12 .0 690.00 27 75 8,775 0.12 688.59 3.35 - --- ----- __.__ ----- ..... ___._ ----- 3.35 0.10 21.51 688.77 5.51 ----- -_-__ _____ _____ ----- ----- ____. ----- 5 51 + 4.00 6 0 0 692 00 694.00 i 10 28,874 9 47,537 914 0.13 15.86 688.73 5.04 -__-_ .-_-. _____ .-___ _____ ----- ----- -_-_» 5•04 0.12 25.09 668.99 8.46 ----- ----- ----- __-_------ ----- -__-' ---__ 82 451 82,451 0.15 17.84 0.17 19.82 688.88 689.03 6.92 8.94 ----- ----- ----- _____ ----- ..... ----- ----- 6.92 0.13 28.68 689.23 11.62 ----- ----- ----- ----- ----- _.--- � 1.62Orifice Culvert / O f Structures Weir Structures 0.18 21.81 689.18 11.00 ----- ----- ----- _____ ----- ----- --_- ____ ----- ----- _____ ----- ----- _____ ..... ----- 8.94 11.00 0.16 32.26 689.46 14.42 ----- ----- ----- ----- 0.20 23.79 689.33 12.90 ----- ----- ----- ----- _____ ..... _._._ _.___ 12.90 0.17 35.85 689.72 16.71 ----- - - - - - _-___ _____ 16 71 [A] IBl [C] ID) A B [A] I 1 C I l D [ ] 0.22 24.53 689.47 14.48 ----- ----- ----- ----- . ----- ----- ----• ----- 14.48 0.20 43.02 690.10 19.73 ^---- --.__ ---�- ----- ----- ----- ----- ----- e n = 18.0 0.0 0.0 0.0 c = 0.23 25.28 689.60 15.72 ----- ----- ----- ----- -____ _____ _____ _.__ - 15.72 0.22 44.34 � 690.20 20.52 __... ----� ----- .____ _____ �---- r---- __-__ ----- _____ __. -- ----� ----� 19.73 20.52 Span in = 18.0 0.0 0.0 0.0 Crest Et. lt = o.o0 692.00 0.00 0.00 0.25 26.02 689.73 16.84 _____ ----- _____ ----- ----- _____ _____ -..___ 16.84 0.23 45.65 690.32 21.28 ____- ----- ----- ----- ----r No. Barrels = 2 0 0 0 weir Coeff. = 3.33 3.33 0.00 0.00 26.76 689.86 17.87 ----- ----- ----- ----- ----- ----- ----- ----- 17.87 0.25 46.97 690.43 22.04 ----- -____ I Invert n = 00 0 0.00 0.00 Weir Type = - Rect --- --- 0.28 27.51 689.98 18.83 --__- ._-__ .-___ _____ _____ _-___ _--__ ----_ 18.83 0.27 48.29 690.54 .22.78 ----- ----- _____ _--�_ ...._ _._._ 22.78 Length ft = 65.0 0.0 0.0 0.0 Multi Stage = No No No No 0.30 28.25 690.03 19.26 ----- ----- ----- _____ ..... ----- _____ ----- 19.26 0.28 49.61 690.66 23.52 -- ---_- ----� Slope % = 3.60 0.00 0.00 0.00 0.32 28.99 690.07 19.57 ----- ----- ----- ----- ..... ..... ..___ ----- 19.57 0.30 50.93 690.78 24.26 ----- ----- -___- _____ .._-_ _____ ..... ----- 24.26 N-value = .022 013 .010 .000 0.33 29.74 690.12 19.89 --_.- ._--- ---__ ...-. .._-_ _-.-- -_.-" -_-._ 19.89 53.57 24.91 - r ----- 25.91 Orif. Coeff. _ 0.60 0.60 0.00 0.00 0.35 30.48 690.16 20.23 ----- ----- ----- ----- ----- ----- ----- ----- 20.23 0.33 53.57 691,03 25.50 ----- ----- ----- ----- Multi-Sta a = Na No No No Ex I � ra on ate tl = isq � l r allwa t er Elev. - -0 00 lt 0.37 31.23 690.21 20.58 ----- ----- ----- ----- -_--. ----- ----- ----- 20.68 0.35 . 54.88 691.17 25.97 ----- ----- ----- ----- ----- ___._ ___.. ___ ..... _ 25•50 25.97 0.38 31.97 690.26 20.92 -__-- ____ _____ - ---__ _____ __.._ -__ _ __ __ 20.92 0.31 56.20 691.30 26,45 ----- ----- ----- ----- ----- _ -- -_--- _ - - -- 26 45 i to fora Stage / e g A Discharge Table Note al lows l oud have been analyzed under inlet and outlet control. 0.40 32.71 690.31 21.27 ----- ----- ----- ----- ----- ..... _-- ""-" 21 27 G.38 57.52 691.44 26.93 _____ _____ ----- -____ ----- ----- ----- _---- ,. 