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Home My WebLink About06-03 J. Carlson Cline - Self-Service Storage - Opequon - Backfile (2)z r- 0 N 9 U) m 0 GENERAL NOTES VDOT GENERAL NOTES LEGEND VICINITY ffAP C� 1. Methods and materials used in the construction of the improvements herein shall conform to the current VDOT standards and specifications. d specifications and/or current VD p County construction standards an p / during construction. to control erosion and siltation, including detention ponds serving as silt basins g 2. Measures g permit. The approval of these plans in no way must be provided prior to issuance of the site developmentp pp P Y0. e Virginia Erosion and Sediment relieves the developer or his agent of the responsibilities contained m the g Control Handbook. Engineer, Virginia De artment of Transportation permit must be obtained from the Office of the Resident g pV3. 3. A�g existing State right-of-way. County prior to construction in x Y VDOT and Frederick Cou g g permit b VDOT when such permit is uarantee issuance of an entrance er p 4. Approval of this plan does not g P Y PP P required under State law. „ e . A joint inspection will be held e determine d b VDOT ersonn 1 5. The exact location of all guard rails will b y p J P t Representatives, and Representatives of the Virginia Department of Transportation with the Developer, County p P g of paved ditches will be needed. The developer will be determine if and where guard rail and P (VDOT) to de g / P " determined b this joint inspection." Refer to responsible for providing guardrail and paved ditches as d y J p ' Department of Transportation VDOT Guard Rail and Paved Ditch Specifications. Virginia ima De artm p (VDOT) s and all applicable permits must be available at the construe tion site. Also a 6. An approved set of plan pp p representative of the developer must be available at all times. 7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic Control Devices (MUTCD). Vl. All work on this project shall conform to the latest editions of the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and Regulations and an other state federal or local regulations applicable. In the Sediment Control Regul ion y g pp event of conflict between an of these standards, specifications or plans, the most stringent shall be govern.40 V .All construction shall comply with the latest U.S. Department of Labor Occupational Safety and 2 p y P P Y Health Administration and VOSH Rules and Regulations. g _ e ar shall When working on VDOT right-of-way, of-wa all traffic control, whether permanent or temporary, y, g Y 'o manual. Furthermore all be in accordance with the current edition of VDOT's work area protection man P traffic control fla ers must be certified in accordance with the latest edition of the VDOT Road an gg _ Bridge Specifications, Section 104.04 C v 1 be responsible for relocating, at his expense, an and all utilities including V4. The developer shall p g, p y g 'v to utility company. It is traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private y p y the sole responsibility of the developer to locate and identify utility facilities or items, which may be in conflict with the proposed osed construction activity. . VDOT a roval of these lans does not P P Y PP P s responsibility. relieve the developer of this V5. Design features relatingto field construction regulations, and control or safetyof traffic may e i curred as a result of be subject to change as deemed necessary by VDOT. Any additional expens n any field revision will be the responsibility of the developer. V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT land use permits for any work on VDOT right-of-way. EXISTING INTERMEDIATE CONTOUR - - _ - - _ _ _ -- -- _ - 33 EXISTINGINDEX CONTOUR -o - ----- 330 PROPOSED CONTOUR E/P EXISTING EDGE OF PAVEMENT PROP E/P PROPOSED EDGE OF PAVEMENT +_ EX G86 EXISTING CURB AND GUTTER PROP C&G PROPOSED CURB AND GUTTER GG�6 CC,-6R TRANSITION FROM CG-6 TO CG-6R -- Y EXISTING TELEPHONE LINE PROPOSED TELEPHONE L]NE T T EX. 15 RGP EXISTING STORM SEWER ram- PROP. IS R P __.. G PROPOSED STORM SEWER EXISTING SANITARY SEER PROPOSED SANITARY SEWER SCALE 1 "= 2 ,000' W UJ z W o � > co 0_0 N Cq •- cn 1 - - cv � � N N ,1 W C 0 0 Id - c o Q) X CD7 �, "' "': %"• y.•5 ' •: r o `' ,� - x : •....' . • •,t.. , • ., ,.: 7tio .: _ w.r:. ,; } .c:�•.:, �,,� ..,,� :, ,. - i\:, - '� ,7 ,�((J-`�> . f, .. .. .. •.. , ,., ,. .. ,:° � .. ,% ° �:; ` '� `> .� " ` o +` ��EX r:/, '. �, y ; \ ��... o . 'a ' ,, 9'C� :.� .. ✓ . < ,)� \ v , �",� v ,.*,.., � _• . �..•,,�,;::l..,, _--....._..<1: .,.��'l.`•:�. � 1,f �/f ;. ,,: y, ,( . •' .:n. i r`v°' ; ,. r,, J ° _.';` ..:- ... - /t /-, f , :;: i \ r .,, , �': .. .� � . • - r / .. / / 1. r ,.1 V ram .. "-.mil', "`t.- :• � �� ,, ..a,.,.� > .• �/, ;/:-.�1,,,,�. , -,�f --,, - � ;. •.• -.... ^ : y l,,s r .. , . � > �� . ; ':T„° . �� r�:.• �% • o .r r ? i '� .. J 1 f �•,lY..�r e �' ,,,, �'`.) � !� ."°'��...•- s o ,.: �!., �>`i ��,�,•�t. `r�� t , : �: -:., oo. �• �' - :,(��f roc �..�: ,� . _ • _ ., . �, s u f, „ �;� ,:' � � .�.>.,.,, - r �:'u:Lrc _ ,� . �� - �,�". 'A• � � ---� ..._�� ''" � �, ; � , �};�, � �r •,. ?. � .; S Icy ��, ,I 't �40°74 ,�, �s:,. o; \. ! ` .... }/ , J :. ,:� /� • � ,(-,j;� . � � �- �. �,. ;� . • , °• t / ,, . � :• . , 4 `' �� L! a , � ... , r, .,.:� /11 , :. F.�. .`- - �:' r : �� v. ,� \ :; `LO �. . _.. _. %. C.. ) � '� - - �' � ` � '--� �� : !:.:.r .: � >�! �,��, 1.,, '' '� '� J1 ,.� ;tip cf(\i` :... : v. ,;76 � G? + .�`� c 750 `..•. e"-i ��; S '"�,� �, `� �:';. �✓:,r PROJECT INFORMATION 8. All unsuitable material shall be removed from the construction limits of the roadway before placing embankment. 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed for actual determination of required pavement thickness prior to placement. All final pavement and base course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true support values of the soils in the subgrade. Final pavement design shall be submitted during construction and prior to placement. 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated g P on the plans and as required at the field inspection. V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged and held b the engineer and/or developer with the attendance of the contractor, various CountySTREET Y g / P agencies, utility companies and VDOT prior to initiation of work. V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for any undetermined length of time. VDOT will also require 48 hours notice for any inspection. V9. The contractor will be responsible for maintaining adequate access to the project from the 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, access to other properties affected by this project shall be maintained through construction. The Developer shall have, within the limits of the project, an employee certified by the Department of Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation control devices and measures for proper installation and deficiencies immediately after each rainfall, EXISTING ELECTRIC SERVICE PROPOSED ELECTRIC SERVICE EXISTING GAS LINE ---�- PROPOSED GAS LINE PROPERTY LINE o FLOW LINE -` •••- •••-.- •••-... FENCELINE XXXXXXXXXXX EXISTING POWER POLE ADDRESS : 591 FAIRFAX PIKE STEPHENS CITY, VA. 22655 MAGISTERIAL DISTRICT : OPEQUON PARCEL IDENTIFICATION NO. ;_ 86-5-P LOT AREA : 4.10 AC. DISTURBED AREA : 4.10 AC. CURRENT ZONING : 52 CURRENT USE VACANT PROPOSED USE : PHASE I -SELF-SERVICE STORAGE FACILITY In �_ Q' `- � w cn �? LANDSCAE E CALCULATIONS 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall be minimum 6" diameter and conform to VDOT standard SB-1. at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and EXISTING TELEPHONE POLE iREQUIRED PROVIDED PERIMETER PARKING 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 ~-w'� -i-�i- PHASE I: MIN. 1 SHADE TREE PER 40 FEET OF 1483/40= 4 TREES 4 TREES 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 W W' T ° W PERIMETER PAWING 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free condition at all times. 36" cover and, when possible, to be installed under roadway drainage facilities. V12. Any unusual subsurface conditions encountered during the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adequate design can be determined by the engineer and approved by VDOT. EXISTING FIRE HYDRANT EXISTING WATER VALVE -` -�- INTERIOR PAF KING 26,110 3 TREES 3 TREES MIN. i SHADE TREE PER 10 SPACES TOTAL 1 TREES 1 TREES 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary m sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to existing lines. 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. V13PROPOSED All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to placement and fill. Where CBR testing is required, a VDOT representative rep shall be present to insure the sample obtained is representative of the location. When soil samples submitted to private laboratories for testing, the samples shall be clearly identified and labeled as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. WATER METER EXISTING REDUCER PROPOSED REDUCER STOP SIGN �- HANDICAP RAMP (CG-12) � _�ti._ /i UJ PARKING iCALCULATION5 EQUfRED PROVIDED REQUIRED PHASE I: 38,505 S.F. SELF SERVICE STORAGE 1/5,0t00 S.F. = 8 SPACES 36 SPACES INCLUDING 2 H.C. 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing utility verification and the proposed construction. 17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a result of his construction project within or contiguous to the existing right-of-way. V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be " compacted in 6 lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method A, within plus or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A copy of all tests shall be submitted to VDOT prior to final VDOT approval. DENOTES LOCATION OF STD VDOT 2 D OR JUR IC"' CCGGpN STAI�DAR P CO TR CTIO PARKING INDICATOR 12 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION ® Z � ,-� J U � U F.A.R.FALCULATIONS LOT" AREA FLOOOR AREA (F.A.R.) PHASE I: 4.70 AG = 204,133 S.F. 3,8,505 S.F. 38,505/204133 = 0.15 (F.A.R.)(J 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to Frederick Count Sanitation Authority prior to issuance of grading and/or site P Y Y P g g / permits. 19. The developer will be responsible for the relocation of any utilities which is required as a result of his The relocation should be done prior to construction. project. P 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected in accordance with state law. In the event gravesites are discovered during construction, the owner and engineer must be notified immediately. 21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering 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" per standard proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified b a registered P PP Y Y g professional engineer and results submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it should supersede the requirements in this note. 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. Names and telephone numbers of the and operators underground utility lines in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and further where determined necessary by VDOT Inspector. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design standards and is the responsibility of the developer. V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement markings must be installed by the developer or at VDOT's discretion, by VDOT on an account receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on VDOT's approved list. A copy of this list may be obtained from the District Material Section. Contact the local VDOT Resident Office with an questions regarding sin material and placement. 3' Y q g g g P V18PROPOSED office a list of all material sources prior to construction. Copies V all invoices for materials within any dedicated street right-of-way must be con The developer must provide e the local materials provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices may be obscured. 