26.93 0.42 33.46 690.37 21.64 ----- ----- ----- ---_ _._-- ----- _-_ _._-- -- 21.64 0.40 58.84 691.58 27.41 ----- Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfil Total 0.43 34.20 690.42 22.00 ----- _____ ----- ----- "____ _____ _____ ___-_ 22•00 0.42 60.16 691.73 27.90 ----- ----- ----- _--__ __._ - """`- 41 lt tuft lt cfs cfs cfs cis cfs cfs cfs cfs cfs c fs 0.45 34.94 690.48 22.37 ----- _____ ----- -___ ----- _-___ -_--_ -.-__ 22.37 0.43' 6148 691.88 28.39 ___._ _____ _.___ __:__ ----- ----- ----- ----- ----- 27.90 o.00 o sse.00 o.00 - --- --- - 0.00 - 0.00` 0.47 35.69 690.54 22.75 ----- ----- -_.__ ----- ----- ----- _._-- ----- 22.75 0:45 62.79 692.02 28.85 ---- ----- ----- ----- Q.25 ----- ___-_ ----- -----0.20 29.10 878 20 43 --- --- --• --- 0 --- .- 0 43 0.48 36.43 690.60 23.13 ----- _____ ----- ----- ___-_ __--- _-_-- ----- 23.13 0.47 64.11 692.10 29.12 ----- ----- ----- ----- 1.51 ----- ----- ----- 30.63 0.40 0.60 1,755 688.40 2,633 688.60 1.63 3.48 --- --- --- --- .. .. 0 00 --- -- 1 63 0.50 37.18 0.52 37.92 « 690.66 690.72 23.51 23.90 ----- ----- ----- ----- ----- ----- ----- ----- 23.51 0.48 65.43 692.19 29.38 ----- ----- ----- ----- 2.77 -__-_ --___ -__,_ 32.15 0.80 3,510 688.80 6.84 --- - - ... ... - ... 0.00 --- --- _._ --- --- 5i84 s4 0.53 36.72 690.78 24.27 ----- ----- ----- ----- ----- __.__ --_.- _____ ----- ___-_ ----- ----- ----- ----- ----- ..... 23.90 24.27 t?. I n 66.75 0.52 68.07 << 692.27 692.35 29.64 29.89 ----- ----- ----- ----- 4.85 ___-- _-_-- -____ 34.49 1.00 .1.20 4,388 689.00 5,265 689.20 1'0.31 --• -- --- -- ... ... . - 0.00 •-- 0 --- --- --- --- •._ 53 8.31 11.31 0.55 35.99 690.84 24.56 -_--- ----- ----- ----- - -- ----- ----- ----- 24.56 0.53 65.90 692.42 30.12 ----- ----- ---__ ----- --_-- ----- ----- 7.03 ----- 9.18 ----- ----- ----- ----- 36 92 39 30 1.60 020 689.60 15.69 .._ -•_ --- - .-- o.00 --- _.- 13 s3 0.57 35.25 690.89 24.82 ----- ----- ----- ----- ----- ----- -___- _--_- 24.82 0.55 64.58 692.48 30.31 ----- ----- ----- ----- 11.39 ----- ---------- 41.69 1.80 7,898 689.80 17.44 --- --- --- -._ ... --- --- 0 00 --- 0.00 --- --- --- --- 15.69 17.44 0.58 34.52 690.94 25.05 _.... ___._ _____ _____ __.__ ..... ----- ----- 25.05 0.57 63.26 692.54 30.47 ----- ----- ----- ----- 13.27 _____ _____ ----- 43.74 2.0o s,775 sso.00 19.02 -- --- --- -.- __. ._ ... 02 0.60 33.78 690.98 25.26 ----- ----- ----- _____ ----- ----- ----- ----- . 25.26 0.58 61.95 692.58 30.61 ----- ----- ----- _"'"' 14.88 ----- ----- ---••- 45.48 2.20 2.40 11,389 690.2E 20.49 - - -- - 0.00 .-- -- --- 20 • 0.6 33.05 691.01 25.43 "--- ----- ----- ""' ----- ----- - ----- ---- 25.43 0.60 60.63 692.62 30.72 ----- ----- ----- ----- 16.35 ----- ----- ----- 47.07 2.60 14,003 690.40 16,617 690.60 21.86 23.14 --- ^- ... --- -- --- 0. o --- o.00 --- -•- 2t.ss 0.63 32.31 691.05 25.55 ----- ----- ----- ----- ----- ----- _____ ----- 25.55 0.62 69.31 692.65 30.82 ----- ----- ----- 17.63 48.45 2.80 19,231 690.80 24.36 --- -•- --- ... 0.00 --- --- - 24.36 .65 31.58 691.08 25.65 ----- ----- ----- _.-.- _____ .__.., __.__ ___.._ 25.65 0.63. 57.99 692.68 30.89 --_-- _ _. _- ---_- 18.65 ----- ----- ----- 49.54 3.00 21845 69i.00 25.38 ._. "' 0.00 .