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 Bride Specifications 304 and VTM-10. A certified compaction technician shall perform these g P P P tests. A certified copy of the test results shall be provided to the Residency Office. In additions to checking stone depths, a VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. HANDICAP PARKING VEHICLES PER DAY COUNT 100 PROPOSED BUILDING ENTRANCE EXISTING STREET LIGHT PROPOSED STREET NAME SIGN SANITARY LATERAL CIMOUT SANITARY MANHOLE IDENTIFIER 12 STORM DRAIN STRUCTURE IDENTIFIER 6 EASEMENT LINE _ CENTERLN - EXISTING SPOT ELEVATION 0. 12 1PVASE F-4 W p', E 4 W �} F-., Z WZdevelopment �' � � 0 O 0 U (x,Cl) U) Z W W o O J U �� U W W > W O Q U� Q� 4 � W • OPEN SPACE CALCULATION SITE AREA IMPREVIOUS PREVIOUS REQUIRED PROVIDED " AREA AREA ZONE E = 15% I: 204,133 S.F. i00,522.60 S.F. 104,210.40 S.F. 30,109.95 S.F. 100,522.�00 S.F. OR 51io - • OWNER CONTRACTOR NO T;o:��. 1. NO USES OTHER THAN SELF STORAGE SHALL BE PERMITTED WITH PHASE I OF THIS SITE PLAN 2. NO DUMPSTER PROPOSED WITH PHASE I OF THIS SITE PLAN 3. RV 4 BOAT STORAGE WILL NOT BE PERMITTED TO B>E STORED AT THE PROPOSED FACILITY 4. NO INDIVIDUAL SELF STORAGE UNIT SHALL EXCEED 1000 SF IN FLOOR AREA. 5. ALL SIGNS SHALL CONFORM WITH FREDERIGK COUNTY ZONING ORDINANCE SECTION 165-30. A SIGN PERMIT SHALL BE REQUIRED FOR ALL SIGNS PRIOR TO INSTALLATION/CONSTRUCTION. 6. FIRE MARKINGS AND SIGNAGE SHALL BE REQUIRED THE ENTIRE LENGTH OF THE ONE WAY ACCESS LANE ON THE NORTHWEST SIDE OF THE PROPOSED BUILDINGS. THIS SHALL ENSURE IMMEDIATE ACCE55 TO THE FIRE HYDRANTS AND TURNING RADIIUS BETWEEN STRUCTURES. 1. FIRE HYDRANTS SHALL BE DESIGNED TO BE CAPABLE OF 1000GPM WATER SUPPLIES PER FREDERICK COUNTY CODE. 8. NOTE TABLE 105.2 OF BOCA FOR FIRE RATING OF E>KTERIOR WALLS OF ONE HOUR IF SEPARATION IS NOT 30+ FEET BETWEEN STRUCTURES OF S-i USE. 9. A DEMOLITION BUILDING PERMIT SHALL BE ISSUED 70 REMOVE THE EXISTING STRUCTURES AND PLEASE THE REQUIREMENTS OF THE VU55C, SECTION 110.1.3 OiF THE ASBESTOS INSPECTION PRIOR TO ISSUANCE. TRIP GENERATION 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 specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. A certified copy of the test results shall be provided to the Residency Office. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. V22. Final location of CG-12 Curb Rams shall be determined b VDOT inspector. P Y P + PROPOSED SPOT ELEVATION EXISTING TREE LINE �� EXISTING TREE ��1 15 OAK 15 PINE PROPOSED TREE r,. 15" OAK 15" PINE c -, PROPOSED TEST PIT CZ)`f �u '1 L CLASS USE TRIP RATE USE VPD 151 PHASE I: 151 MINI -WAREHOUSE WEEKDAY: 36,5 ° 2.50= AM PEAK HOUR. 38,5 ' 028= PM PEAK HOUR: 38,5 + 029= TRUCKS WEEKDAY (5%) 96 TRIPS • 0.5= TOTAL WEEKDAY= 96 11 11 5 96 UTILITY CONTACTS Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 Winchester, VA. 22604 Winchester, VA 22604 (540) 868-1061 (540) 869-1111 FCSA CONSTRUCTION NOTES Power: Allegheny Power Phone: Verizon P.O. Box 1458 Hagerstown, MD 21741 P.O. Box , MD 2 1-800-654-3317 Baltimore, MD i.,1297 (301) 954-6282 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. DATE REVISION n ®I EA n nT ,�v VE p� SHEET tr i/GLL i.7j�f�fJ 316103 REVISED AS PER COUNTY COMMENTS T Project Name: � CARLSON CLINE 316103 REVISED AS PER VDOT COMMENTS MISS UTILITY 1-800-257-7777 4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS THROUGH 2" IN SIZE. 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 BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE 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 ASSEMBLY INSTALLED CORRECTLY. T OP O , r� ice �TUNG _ No. 026715 ) O ° Owner: Address, Including Zip Code & Telephone No. 127 MERCEDES COURT STEPHENS CITY STORAGE, LLC. WINCHESTER, VA 22603 (540) 665-2792 FIRMARSHAL'S N TE Fire lane markings and signage: Developer: Address, Including Zip Code &Telephone No. Any "No Parking" signs and yellow painted curb locations will be installed by field inspection at the direction of the Fire Marshall's Office. 5. FOR WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES: A. THE LOCATION OF THE SERVICE LATERAL IS TO BE COORDINATED WITH THE AUTHORITY'S ENGINEERING ASSISTANT. AN APPLICATION FOR SERVICE MUST BE MADE AND FEES PAID BEFORE WORK WILL BEGIN. -4 Z (05. , SIONAL SAME AS ABOVE SHEET T INDEX FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD# B. THE AUTHORITY SHALL FURNISH AND INSTALL ALL 5/8", 3/4" AND 1" WATER SERVICES. I COVER SHEET 2 E45 NARRATIVE 4 DETAILS AMD MISC. DETAILS 3 EROSION 4 SEDIMENT CONTROL PLAN 4 SITE PLAN 4 PROFILES AND DETAILS 5 SLUM NARRATIVE ROUTING 4 DETAILS Engineer Certifying Plan: Address, Including Zip Code & Telephone No. 151 WINDY HILL LANE GREENWAY ENGINEERING WINCHESTER, VA 22602 540 662-4185 STATIC PRESSURE = STATIC PRESSURE = RESIDUAL PRESSURE = RESIDUAL PRESSURE = AVAILABLE FLOW = AVAILABLE FLOW = SOURCE: SOURCE: DATE: DATE: C. FOR ALL 1 1/2" AND 2" WATER SERVICES, THE AUTHORITY SHALL MAKE THE TAP AND BRING THE PIPING TO THE PROPERTY LINE. THE CONTRACTOR IS TO FURNISH & INSTALL THE METER VAULT ASSEMBLY. THE AUTHORITY WILL INSTALL THE METER. D. THE AUTHORITY WILL INSTALL ALL SEWER LATERALS. 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. PROFESSIONAL SEAL &SIGNATURE THESE PLANS ARE IN CONFORMANCE WITH COUNTY OF FREDERICK STANDARDS AND APPROVAL DATE: JANUARY 2003 SCALE: N/A 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS REQUIRED. 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. Q A REMOTE READOUT IS REQUIRED. 6 LANDSCAPE 4 FENCE PLAN 4 DETAILS AND FCSA DETAILS I kan.,. „f ' �� ' �„3 �� ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY THE ZONING ADMINISTRATOR PRIOR TO CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE DESIGNED BY: NTA/JNT HANDICAPPED PARKIN NOTE Handicapped parking spaces and aisles shall slope no greater than 2% in all directions. JOB N0. 