-- --- --- 25.38 0.65 31.58 691.08 25.65 ----- ----- ----- ----- ----- ----- ----- ----- 25.65 0.65 56.67 692.69 .89 30 ----- - ---- ----- ----- 19.43 ----- ----- ----- 50.37 •. 3.20 3.40 24,459 691.20 26.10 --- --- ... --- 0.00 --- --- -- • 10 0.68 30.11 ` 691 A 2 25.82 ----- ----- _____ ----- ----- ----- ----- _____ 25.82 0.67 55.36 692.71 30.98 ----- ----- ..... 19.99 ----- ----- ... 50 98 3.60 27,073 691.40 29,687 691.60 26.80 27.48 .. . - --- �- --- --- "' --- _-. 0.00 .. --- 27.48 0.70 29:38 691.14 25.88 ----_ ----- ----- ----- ----- ----- _..__ --- 25.$8 0.68. 54.04 692.72 31.01 20.36 51.37. i 3.so 32,301 ssl.eo 28.1a - - - --- --- o:oo - - --- -•. 28.14 . 34,914 692.00 28.79 ... 4.20 39,668 692.20 29.43 ... --- .-- .-• 2.98 --- --- ... 32.41 Hydrograph Discharge Table � � � 4.40 44,422 692.40 30.05 •-- --- --• - - . 8.43 --- --- --- 38.48 ` 4.60 49,176 692.60 30.66 --- - - - - - 15.48 --- --- ... 46.14 4.80 53,929 692.80 31.26 --- - - - --- 23.83 --- --- 55.09 Time Inflow Elevation CIV A CIV E CIV C CIV D Wr A Wr B Wr C Wr D Exfil Outflow 5.00 58,683 693.00 31.85 --- -- --- --- 93.30 --- --- -•- 65.155.20 (hrs) cfs ft Cfs CfS CfS cfs Cf5 Cfs Cfs cfs cfs Cfs Pond Page 2 5.40 63,437 693.20 68,190 693.40 32.42 32.99 ... --- --- -- .-- --- -•- -•- 43.78 --- 55.17 - 76.20 5.60 72,944 693.60 33.54 --- _ -.- 88.15 1 . 0.72 2$.64 691.15 25.93 ----- ----- ----- ----- ----- ..... ..... ..... 25.93.... Hydrograph Discharge Table 6.80 77,698 693.80 34.09 --- -- --- --- --- --- --- ..4 114.5 2 . 0.73 27.91 691.17 25.97 ----- ----- ----- ----- ----- ----- ----- ----- 25.97 6.00 82,451 694.00 .... 34.63 - - --- -- -• 9418 - - - 128.82 0.75 27.17 691.17 26.00 ----- ----- --.-- _-___ -__.- ----- ----- __ 26.00 0.77 26.44 691.18 26.01 ----- ----- _.___ ----- _.,_. ..... 26.01 0.78 25.70 691.18 << 26.01 ----- ----- ..... ..... ..... _... ..... ..... 26.01 << 0.80 24.97 691.17 26.00 ----- ----- ----- __--- _---- ----- ----- ----- 26.00 0.82 24.24 691.17 25.98 ----- ----- _..._ ----- __ -.___ _____ __.- 25.98 0.83 23.50 691.16 25.94 --___ .____ ----- ----- .__._ ___- ----- ..... 25.94 0.85 22.77 691..14 25.90 ----- _-__- ----- --_- ----- ____.25.90 Hyd. No. 4 - Reservoir -100 Yr - Op = 51.64 cfs - Pond 80 60 0 40 20 0 - 0.0 0.2 0.5 0.7 1.0 1.2 1.4 1.7 1.9 2.1 2.4 Time (hrs) / Hyd. 3 / Hyd. 4 Time Inflow Elevation Clv A Clv B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs 40S CfS cfs cfs Cfs, cfs cfs 0.70 52.72 692.72 31.02 ----- ----- _._,- ----- 20.56 ----- ----- ----- 51.59 0.72 51.40 692.72 << 31.03 • ----- ----- -_--- ----- 20.61 ----- ----- ----- 51.64 « 0.73 50.08 692.72 31.02 ----- ----- --_-_ ----- 20.52 ----- ----- ---_- 51.54 0.75 48.77 692.72 31.01 ----- ----- --- - ----- 20.31 ----- ----- ----- 51.32 0.77 47.45 692.71 30.98 ----- ----- ----- ----- . 19.99 ----- ----- ----- 50.97 0.78 46.13 692.70 30.95 ----- ----- ----- ----- 19.57 ----- ----- -_-_- 50.53 0.8Q ... 44.81 .... 692.69 _... ..... 30.92 -__._ _____ 19.07 ----- 49.99. Hyd. No. 4 - Reservoir -10 Yr - Qp = 26.01 cfs - Pond U.0 U.0 U.o UA$ -i.0 1.3 1.5 1.8 2.0 2.3 2.5 Time (hrs) / Hyd. 3 / Hyd. 4 ® Q W W z t� W o co � 00 C\2 I 0 N 07CD Cj U •all CD tn I rn � z W t�i ��I 0 0 4 U a� ao Lo V-4 � E. r.., R ry r•'1 a0 A z 0 HH zz � � w :0:� z00Woo U U C7 U U O d z A A d w w w w W a a a E- a a > o > w w H w w e� 0 0 0 E" � Qi C''J n2 .•-� � TH MARK D. SMITH o No.022837 sSloivAL �Cs z DATE: - JUNE 2003 SCALE: - NTS DESIGNED BY: MDS FILE NO. 3644 SHEET 9 OF- 9 LEGEND: INDICATES IRON ROD FOUND e INDICATES IRON ROD SET INDICATES POINT OF REFERENCE eo INDICATES WATER VALVE/METER 'Cr INDICATES FIRE HYDRANT -_w_ INDICATES SIGN • INDICATES SANITARY MANHOLE a INDICATES UTILITY POLE 0 INDICATES TELEPHONE PEDESTAL o INDICATES GUY POLE OHE INDICATES OVERHEAD ELECTRIC C&G INDICATES CURB AND GUTTER CMP INDICATES CORRUGATED METAL PIPE CONC. INDICATES CONCRETE UGT INDICATES UNDERGROUND TELEPHONE SAN INDICATES SANITARY SEWER MAIN E.P. INDICATES EDGE OF PAVEMENT X X X INDICATES FENCE c INDICATES TRAILER ENCROACHMENT i E-4 04 Patton Harris Rust&Associates,pc Engineers, Surveyors, Planners, Landscape Architects 119 Creekside Lane Winchester, Virginia 22602 540-722-4721 Offices: Winchester,Va. Virginia Beach,Va. Bridgewater,Va. Chantilly,Va. Leesburg,Va. Woodbridge,Va. Martinsburg,West Va. LINE TABLE LINE LENGTH BEARING L1 42.00 N76'58'43'V L2 47.66 S13'00'56'V L3 47.06 N13'00'56'E I I o mm - E E.P. 'y O A/ fr~ x x— t� x .7 CONC• i I AREAS o �C. PAD CXESA 4� ,2- co PAD N PADS CONC • PAD COMES CONC. BOX P i a .Q a U _ a GRA►►SS 0 W AREA U ow c� WAKELAND MANOR LAND TRUST DEED BOOK 776 AT PAGE 685 ZONED R-A (RESIDENTIAL - AGRICULTURAL) TAX MAP 64 ((A)) PARCEL 29 APT TRAILER N89'46'29"E � 874.89' "a -- -- -- H IL 4 —flp a l a a a AREA a a g < cj a = a zl z Z z r z U I I U U V U O 0 9 �� \\ 11/ ►3 AREA / / ASPHALT DRIVE E.P. ASPHALT DR rM-e- / / CONC. PAD a CONC. PAD? SHED I a a l I z a LSONC. �AD w I I v Cam- PAD i WS CONC. PAD ' z AREA . BO IGRASS I AREA CONC. PAD o I d7z I CONC. PAD `p a CONC. PAD Z Z p 9 I g AREA CONC. PAD a a _W ( W c F I v CONC. PAD �� CONC. PADZ/ N E v CONC. DITCH D.I. D.I. I ` D x— �% CONC. PAD GR ASPHALT DRIVE -�- �` E.P. ASPHALT DRIVE c> Sm a N, a p GRASS SAN SHED z z c� a AREA 0 o coi ci •\� I F GRASS \ Z � � I A�tEA � 0 a ( I DRY POND SIP AREA } EX. 20' SANITARY SEWER EASEMENT 1 S I DEED BOOK 839 PAGE 102 c3 a S a a DEED BOOK 839 PAGE 109 !, \ G o a. o z z I SHENANDOAH MOBILE U I I COURTS, INC. N 1- - - - _ _ , I \ 310,327 SO. FT. / \ ASPHALT DRW _ E.P. 1 OR 7.1241 ACRES / ir-T me DRY POND / — — _ AREA N89'15'00"W 200,00' PN OLD FOUND N77'47 0.W UGT � STATION EX. 20' INGRESS -EGRESS EASEMENT 146.08 DEED BOOK 839 PAGE 102 0 / DEED BOOK 839 PAGE 109 TRUSTEES OF THE JUBILEE CHRISTIAN CENTER DEED BOOK 804 AT PAGE 1458 ZONED R-A (RESIDENTIAL - AGRICULTURAL) TAX MAP 76 ((A)) PARCEL 2 GRAPHIC SCALE 9 o 25 50 100 ( ERFm) I inch - 50 it, 7 47•�.w X � � / rr2. r4. IRON ROD / RE -SET FREDERICK COUNTY }� SANITATION AUTHORITY DEED BOOK 839 AT PAGE 109 / DEED BOOK 839 AT PAGE 102 m E.P. IVE E.P. a z Ix o p V I ,!� COMC- PAD \\I ' 7cONC. PAD a G� S ONC. PAD ��OIVC Pip \' .4 by s� / HE z z O O U V 3� E.P. ASPHALT DRIVE E.P. ;"7 � S 0 z 0 21 l 1 ry ��QV- QG rj P ,00�-9 P�� J�Q A����P��'�� �09 O SITE G� �a Opp Co D �r L"T I4A VICINITY MAP SCALE: V = 2000' / NOTES: 1. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED ON ASSESSMENT MAP NO. 64 ((A)) PARCEL 27 AND ASSESSMENT MAP NO. 76 ((A)) PARCEL 1, AND IS NOW IN THE NAME OF SHENANDOAH MOBILE COURTS, INC. AS RECORDED IN DEED BOOK 321 AT PAGE 693 AND IN DEED BOOK 835 AT PAGE 1771 AMONG THE LAND RECORDS OF FREDERICK p�� P&COUNTY, VIRGINIA. FENCND 2• A TITLE REPORT WAS FURNISHED BY FIDELITY NATIONAL TITLE INSURANCE COMPANY CASE NO. FR-99-0305-F, EFFECTIVE DATE JUNE 7, 1999, THEREFORE, THIS PLAT MAY NOT INDICATE ALL ENCUMBRANCES ON THE PROPERTY FROM JUNE 7, 1999. 3. THE EXISTENCE OF VEGETATED OR TIDAL WETLANDS AND/OR HAZARDOUS WASTES WAS NEITHER INVESTIGATED NOR CONFIRMED DURING THE PERFORMANCE OF THIS SURVEY. 4. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED IN FLOOD ZONE "C",AN AREA OF MINIMAL FLOOD HAZARD, AS DETERMINED BY REFERENCE TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY F.I.R.M. MAP NO. 510063 0200 B, EFFECTIVE DATE JULY 17, 1978. 5. THE TOTAL AREA OF THIS SURVEY IS 7.1241 ACRES AND IS ZONED MH-1. 6. THE PROPERTY DELINEATED ON THIS PLAT IS SUBJECT TO THE FOLLOWING EASEMENTS OF RECORD WHICH ARE LISTED IN THE ABOVE REFERENCED TITLE REPORT AND ARE NON -LOCATABLE. A) EASEMENTS GRANTED TO THE CHESAPEAKE AND POTOMAC TELEPHONE COMPANY AS RECORDED IN DEED BOOK 313 AT PAGE 469 AND IN DEED BOOK 538 AT PAGE 114. 540 AT PAGE 313 B) EASEMENTS TO THE NORTHERN VIRGINIA POWER COMPANY AS RECORDED IN DEED BOOK 275 AT PAGE 231. 8. CURRENT ZONING REGULATIONS AS PER MH-1 (MOBILE HOME COMMUNITY DISTRICT) ZONING OF THE COUNTY OF FREDERICK ARE AS FOLLOWS: SETBACK REGULATIONS: ALL DWELLING UNITS SHALL. BE SET BACK A MINIMUM OF (20) FEET FROM ANY STREET RIGHT OF WAY. ALL DWELLING UNITS SHALL BE SST BACK AT ;EAST (10) FEET FROM ALL COMMON AREAS, PARKING LOTS AND SIDEWALKS. ALL ACCESSORY USES SHALL BE SET BACK AT LEAST (5) FEET FROM ANY LOT LINE OR PROPERTY LINE. ALL STRUCTURES SHALL BE SET BACK AT LEAST (50) FEET FROM THE PERIMETER BOUNDARY OF THE MOBILE HOME PARK. SL.. 4�rj Z 2 - 1�3C,pZ5 SURVEYOR'S CERIFICATE TO: FIDELITY NATIONAL TITLE SHENANDOAH VALLEY NATIONAL BANK SHENANDOAH MOBILE COURTS, INC. THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED, WERE MADE (i) IN ACCORDANCE WITH -MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS" JOINTLY ESTABLISHED AND ADOPTED BY ALTA, ACSM AND NSP IN 1997, AND INCLUDES ITEMS 1, 2, 3, 4, 6, 7c, 8, 9, 10, 11 AND 13 OF TABLE "A" THEREOF, AND (0) PURSUANT TO THE ACCURACY STANDARDS OF A RURAL SURVEY. CARL J. RINKE JR. L.S 0 0403 DATE ►v (.T u N t7S 3—rRA��25 ALTA/ACSM LAND TITLE SURVEY ON THE PROPERTY OF SHENANDOAH MOBILE COURTS, INC. STONEWALL i,MAGLSTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SCALE: 1 "= 50' DATE: AUGUST 12, 1999 SHEET 1 OF 1 F-10611-1-0 c3 a S a a DEED BOOK 839 PAGE 109 !, \ G o a. o z z I SHENANDOAH MOBILE U I I COURTS, INC. N 1- - - - _ _ , I \ 310,327 SO. FT. / \ ASPHALT DRW _ E.P. 1 OR 7.1241 ACRES / ir-T me DRY POND / — — _ AREA N89'15'00"W 200,00' PN OLD FOUND N77'47 0.W UGT � STATION EX. 20' INGRESS -EGRESS EASEMENT 146.08 DEED BOOK 839 PAGE 102 0 / DEED BOOK 839 PAGE 109 TRUSTEES OF THE JUBILEE CHRISTIAN CENTER DEED BOOK 804 AT PAGE 1458 ZONED R-A (RESIDENTIAL - AGRICULTURAL) TAX MAP 76 ((A)) PARCEL 2 GRAPHIC SCALE 9 o 25 50 100 ( ERFm) I inch - 50 it, 7 47•�.w X � � / rr2. r4. IRON ROD / RE -SET FREDERICK COUNTY }� SANITATION AUTHORITY DEED BOOK 839 AT PAGE 109 / DEED BOOK 839 AT PAGE 102 m E.P. IVE E.P. a z Ix o p V I ,!