2207N SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET 1 OF 6 EROSION AND 5EDIMENT CONTROL NARRATIVE: C� CONSTRUCTION OF A SILT FENCE SILT FENCE CULVERT INLET ROCK CHECK DAM Z o STONE CONSTRUCTION ENTRANCE (WITH WIRE SUPPORT) PROTECTION 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. PROJECT DESCRIPTION TRENCH UPSLOPE ALONG THE LINE 2 ACRES OR LESS OF DRAINAGE AREA: THE PROPERTY IS LOCATED APPROXIMATELY ONE-HALF MILE EAST OF THE INTERSECTION OF ROUTES 211 70' ANN.EX577NG OF POSTS. ENDWALL PA�NENr� AND 641. THE SITE AREA IS 4.1 ACRES OF WHICH APPROXIMATELY 5 ACRES WILL BE DISTURBED FOR THIS Uj A ' :1 PROJECT. PHASE I OF THIS PROJECT CONSISTS OF THE CONSTRUCTION OF 1 STORAGE BUILDINGS TOTALING W 6" 35,800 SF AND ASSOCIATED PARKING. PHASE II CONSISTS OF AN 5000 SF OFFICE/STORAGE BUILDING AND e. NIN A A U10U BDW � % �/- 3, ASSOCIATED PARKINCs. SIDE ELEVATION J % 1 TOE °F ALL CULVERT FILTER cME TOTH _ I _ (OPTIONAL) EXISTING SITE GONDITIONS Exmwc c I THE SITE IS COVERED BY OPEN GRASS AND BRUSH AND PRIMARILY DIRAINS TO THE NORTH TOWARD A 70'wM /� 1 l� 1 (DOWNSTREAM VIEW) FORMER POND THAT HAS BEEN BREACHED. THE FRONT OF THE PROPERTY DRAINS TO A DITCH FLOWING W � VDOT #1 WEST ALONG RTE. 211. THE DITCH DRAINS TO A LOW POINT ON THE ADJIOINING DONALD SHIFLETT PROPERTY ID 10' MIN. - � ,, Oo - _ _ __ ___ __ __________ ___ __ _ TO THE WEST, WHERE IT MEETS A fro" CONC. PIPE FLOWING NORTH UNDER: RTE. 211. HERE A CHANNEL FORMS DO s �N>z COARSE AGGREGATE AND FLOWS NORTH ACROSS THE DONALD SHIFLETT PROPERTY THEN EA1ST INTO THE FORMER POND AT THE I FLOW ° FLOW 21 3 REAR OF THE PROPERTY. FROM THIS POINT, THE WATER DRAINS THROUGH THE BREACHED DAM AND EAST ¢ .� L2 co 12' NIN , )0' N/N. P (SPNG III III } ACROSS THE ADJOINING JOHN SHIFLETT PROPERTY. CO 1Ln 4" LTOE OF FILL ��3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFlLL AND COMPACT THE o ° ADJACENT PROPERTY ^" FENCE AND EXTlT1D IT INTO THE TRENCH. EXCAVATED SOIL ° THE SITE IS BOUNDED BY ROUTE 2-1-1 TO THE SOUTH, AND RESIDENTIAL PROPERTY ZONED RP TO THE NORTH, >~ VDOT /1 PQSITN£ D2VNACf 10' N/K SILT FENCE o 0 COURSE AGQWG47E B 1O SMMENT I -DISTANCE IS 6' MINIMUM IF FLOW 2-10 ACRES OF DRAINAGE AREA: EAST, AND WEST. •� °•.�' 0 I 1R4PRNG DEVICE IS TOWARD EMBANKMENT L O • OF ING„o S MD PLAN VIEW FLOWEROSION AND SEDIMENT CONTROL MEASURES v 4) /� {- 6„ 1-1 UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROT510N AND SEDIMENT CONTROL ) 12'MIN. / J - OPTIONAL STONE COMBINATION MEASURES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO ITHE MINIMUM STANDARDS AND II -'_-" w'v _ II 3' SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANNDBOOK. 3' MIN. '� '-ems' /�- FILTER CLOTH ,.D' 1.5' (OPTIONAL) STRUGTUi-AL MEASURES �' � FLOW _ (DOWNSTREAM VIEW) PHASE I: N Q) � F`� r`°"' SECTION A -A � ® I`-� 1I A CONSTRUCTION ENTRANCE WITH WASH RACK (3.02) SHALL BE PROVIDEED TO THE PROJECT AREA FROM � � y HE TRENCH. =III I COOT #1 ROUTE 211. THE CONSTRUCTION ENTRANCE SHALL REMAIN THROUGHOUT BOTH PHASES. w s. COARSE AGGREGATE Am EXTENSION OF FABRIC AND WIRE INTO TFLOW �- 2.5' FLOW FILTER FABRIC 2• SILT FENCE (3.05) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO INITERCEPT AND DETAIN SEDIMENT AND REDUCE FLOWS OFF THE BERM ALONG THE WEST SIDE OF THE PROPERTY. A DIVERSION DIKE (3.09) SHALL BE CONSTRUCTED AS SHOWN ON THE P'LANS TO DIVERT OFFSITE DRAINAGE WIRE I I *VDOT #3, #357. #5, #56 OR 057 COARSE AGGREGATE CLASS I RIPRAP RONFORCED CONCRETE DRaN SPACE ? _-I TO REPLACE SILT FENCE IN " HORSESHOE " WHEN AWAY FROM CONSTRUCTED SLOPES. HIGH VELOCITY OF FLOW IS EXPECTED CLASS I RIPRAP SECTION B-B A TEMPORARY SEDIMENT BASIN (3.14) SHALL BE PROVIDED TO DETAIN SEDIMENT LADEN RUNOFF FOR SOURCE: Ad ted from Installation of Straw and Fabric Filter Harriers for Sediment Control, PLO. 3.05-1 SOURCE: VA. DSWC PLATE. 3.20-1 ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE OtUT. AFTER THE SITE HAS BEEN Z SOURCE.' ADAPTED from 198J ftlond Standords for So/ erosion and Sedtmerlt Control, and Va • DSI('L" Plate J.02-1 3�vod �'f01L SOURCE: ADAPTED from VDOT Standard Sheetz and Va. DSWC PLATE. 3.08-1 STABILIZED, THE BASIN SHALL BE CONVERTED INTO THE FINAL STORMWWTER MANAGEMENT FACILITY AS 0 DEPICTED ON THE PLANS. OFFSITE DRAINAGE FROM THE WEST SHALL BE DIVERTED AWAY FROM SEEDIMENT BASIN AND INTO THE W PIPE OUTLET CONDITIONS TABLE 3.31-B TABLE 3.32-C CONCRETE DITCH. a TEMPORARY DIVERSION DIKE SITE SPECIFIC PERMANENT SEEDING MIXTURES A A ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS FOR APPALACHIAN/MOUNTAIN AREA CULVERT INLET PROTECTION (3-00) SHALL BE INSTALLED ON ALL CULVERT PIPES PRIOR TO PERMANENT STABILIZATION OF DISTURBED AREAS. 'QUICK REFERENCE FOR ALL REGIONS' Total Lbs, Minimum Care Lawn Per Acre TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL 15E PLACED ON ALL CRITICAL ado -Commercial or Residential 200-250 lbs. SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED ,4REAS. Compacted Soil d° Rate - Kentucky 31 or Turf -Type Tall Fescue 90-100% N11 Planting Dates Species (lbs,/acre) - Improved Perennial Ryegrass 0-10% PHASE II: PIPE OUTLET TO FIAT - Kentucky Bluegrass 0-10% ALL CONTROLS INSTALLED IN PHASE I TO REMAIN FOR THE DURATION OIF THE PROJECT. W 18" min. AREA WITH NO DEFINED E-+ CHANNEL High -Maintenance Lawn --Flow PLAN Vim' TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL 1BE PLACED ON ALL CRITICAL 11-11- 111111 11Annual Mix Ryegrass Minimum of three (3) up to five bluegrass from approved list for varieties of use In Virginia. 125 tbs. D Q Sept, 1 -Feb• 15 SLOPES (3:1 OR GREATER) ANAS NEEDED TO STABILIZE DISTURBED 4REA5. Annu L a (Lolium multi-florum) & 50 - 100 General Slope (311 or less) VEGETATIVE MEASURES Cereal (Winter) Rye 0 x (Seca[ cereale) PERMANENT OR TEMPORARY 501L `7ABILIZATION SHALL BE APPLIED TLO DENUDED AREAS WITHIN SEVEN (1) OF jr 4.5 min. d - Kentucky 31 Fescue 128 tbs. f I I d -Red Top Grass 2 tbs, D,4Y5AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION 0 -T- Feb, 16 - Apr, 30 Anuat Ryegrass 60 - 100 - Seasonal Nurse Crop3K* 20 lbs. SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT SECTION KEY Lx e"-s-; REcoiDeExnim FOR ENTIRE PER➢DTlDi (LoLiium multi-florum) 150 tbs WILL REMAIN DORMANT FOR LONGED? THAN FOURTEEN (14) DAYS. PERMANENT 501L STABILIZATION SHALL BE Low -Maintenance Slope (Steeper than 30 APPLIED TO ALL AREAS THAT ARE (0 BE LEFT DORMANT FOR MORE THAN SIX (ro) MONTHS. U TUNG SUMAC - Kentucky 31 Fescue 108 tbs. 1-0 No. 026715 k1 A May 1 - Aug,1 German Millet 50 - Red Top Grass 2 tbs, Y g• TOPSOIL THAT HAS BEEN STOCKPILED SHALL BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH O� 10-31 1 (Setarla Itatica) -Seasonal Nurse Crop#� 20 lbs. SOURCE: VA. DSWC PLATE 3.09-1 A ado (�•) - Crownvetch 20 Lbs• AND/OR TEMPORARY VEGETATION i'" 1'1EDIATELY AFTER GRADING. S 150 lbs d° _ I Perennial Ryegrass will germinate faster and at lower soil ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS AFRE TO BE MACHINE -COMPACTED, �IONAL temperatures than Fescue, thereby providing cover and erosion SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/TOR PERMANENT VEGETATIVE COVER PIPE OUTLET TO WELL Seeding resistance for seedbed. WITHIN FIVE (5) DAYS AFTER GRADING. DEFINED CHANNEL ow Use seasonal nurse crop in accordance with seeding dates as v, PLAN VIEW II Seed shall be evenly applied with a broadcast seeder, drill, stated below, MANAGEMENT STRATEGIES o ANTI- VORTEX DEVICE DESIGN l cultlpacker seeder or hydroseeder, Small grains shall be March, April through May 15th Annual Rye CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY L a planted no more than one inch deep. Grasses and Legumes May 16th through August 15th FoxtaiL Millet m shall be planted with no less than 1/4' soil cover. August 16th through Sept.,Oct. Annual Rye AS POSSIBLE. N PRESSURE %ZRELIEF DU. HOLES o i-- - November through February Winter Rye s ox I THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATIION AND MAINTENANCE OF ALL y A O O A O O TOP STIFFENER (IF REQUIRED) d xxx If Flatpea is used, increase to 30 lbs,/acre, All Legume seed EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE IMEASURES THROUGHOUT THE IS-X-X-ANGLE WELDED NOTES: must be property Inoculated. Weeping Lovegrass may also be TO TOP AND ORIENTED PER- SECTION A -A PROJECT ARE CRITICAL TO THE EFFECTIVENESS OF THE PROGRAM. O O PENDICULAR TO CORRUGATIONS. FILTER CLOTH KEY IN 6'-9"; RECOMMENDED FOR ENTIRE PERnQ,M 1. 1Hs r,a NAY BE PRVC#M ae C45T N �. included In any slope or low-maintance mixtures during warmer z CON �ro�aAW N r cwm x rvaL seeding perlodsl add 10-20 tbs/acre In mixes, NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION . a>r� aaa . Dunm HN'ND A � AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND O O TOP IS -GAGE CORRUGATED BASKET, OR CONCRBTB.OF � FOR AS�T OR �Co 1DND'"� °f axe[ ""'i O O O METAL OR 1/B- STEEL PLATE. 2. Ia IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED PRESSURE RELIEF HOLES MAY USING PIATES 3.18-3 AND 3.18-4. REMOVED. r , aa�eaet� nc emmr °� nc arx W^ BE OMMITTED, IF ENDS OF 3. d = 1.5 TLME3 THE MAXIMUM STONE DIAMETER, BUT NOT A1O E SLOPE OF UM aim W"A F-- I TO nc sinrc ar sueaax caxus CORRUGATIONS ARE LEFT FULLY LESS THAN 6 INCHES. AND 1071EDMHO:,/EFAOCHT. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN FIVE (5) DAYS OF COMPLETION OF PLAN VIEW OPEN WHEN THE TOP IS =I�� a THIS CURB TO BE USM WHEN DM" SPEED ATTACHED. Source: Va. DSWC Plate 3.18-1 5 *W&%r.IF 'N SPEWS D GRADING. sUaxaw R D nae 5 RE � ARE T D o®m srNov�D co-Y a rmaNWn. `J AND I I CYTALPPE OR FABRICATED FROMCORRUGATED _'--�_• ,,•,, ,T,.--.- DRAINAGE SWALES SHALL BE STABILIZED WITH CHECK DAMS UNTIL VEGETATION HAS BEEN WELL H 1/8- �- :•a •-:. T ESTABLISHED, AT WHICH TIME THE CHECK DAMS SHALL BE REMOVED. J r H STEEL PLATE. _ ' - • `.:''• DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM ER05ION AND 5EDII"1ENT CONTROLS. ADDITIONAL 8" MIN. NOTES: RISER PIPE BASE CONDITIONS ,• s I • CONTROL MEASURES MAY BE NECESSARY DUE TO CONTRACTOR PHA51N4G OR OTHER UNFORESEEN 1. THE CYLINDER MUST BE m M as FIRMLY FASTENED TO THE �-0' �^; ^ CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE TOP OF THE RISER. ^�++-a � FOR EMBANKMENTS LESS TM'-"°^"�'-°°'�'' SHOWN, AS NEEDED, IN ORDER TO CONTROL EROSION AND CONTAIN SEDIMENT ON SITE. ALL MEASURES I-� S X 12- SUPPORT eAR SIZE 2. SUPPORT BARS ARE WELDED SHALL BE INSTALLED ACCORDING TO THE STANDARDS AND SPEC,IFICATIION5 IN THE VIRGINIA EROSION AND r.i Spq� g� (/a REBAR NW.) TO THE TOP OF THE RISER O (71P1G1L) OR ATTACHED BY STRAPS A 0 HIGH SEDIMENT CONTROL HANDBOOK. O Q m BOLTED TO TOP OF RISER. RJR DIAMETER I MAINTENANCE F-1 0 SECTION A -A ISOMETRIC CONCRETE BASE FOR EMBANKMENT 10' OR LESS IN HEIGHT ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPIERINTENDENT OR HIS Q W REPRESENTATIVE AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREAITER THAN 05 INCHES OF RAIN PER 24 HOUR PERIOD. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE RIEPAIRED BY THE END OF THE DAY. (°w L COMBINATION 6" CURB &GUTTER SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS IS 11]4 I!__) 602 vIRCINa oEParznaeNr of 1wwsPORrAnoN MAINTAINED. ALL AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED UNTIL GRASS IS ESTABLISHED. W 0 0W SEDIMENT BASIN SCHEMATIC -,w D 10' OR LESS TRAPPED SEDIMENT 18 TO BE REMOVED AS REQUIRED TO MAINTAIN 5056, TRAP EFFICIENCY AND DISPOSED U) OF BY SPREADING ON SITE. ELE VA- TIONS6. MAXIMUM TAIL WATER CONDITION MINIMUM TAIL WATER CONDITION GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILP-UP. IF THE GRAVEL OUTLET IS • CREST OF EMERGENCY CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPILACED IMMEDIATELY. DESIGN HIGH WATER SPILLWAY I I - NTS NTS p' (25-YR. STORM ELEV.) 13100 W i31b0 U 18" � �°�� 1 THE CONTRACTOR (S RESPONSIBLE FOR KEEPING EXISTING PUBLIC ROAIDS IN A GLEAN, DUST AND MUD FREE, � MIN. 1.0' 11 t ` _ CONDITION AT ALL TIMES. U1 I ( I 054-4 MIN. 1.0' 3Do 3Do PHASES OF LAND DISTURBANCE ACTIVITIES W '� -f �D-�- CONCRETE d w _ - - - - . • . if RISER CREST 736.00 DO Do 1. CLEARING AND GRUBBING FOR SEDIMENT CONTROL DEVICES ONLY. U) 67 C.Y./ AC. _ _ - _ _ DEWATERING -134.50 0 1 2. PLACEMENT OF SEDIMENT CONTROL DEVICES. DRY " STORAGE _ - - - - - - _ - . • _ :. - DEVICE + + 3. OBTAIN INSPECTOR'S APPROVAL PRIOR TO BEGINNING GRADING OPEFZATION5. SOURCE: VA. DSWC PLATE. 