� COMC- PAD \\I ' 7cONC. PAD a G� S ONC. PAD ��OIVC Pip \' .4 by s� / HE z z O O U V 3� E.P. ASPHALT DRIVE E.P. ;"7 � S 0 z 0 21 l 1 ry ��QV- QG rj P ,00�-9 P�� J�Q A����P��'�� �09 O SITE G� �a Opp Co D �r L"T I4A VICINITY MAP SCALE: V = 2000' / NOTES: 1. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED ON ASSESSMENT MAP NO. 64 ((A)) PARCEL 27 AND ASSESSMENT MAP NO. 76 ((A)) PARCEL 1, AND IS NOW IN THE NAME OF SHENANDOAH MOBILE COURTS, INC. AS RECORDED IN DEED BOOK 321 AT PAGE 693 AND IN DEED BOOK 835 AT PAGE 1771 AMONG THE LAND RECORDS OF FREDERICK p�� P&COUNTY, VIRGINIA. FENCND 2• A TITLE REPORT WAS FURNISHED BY FIDELITY NATIONAL TITLE INSURANCE COMPANY CASE NO. FR-99-0305-F, EFFECTIVE DATE JUNE 7, 1999, THEREFORE, THIS PLAT MAY NOT INDICATE ALL ENCUMBRANCES ON THE PROPERTY FROM JUNE 7, 1999. 3. THE EXISTENCE OF VEGETATED OR TIDAL WETLANDS AND/OR HAZARDOUS WASTES WAS NEITHER INVESTIGATED NOR CONFIRMED DURING THE PERFORMANCE OF THIS SURVEY. 4. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED IN FLOOD ZONE "C",AN AREA OF MINIMAL FLOOD HAZARD, AS DETERMINED BY REFERENCE TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY F.I.R.M. MAP NO. 510063 0200 B, EFFECTIVE DATE JULY 17, 1978. 5. THE TOTAL AREA OF THIS SURVEY IS 7.1241 ACRES AND IS ZONED MH-1. 6. THE PROPERTY DELINEATED ON THIS PLAT IS SUBJECT TO THE FOLLOWING EASEMENTS OF RECORD WHICH ARE LISTED IN THE ABOVE REFERENCED TITLE REPORT AND ARE NON -LOCATABLE. A) EASEMENTS GRANTED TO THE CHESAPEAKE AND POTOMAC TELEPHONE COMPANY AS RECORDED IN DEED BOOK 313 AT PAGE 469 AND IN DEED BOOK 538 AT PAGE 114. 540 AT PAGE 313 B) EASEMENTS TO THE NORTHERN VIRGINIA POWER COMPANY AS RECORDED IN DEED BOOK 275 AT PAGE 231. 8. CURRENT ZONING REGULATIONS AS PER MH-1 (MOBILE HOME COMMUNITY DISTRICT) ZONING OF THE COUNTY OF FREDERICK ARE AS FOLLOWS: SETBACK REGULATIONS: ALL DWELLING UNITS SHALL. BE SET BACK A MINIMUM OF (20) FEET FROM ANY STREET RIGHT OF WAY. ALL DWELLING UNITS SHALL BE SST BACK AT ;EAST (10) FEET FROM ALL COMMON AREAS, PARKING LOTS AND SIDEWALKS. ALL ACCESSORY USES SHALL BE SET BACK AT LEAST (5) FEET FROM ANY LOT LINE OR PROPERTY LINE. ALL STRUCTURES SHALL BE SET BACK AT LEAST (50) FEET FROM THE PERIMETER BOUNDARY OF THE MOBILE HOME PARK. SL.. 4�rj Z 2 - 1�3C,pZ5 SURVEYOR'S CERIFICATE TO: FIDELITY NATIONAL TITLE SHENANDOAH VALLEY NATIONAL BANK SHENANDOAH MOBILE COURTS, INC. THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED, WERE MADE (i) IN ACCORDANCE WITH -MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS" JOINTLY ESTABLISHED AND ADOPTED BY ALTA, ACSM AND NSP IN 1997, AND INCLUDES ITEMS 1, 2, 3, 4, 6, 7c, 8, 9, 10, 11 AND 13 OF TABLE "A" THEREOF, AND (0) PURSUANT TO THE ACCURACY STANDARDS OF A RURAL SURVEY. CARL J. RINKE JR. L.S 0 0403 DATE ►v (.T u N t7S 3—rRA��25 ALTA/ACSM LAND TITLE SURVEY ON THE PROPERTY OF SHENANDOAH MOBILE COURTS, INC. STONEWALL i,MAGLSTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SCALE: 1 "= 50' DATE: AUGUST 12, 1999 SHEET 1 OF 1 F-10611-1-0 I ,!