3.14-14 5 ra 2 q 4. CLEAR AND GRUB REMAINDER OF SITE. W c.Y.S AR OUTLET 3 3 5. ROUGH GRADE SITE. " WET STORAGE _ 1 Win. 1 Min, -T. FINAL GRADING. DIAMETER OUTLET8. RESTORATION AND STABILIZATION OF DISTURBED AREAS. SEDIMENT CLEANOUT POINT La PIPE S. REMOVE EROSION AND SEDIMENT CONTROL MEASURES WITH THE APPROVAL OF THE INSPECTOR (" WET " STORAGE REDUCED DIAMETER DATE: DECEMBER 2002 TO 34 C.Y./ ACRE) La "133.25 SCALE: NA DESIGN ELEVATIONS WITH STR PIPE Q 10 VEL Channel Channel Tail Crushed Stones Apron length(La) Apron Width(W) EMERGENCY SPILLWAY NO, Do(inch) (CFS) (FPS) N D(f t) Water Class Type-dia, MIN. (FT) MIN, (FT) DESIGNED BY: TNA 1 15 1,79 3.56 0.05 NA MIN. lA d50-6' 6ft 7,25ft SOURCE: VA. DSWC PLATE. 3.14-2 3 15 8,31 6.78 0,05 NA MIN lA d50-6' 11,5ft 12,75ft FILE NO. 2207N SHEET 2 OF 6 F_ z 0 M 00 v 0 (y) 0 0 N m 0 M 0 3 NOTE: THE FIRST STEP IN GRADING OPERATION SHALL 5E CONSTRUCTION OE THE PROPOSED DRAINAGE CHANNEL AND BERM, TO PREVENT THE STORM DRAINAGE GOING TO THE ADJACENT PROPERTY ER0510N/5ED IMENT CONTROL LEGEND NO. KEY 6YM50L DESGRIPTION 3.02 GE TEMPORARY GRAVEL CONSTRUCTION KM ENTRANCE WITH WASH RACK 3.05 O X-X X SILT FENCE 3.01 IP STORM DRAIN INLET PROTECTION 3.09 DD D TEMPORARY DIVERSION DIKE 3.10 FD FD TEMPORARY FILL DIVERSION 3.12 DIVERSION 3.13 TEMPORARY SEDIMENT TRAP 3.15 OP OUTLET PROTECTION 3.20 CD --' --, CHECK DAMS 333 SO SO SODDING 3.38 TP 0-0-0 TREE PROTECTION LCG LIMITS OF CLEARING d GRADING DRAINAGE DIVIDES CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START ESLGND2 .�41 e ' i 00, i hi ! * ♦ +w 7 • 'V f PRE -DEVELOPMENT DRAINAGE DIVIDES It, =1000' RE5PON51BLE LAND D15TURBER NAME: PAUL NE6LEY GERTIFIGATION #: i3140 DATE: 2/15/2005 THE RE5PON51BLE LAND DISTURBER 15 THE PARTY RE5PON51BLE FOR GARRYIN6 OUT THE LAND DISTURBING ACTIVITY A5 5ET FORTH IN THE PLANS. POST -DEVELOPMENT DRAINAGE DIVIDES 1 "=1000' pond 1 738.0 73E.8 735.E 0 734.44 w 733.2_Z 732.0 0.0 0.5 1.0 1.5 Storage (acfl) (with an emergency spillway) Project 2201 Basin " 1 Total area draining to basin: 864 acres. Basin volume Design Wet Storage: 1. Minimum required volume = 61 cu. yds, x Total Drainage Area. 61 cu. yds. x 8_4 acres = 562.8 cu. yds. 2. Available basin volume = 564.1 cu. yds. at elevation 134.5. (From Storage - elevation curve) 3. Excavate . cu. yds. to obtain required volume. 4. Available volume before cleanout required: 33 cu. yds. x 8_4 acres = 211.2 cu. yds. 5. Elevation corresponding to cleanout level = 133.25 (From Storage - Elevation Curve) 6. Distance from invert of the dewatering orifice to cleanout level = 1.25 ft. (Min. = 1.0 ft.) Dry Storage: 1. Minimum required volume = 61 cu. yds. x Total Drainage Area. 61 cu. yds. x 8_4 acres = 562.8 cu. yds. 8. Total available basin volume at crest of riser = 1210 cu. yds. at elevation '136. (From Storage - Elevation Curve) •Minimum = 134 cu. yclaJacre of total drainage area. 9. Diameter of dewatering orifice = 7 in. 10. Diameter of flexible tubing = 9 in. (diameter of dewatering orifice plus 2 inches). Preliminary Design Elevations i1. Crest of Riser = 136 12, Top of Dam = 135.5 13. Design High Water = 138 14. Upstream Toe of Dam = 132 12. Length of Flow L = Effective Width WE 3.1 If P_ 2, baffles are not required If 4, 2, baffles are required unoff 13. 02 = 18.rooe cfs (From Chapter 5) 14. 0100 = 36.6 cfs (From Chapter 5) Principal Spillway Design 15. With emergency spillway, required spillway capacity Qp = Q2 = l5b'5 cfs. (riser and barrel) 16. With emergency spillway: Assumed available head (h) = i ft. (Using Q2) h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation 11. Riser diameter (Dr) = 30 in. Actual head (h) = 0.65 ft. (From Plate 3.14-6.) Note: Avoid orifice flow conditions. 18. Barrel length (1) = 45.5 ft. Head (H) on barrel through embankment = 5.15 ft. (From Plate 3.14-1). 19. Barrel diameter = 18 in. (From Plate 3.14-5 or Plate 3.14-A). 20. Trash rack and anti -vortex device Diameter = 48 inches. Height = Ire inches. (From Table 3.14-D). Emergency Spillway Design 21. Required spillway capacity Qe = Q100 - Qp = 15.1 cfs. 22. Bottom width (b) = 12 ft.t the slope of the exit channel (s) 0.033 ft./foott and the minimum length of the exit channel (x) = 44 ft. (From Table 3.14-C). Anti -Seep Collarr Design 23. Depth of water at principal spillway crest (Y) = N/A Slope of upstream face of embankment (Z) = N/A Slope of principal spillway barrel (Sb) = N/A Length of barreil in saturated zone (Ls) = N/A 24. Number of cellars required = N/A dimensions = N/A Final Design Elevations Top of Dam = 138.60 Design High Wager = 131.80 Emergency spillwiay Crest = 131.00 Principal spillway Crest 2 136.00 Dewatering Orifiice Invert = 134.50 Cleanout Elevatiion = 133.25 Elevation of Upstream Toe of Dam Or Excavated Bsottom of "Wet Storage Area" (if excavaition was performed) = 131.15 Line ToLine LineLength Incr.Area TotalArea RunoffCoeff. IncrC x A TotalC x A InletTime TimeConc Rnfallnt TotalRunoff AdnlFlow TotalFlow CapacFull veloc Pipe5lze Pips5lope Inv ElevUp Inv ElevDn HGLUp HGLDn Line ID (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (cfs) (cfs) (ft/8) (in) 001) (ft) (ft) (ft) (ft) i End 55 132 132 0.2 0.26 0.26 5 5 r0.8 1.19 0 1.19 4.52 3.41 15 0.49 144.58 144.31 145.13 144.86 S 2 2 End 133 1.5"1 1.51 0.92 1.44 1.44 8.4 6.4 5.8 83 0 8.3 1 6.8 15 1 136.5 135.11 138.31 13(oA2 3-4 Z W W Z CD Z W O CQ � 00 C\2 Nt I (coo � .G 1 0 Zx �y I �CV W � ) � tj W ) �,to U L ~ Ey A w i4 rM 170 hlk"**N W ca O GL z 0 5 w a w N A H OF Gr �o v TUNG MKUSUM ' r No. 026715 ZONAL <- W Z H a' �J u > U_ H Z t:� U) 0 O � CO F-4 U) _ Q w U �D > �W OQ z O ,.4 H ■ W U) W DATE: DECEMBER 20021 SCALE: 1" = 30' DESIGNED BY: TNA FILE NO. 2207N SHEET 3 OF 6 DONALD R. SHIFLETT, ET UX u ZONE • RP �, USE: UNIMPROVED,,' / DONALD R. SHIFLETT, ET UX TM " 86-5-4 / �; — — ZONE: RP JAMES M. HABEL I 74� ;� USE: RESIDENTIAL 135 ` ZONE: RP W ix / �" <-- --�l ,' _�_ '�_ _ �► USE: RESIDENTIAL I \ W TM 86-5-E Z �� -- - TEMP. CONSTRUCTION r � ``� �'`` _ — _ \ \ TM 86D-32-5 I \ a GRADING LIMITS .-( (� I rna `,,r x (o' BOARD ON BOARD FENCE -- W/ GONG. BOLLARDS "� WI - - I I Z I PROP. PH ASSEMBLY I PROP. PH ASSEMBLY b1MIt5 of CLEARING GRADING I I �, LIMITS OF CLEARING GRADING W/ GONG. BOLLARDS �(5EE DETAIL ON THIS 5HEET) '"��. (SEE DETAIL) fiN -_--- - -_, I I , W T 5T PI iI e \ (SEE DETAIL) y / \ _ l I� , 0 Lc) I- 12"x H WE T�4P E 'a— _ _ _ _. _ l38 1► IWIN_� %" c� i Nt BY PGSA - j �4 2d 74(o __ _ ._ 144 — o 138 3$ X X -135� _ \ 1a� i . \ i47 �4�i ~ -_ -� _ _. y 142 ON WAY SIGN —� 140 39�X —► -135. 133'-I8 , o -136 �3F, jX, i �j I Q � c X Gay° =IN ,�I I \ x x —► '—' — �� ONE WAY SIGN E \ ONE WAY 51GN 39 % 38 6 �! �- W/L ESMT. �4 BE o W/L 44 ONE W PROP. 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WRON n A s 51 N EP F, -ONE WAY SICK l i 9l 1 - ' 14(o IV X144 lJC I �38 3(0 a , � x\ 3$ 4• /i I OP 1•!- RUIT LIMITED PARTNERSHIP LIMITS OF CLEARING s GRADING 523*001� - 885.Q0, ZONE: B2 -- / PROPOSED'DDITIONA.� K/I,U JOHN 8 SHIFLETT, ET UX ! / __ --\\ \a M1 �U tl. �a °s i ul Lq USE: UNIMPROVED «� — ZONE: RP \ \ ,, `\ I ruNG NIK[ usvMA x % u it s-- V� TM � 86-A-SO x DEDICATION PO .I<UTURE RIGHT USE: RESIDENTIAL / l \ ~ f \ \ JONES E. LORETTA �o No. 026715 16-14, �' I - TURN ,_ANE RELOCATION TO THE TM * 86-5-c� � � _ __ -�� __ _ � \ \ \ ZdNE: RP � �� I SUBJECT PROPERTI'. / / — _ _ \ \ / \ USE: RESIDENTIAL ` ` IDNAL / �\ / / TM �' 86D-32�4 1 ! K 30 15 0 \ 30 60 I x SCALE: 30' EX 24' MIN. R/UJ PROP. R/UJ VARIES VARIES VARIES z m EX. PVMT. SECT. X MILL 1211A 1/211 Dm TIE IN JOINT VAR_ 1_ E6 GRAVEL PROP. PVMT. SECTION SHOULDER 1-1/211 - 5M -12.5A NOTE: THE PAVEMENT AND STONE 3" _ BM-25 0 DEPTH SHALL MATCH EXISTING OR a" - 21-A BE AS PROPOSED WHICH EVER 15 GREATER. TYPIGAL SECTION RTE 211 TURN LANE NOT TO 5GALE ONSITE TYPICAL PAVEMENT SECTION NOT TO SCALE HEAVY/LIGHT — SURSA SURFACE COURSE 5U5EUNrASE VDOT STD. GR-21A COMPACTED SUBGRADE (COMPACTED TO S5% DENSITY AT OPTIMUM M015TURE CONTENT VDOT VTM-I METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DE51GN VALUE OF 6. 501L TEST OF THE 5U5GRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. Dt-pvnt2-vdol ONSITE TYPIGAL PAVEMENT SECTION NOT TO SCALE HEAVY/LIGHT ^ _ SM.125A SURFACE COURSE BM-270 BASE COURSE SUBBASE VDOT STD, GR-21A COMPACTED SUBGRADE (COMPACTED TO W% DENSITY AT OPTIMUM M015TURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALVE OF 6. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. Dt-pvM3-VdOt CG-12A I ® 7- WHERE STD. CG-3 OR CG-7 IS USED W-0- 4'-0- 4�' OR CG-2 6• 12.1 R C ® 1E MAX. 48:1 MAX. j R�A 81 20:1 Ili 5' WIN J 10:1 LUX ,.. `. 10:1 MAX SECTION A —A A / S DOWELS, S- LONG M1 f O PER551BLE 5'-0• MIl.3-0' 5'-0- MIN SLOPE 10OA C-C :1 PERMISSIBLE MAXI CONSTRUCTION JOINT CONSTRUCTION JOINT B f, 8 ! SECTION B—B LIMITS OF EXPOSED AGGREGATE SIDEWALK ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS ��O ® UNOBSTRUCTED, STABLE. FIRM AND SUP RESISTANT Q TANGENT PLAN PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FA,CRM THAT CAN BE APPROACHED ENTERED AND USED BY PERSONS WITH MOBILHY WAIRMENTS. -LjlT NOTES: y, a THIS DESIGN TO USED FOR CONSTRUCTION THAT INCORPORATES WIDER SIDEWALK. LANDING (48- WIDE) LW(n41AI.K CROSSWALK REQUIRED AT TOP OF CURB RAMP. MINIMUM CURB WIMP LENGTH 8 FT. FOR NEW CONSTRUCTION, 6 FT. FOR ALTERATIONS. CURB RAMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PREG" WITH SUP RESISTANT INTEGRAL b DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR ( RAMP FLOOR MAY BE PRECAST OR GUST IN PLACE). THE DETECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE FINISH. RAMP SHALL NOT EXCEED A MAXIMUM SLOPE OF 12A. wx SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USNG PERMISSIBLE CONSTRUCTION JOINT WRH REQUIRED BARS. TYPICAL PLACEMENT IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED TYPICAL PLACEMENT AT INTERSECTION SIDES CATI BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL AT INTERSECTION WITHIN CROSSWALK 13Esass A-4. WITHIN CROSSWALK REQUIRED BARS ARE TO BE NO. 6 X 8' PLACED V CENTER TO CENTER ALONG BOTH SIDES OF THE RAMP (WITH BUFFER STRIP) FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1 1/2-. CURB RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK, COMPLETE -IN -PLACE CURB/CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO THE CURB RAMPS ARE INCLUDED IN PAYMENT FOR CURB/CURB AND WTTER. WHEN USm M CONJUNCTION WITH STANDARD CC-3 OR CC-7, THE CURB FACE ON THIS STANDARD IS TO BE ADRISTED TO MATCH THE MOUNTABLE CURB AND CONFIGURATION CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. d THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AND ACCESSIBLE ROUTE® WTHIN THE RIGHT OF WAY OF A HIGHWAY FACLJIY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, OS PROPED, OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS DIAGONAL VARIATION OR AS DIRECTED BE THE ENGINEER, AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRWTS. DROP INLETS, ETC. WALL ALSO AFFECT PLACEMENT. PERPENDICULAR CURB RAMP RERRTNCE (ACCESS FOR MOBILITY IMPAIRMENTS) Vol 20J.05 VIRGINIA DEPARTMENT OF TRANSPORTATION DRY POND SCALE Ill 5' VPORZ: ERT I"= i _ EMERGENC SPILLWAY 737.00 ' t TOP EMBA KMENT.1738.00 740 7 140 YR, EL1rV 733 88 10YR. ELEV: 733.47 735 2 YR ELEV733aq 735 .. I r , 730 8' 1'-RCj CL.Ifl:4 1.0%; __. f 730 1. 1 oei IL - 1 - ; 725 .. .-.. �..-. n, _ S ;..... 1 .. LU _ . ".. _ 725 S : I ro i. J.,I I O +z zz 10+00 10+50 11 +00 11 +60 J Carlson Kline Self Space Storage STORM WATER MANAGEMENT NARRATIVE Storm Water Management dry pond is provided to control the quantity of post developed discharge to be less or equal to pre -develop discharge. The rational method was used in determining the pre and post -developed runoff rates. Hydraflow 2002 program was used for analyzing the pond sizing, and pond routing. Rainfall hydrographs were computed 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 post -developed conditions. Due to mostly impervious condition (onsite), the time of concentration of five minutes is used to determine the peak flow to the Pond. The total drainage controlled by proposed dry pond is 7.95 acres, which consist of: Sub Area 1: 3.60 acres (onsite) mostly impervious Sub Area 2: 4.35 acres (offsite) using C value = 0.45 for future development The offsite un-control area of 75 acres with average C value = 0.45 bypass the proposed dry pond and outfall directly to the existing pond at Village at Sherando. The proposed dry pond will detain the storm water and slowly discharge to