� COMC- PAD \\I ' 7cONC. PAD a G� S ONC. PAD ��OIVC Pip \' .4 by s� / HE z z O O U V 3� E.P. ASPHALT DRIVE E.P. ;"7 � S 0 z 0 21 l 1 ry ��QV- QG rj P ,00�-9 P�� J�Q A����P��'�� �09 O SITE G� �a Opp Co D �r L"T I4A VICINITY MAP SCALE: V = 2000' / NOTES: 1. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED ON ASSESSMENT MAP NO. 64 ((A)) PARCEL 27 AND ASSESSMENT MAP NO. 76 ((A)) PARCEL 1, AND IS NOW IN THE NAME OF SHENANDOAH MOBILE COURTS, INC. AS RECORDED IN DEED BOOK 321 AT PAGE 693 AND IN DEED BOOK 835 AT PAGE 1771 AMONG THE LAND RECORDS OF FREDERICK p�� P&COUNTY, VIRGINIA. FENCND 2• A TITLE REPORT WAS FURNISHED BY FIDELITY NATIONAL TITLE INSURANCE COMPANY CASE NO. FR-99-0305-F, EFFECTIVE DATE JUNE 7, 1999, THEREFORE, THIS PLAT MAY NOT INDICATE ALL ENCUMBRANCES ON THE PROPERTY FROM JUNE 7, 1999. 3. THE EXISTENCE OF VEGETATED OR TIDAL WETLANDS AND/OR HAZARDOUS WASTES WAS NEITHER INVESTIGATED NOR CONFIRMED DURING THE PERFORMANCE OF THIS SURVEY. 4. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED IN FLOOD ZONE "C",AN AREA OF MINIMAL FLOOD HAZARD, AS DETERMINED BY REFERENCE TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY F.I.R.M. MAP NO. 510063 0200 B, EFFECTIVE DATE JULY 17, 1978. 5. THE TOTAL AREA OF THIS SURVEY IS 7.1241 ACRES AND IS ZONED MH-1. 6. THE PROPERTY DELINEATED ON THIS PLAT IS SUBJECT TO THE FOLLOWING EASEMENTS OF RECORD WHICH ARE LISTED IN THE ABOVE REFERENCED TITLE REPORT AND ARE NON -LOCATABLE. A) EASEMENTS GRANTED TO THE CHESAPEAKE AND POTOMAC TELEPHONE COMPANY AS RECORDED IN DEED BOOK 313 AT PAGE 469 AND IN DEED BOOK 538 AT PAGE 114. 540 AT PAGE 313 B) EASEMENTS TO THE NORTHERN VIRGINIA POWER COMPANY AS RECORDED IN DEED BOOK 275 AT PAGE 231. 8. CURRENT ZONING REGULATIONS AS PER MH-1 (MOBILE HOME COMMUNITY DISTRICT) ZONING OF THE COUNTY OF FREDERICK ARE AS FOLLOWS: SETBACK REGULATIONS: ALL DWELLING UNITS SHALL. BE SET BACK A MINIMUM OF (20) FEET FROM ANY STREET RIGHT OF WAY. ALL DWELLING UNITS SHALL BE SST BACK AT ;EAST (10) FEET FROM ALL COMMON AREAS, PARKING LOTS AND SIDEWALKS. ALL ACCESSORY USES SHALL BE SET BACK AT LEAST (5) FEET FROM ANY LOT LINE OR PROPERTY LINE. ALL STRUCTURES SHALL BE SET BACK AT LEAST (50) FEET FROM THE PERIMETER BOUNDARY OF THE MOBILE HOME PARK. SL.. 4�rj Z 2 - 1�3C,pZ5 SURVEYOR'S CERIFICATE TO: FIDELITY NATIONAL TITLE SHENANDOAH VALLEY NATIONAL BANK SHENANDOAH MOBILE COURTS, INC. THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED, WERE MADE (i) IN ACCORDANCE WITH -MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS" JOINTLY ESTABLISHED AND ADOPTED BY ALTA, ACSM AND NSP IN 1997, AND INCLUDES ITEMS 1, 2, 3, 4, 6, 7c, 8, 9, 10, 11 AND 13 OF TABLE "A" THEREOF, AND (0) PURSUANT TO THE ACCURACY STANDARDS OF A RURAL SURVEY. CARL J. RINKE JR. L.S 0 0403 DATE ►v (.T u N t7S 3—rRA��25 ALTA/ACSM LAND TITLE SURVEY ON THE PROPERTY OF SHENANDOAH MOBILE COURTS, INC. STONEWALL i,MAGLSTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SCALE: 1 "= 50' DATE: AUGUST 12, 1999 SHEET 1 OF 1 F-10611-1-0 VICINITY MAP SCALE: V = 2000' / NOTES: 1. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED ON ASSESSMENT MAP NO. 64 ((A)) PARCEL 27 AND ASSESSMENT MAP NO. 76 ((A)) PARCEL 1, AND IS NOW IN THE NAME OF SHENANDOAH MOBILE COURTS, INC. AS RECORDED IN DEED BOOK 321 AT PAGE 693 AND IN DEED BOOK 835 AT PAGE 1771 AMONG THE LAND RECORDS OF FREDERICK p�� P&COUNTY, VIRGINIA. FENCND 2• A TITLE REPORT WAS FURNISHED BY FIDELITY NATIONAL TITLE INSURANCE COMPANY CASE NO. FR-99-0305-F, EFFECTIVE DATE JUNE 7, 1999, THEREFORE, THIS PLAT MAY NOT INDICATE ALL ENCUMBRANCES ON THE PROPERTY FROM JUNE 7, 1999. 3. THE EXISTENCE OF VEGETATED OR TIDAL WETLANDS AND/OR HAZARDOUS WASTES WAS NEITHER INVESTIGATED NOR CONFIRMED DURING THE PERFORMANCE OF THIS SURVEY. 4. THE PROPERTY DELINEATED ON THIS PLAT IS LOCATED IN FLOOD ZONE "C",AN AREA OF MINIMAL FLOOD HAZARD, AS DETERMINED BY REFERENCE TO THE FEDERAL EMERGENCY MANAGEMENT AGENCY F.I.R.M. MAP NO. 510063 0200 B, EFFECTIVE DATE JULY 17, 1978. 5. THE TOTAL AREA OF THIS SURVEY IS 7.1241 ACRES AND IS ZONED MH-1. 6. THE PROPERTY DELINEATED ON THIS PLAT IS SUBJECT TO THE FOLLOWING EASEMENTS OF RECORD WHICH ARE LISTED IN THE ABOVE REFERENCED TITLE REPORT AND ARE NON -LOCATABLE. A) EASEMENTS GRANTED TO THE CHESAPEAKE AND POTOMAC TELEPHONE COMPANY AS RECORDED IN DEED BOOK 313 AT PAGE 469 AND IN DEED BOOK 538 AT PAGE 114. 540 AT PAGE 313 B) EASEMENTS TO THE NORTHERN VIRGINIA POWER COMPANY AS RECORDED IN DEED BOOK 275 AT PAGE 231. 8. CURRENT ZONING REGULATIONS AS PER MH-1 (MOBILE HOME COMMUNITY DISTRICT) ZONING OF THE COUNTY OF FREDERICK ARE AS FOLLOWS: SETBACK REGULATIONS: ALL DWELLING UNITS SHALL. BE SET BACK A MINIMUM OF (20) FEET FROM ANY STREET RIGHT OF WAY. ALL DWELLING UNITS SHALL BE SST BACK AT ;EAST (10) FEET FROM ALL COMMON AREAS, PARKING LOTS AND SIDEWALKS. ALL ACCESSORY USES SHALL BE SET BACK AT LEAST (5) FEET FROM ANY LOT LINE OR PROPERTY LINE. ALL STRUCTURES SHALL BE SET BACK AT LEAST (50) FEET FROM THE PERIMETER BOUNDARY OF THE MOBILE HOME PARK. SL.. 4�rj Z 2 - 1�3C,pZ5 SURVEYOR'S CERIFICATE TO: FIDELITY NATIONAL TITLE SHENANDOAH VALLEY NATIONAL BANK SHENANDOAH MOBILE COURTS, INC. THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED, WERE MADE (i) IN ACCORDANCE WITH -MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS" JOINTLY ESTABLISHED AND ADOPTED BY ALTA, ACSM AND NSP IN 1997, AND INCLUDES ITEMS 1, 2, 3, 4, 6, 7c, 8, 9, 10, 11 AND 13 OF TABLE "A" THEREOF, AND (0) PURSUANT TO THE ACCURACY STANDARDS OF A RURAL SURVEY. CARL J. RINKE JR. L.S 0 0403 DATE ►v (.T u N t7S 3—rRA��25 ALTA/ACSM LAND TITLE SURVEY ON THE PROPERTY OF SHENANDOAH MOBILE COURTS, INC. STONEWALL i,MAGLSTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SCALE: 1 "= 50' DATE: AUGUST 12, 1999 SHEET 1 OF 1 F-10611-1-0 SL.. 4�rj Z 2 - 1�3C,pZ5 SURVEYOR'S CERIFICATE TO: FIDELITY NATIONAL TITLE SHENANDOAH VALLEY NATIONAL BANK SHENANDOAH MOBILE COURTS, INC. THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED, WERE MADE (i) IN ACCORDANCE WITH -MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS" JOINTLY ESTABLISHED AND ADOPTED BY ALTA, ACSM AND NSP IN 1997, AND INCLUDES ITEMS 1, 2, 3, 4, 6, 7c, 8, 9, 10, 11 AND 13 OF TABLE "A" THEREOF, AND (0) PURSUANT TO THE ACCURACY STANDARDS OF A RURAL SURVEY. CARL J. RINKE JR. L.S 0 0403 DATE ►v (.T u N t7S 3—rRA��25 ALTA/ACSM LAND TITLE SURVEY ON THE PROPERTY OF SHENANDOAH MOBILE COURTS, INC. STONEWALL i,MAGLSTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SCALE: 1 "= 50' DATE: AUGUST 12, 1999 SHEET 1 OF 1 F-10611-1-0