natural swale and combined with the offsite un-control discharge into the existing pond at Village at Sherando. The site selection of the BMP Pond was predicated by the location of the existing natural swale in the property. The size and shape of the Pond were designed to accommodate 100-year storm drainage storage. For a complete Riser details, and Pond Routing computations see sheet 56 and 5 in the plan. PEAK DISCHARGE SUMMARY: Strom Event Pre -Develop Peak Post -Developed peak Routed Peak Discharge 2 YEAR 9.91 CFS 22.82 CFS 5.10 CFS 10 YEAR 13.43 CFS 29.35 CFS 8.03 CFS 100 YEAR 18.73 CFS 40.12 CFS 13.53 CFS Reservoir Report Page 1 Reservoir No. 1 - pond 1 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage ! Storage Table Stage (ft) Elevation Ift) Contour area (sgft) Incr. Storage (acft) Total storage (acft) 0.00 732.00 2,444 0.000 0.000 2.00 734.00 6,679 0.209 0.209 4.00 736.00 9,727 0.377 0.586 6.00 738.00 13,280 0.528 1.114 Culvert! Orifice Structures Weir Structures [A] IBl [C] [D] [A] [B] [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len ft = 1.00 1.50 7.50 12.00 Span in = 18.0 0.0 0.0 0.0 Crest El. ft = 732.00 733.00 734.50 737.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. ft = 731.75 0.00 0.00 0.00 Weir Type = Riser Riser Riser Rect Length ft = 48.5 0.0 0.0 0.0 Multi -Stage = No No Yes Yes Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .013 .013 .000 Orif. Coeff. = 0.60 0.60 0.60 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 It Stage ! Storage / Discharge Table Stage Storage Elevation Clv A ft acft ft cfs 0.00 0.000 732.00 0.00 2.00 0.209 734.00 0.35 4.00 0.586 736.00 15.77 6.00 1.114 738.00 19.94 Note: All ou"lows have been analyzed under inlet and outlet control. Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs cfs cfs --- --- --- 0.00 o.00 o.00 o.o0 --- 0.00 --- --- - 9.42 4.99 0.00 0.00 --- 14.41 --- --- --- 26.64 25.95 15.76 0.00 --- 68.36 --- --- 48.94 55.85 14.28 5.65 -- 124.72 Hydrograph Summary Report TOP EMBANKMENT 738.80 EMERGENCY SPILLWAY AT ELEV. 737.00 MODIFIED JB-1 RI - 9 WEIR B - INV = WEIR A - INV = I n 48.5 - 18 RCP 1.0' MIN. FOR GL III @ 1.0% BUOYANCY 731, 75 L ALL CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. t ..y .. FOR COMPLETE INFORMATION SEE KASTIL SOUAll cent INC FLAT F-EX-TAf4*%ALAf- tII;."4 R,Ack p 100YR WS ELEV. = 733.85 FT o IOYR WS ELEV. = 733.47 FT p 2YR WS ELEV. = 733.lq FT VDOT ROAD AND BRIDGE STANDARDS A SECTION - PRINCIPAL RISER SNP STRUCTURE PROFILE VOLUME ONE, I996 NTS Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 Rational 76.02 1 27 2.827 -- ------ ---- OFF -SITE UNCONTROL 2 Rational 9.91 1 10 0,137 ---- -- ---- PRE SUB AREA 1&2 TO POND 3 Combine 77.71 1 27 3.026 1,2 - -- PRE TOTAL OUTFALL DISCHARGE 5 Rational 8.44 1 5 0.058 ---- ------ -- POST SUB AREA 1 TO POND 6 Rational 14.38 1 5 0.099 -- ---- ---- POST SUB AREA 2 TO POND 7 Combine 22.82 1 5 0.157 5,6 -- -- --- POST DEV SUB AREA 1 &2 TO PON 8 Reservoir 5.10 1 9 0.157 7 733.23 0.129 POST ROUTED SUB 1&2 8 - Reservoir - 2 Yr - Op = 5.10 cfs 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 Time (hrs) / Hyd. 7 / Hyd. 8 Hyd. No. 8 POST ROUTED SUB 1&2 Hydrograph type = Reservoir Peak discharge = 5.10 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = pond 1 Max. Elevation = 733.23 ft Max. Storage = 0.129 acft Storage Indication method used. Outflow hydrograph volume = 0.157 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 13.69 732.26 0.35 ----- ----- ----- 0.47 ----- ----- ----- ----- 0.47 0.07 18.26 732.46 0.35 ----- ----- ----- 1.07 ----- ----- ----- ----- 1.07 0.08 22.82 << 732.71 0.35 ----- ----- ----- 2.02 ----- ----- ----- ----- 2.02 0.10 18.26 732.95 0.35 ----- ----- ----- 3.10 0 00 ----- ----- ----- 3.10 0.12 13.69 733.11 0.35 ----- ----- ----- 3.92 0.25 ----- ----- ----- 4.17 0.13 9.13 733.20 0.35 ----- ----- ----- 4.40 0.46 ----- ----- ----- 4.86 0.15 4.56 733.23 << 0.35 ----- ----- ----- 4.54 0.56 ----- ----- ----- 5.10 < 0.17 0.00 733.19 0.35 ----- ----- ----- 4.34 0.43 ----- ----- ----- 4.77 0.18 0.00 733.13 0.35 ----- ----- ----- 4.03 0.30 ----- ----- ----- 4.33 0.20 0.00 733.08 0.35 ----- ----- ----- 3.74 0.18 ----- ----- ----- 3.92 0.22 0.00 733.03 0.35 ----- ----- ----- 3.49 0.07 ----- ----- ----- 3.55 0.23 0.00 732.99 0.35 ----- ----- ---- 3.26 0.00 ----- ----- ----- 3.26 0.25 0.00 732.94 0.35 ----- ----- ----- 3.06 0.00 ----- ----- ----- 3.06 0.27 0.00 732.90 0.35 ----- ----- ----- 2.88 0.00 ----- ----- ----- 2.88 0.28 0.00 732.87 0.35 ----- ----- ----- 2.70 0.00 ----- ----- ----- 2.70 0.30 0.00 732.83 0.35 ----- ----- ----- 2.54 0.00 ----- ----- ----- 2.54 0.32 0.00 732.80 0.35 ----- ----- ----- 2.39 0.00 ----- ----- ----- 2.39 0.33 0.00 732.77 0.35 ----- ----- ----- 2.26 ----- ----- ----- ----- 2.26 0.35 0.00 732.74 0.35 ----- ----- ---- 2.14 ----- ----- ----- ----- 2.14 0.37 0.00 732.71 0.35 ----- ----- ----- 2.02 ----- ----- ----- ----- 2.02 0.38 0.00 732.69 0.35 ----- ----- ----- 1.92 ----- ----- ----- ----- 1.92 0.40 0.00 732.66 0.35 ----- ----- ----- 1.81 ----- ----- ----- ----- 1.81 0.42 0.00 732.64 0.35 ----- ----- ----- 1.72 ----- ----- ----- ----- 1.72 0.43 0.00 732.62 0.35 ----- ----- ----- 1.62 ----- ----- ----- ----- 1.62 0.45 0.00 732.60 0.35 ----- ---- ----- 1.54 ----- ----- ----- ----- 1.54 0.47 0.00 732.58 0.35 ----- ----- ----- 1.47 ----- ----- ----- ----- 1.47 0.48 0.00 732.56 0.35 ----- ----- ---- 1.40 ----- ----- ----- ----- 1.40 0.50 0.00 732.54 0.35 ----- ----- ----- 1.34 ----- ----- ----- ----- 1.34 1.08 0.00 732.22 0.35 ---- ----- ----- 0.34 ----- ----- ----- ----- 6.34 1.10 0.00 732.21 0.35 ----- ----- ----- 0.33 ----- ----- ----- ----- 0.33 1.12 0.00 732.21 0.35 ----- ----- ----- 0.32 ----- ----- ----- ---- 0.32 1.13 0.00 732.20 0.35 ----- ----- ---- 0.31 ----- ----- ----- ----- 0.31 1.15 0.00 732.20 0.35 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 1.17 0.00 732.20 0.35 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 1.18 0.00 732.19 0.34 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 1.20 0.00 732.19 0.33 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28 1.22 0.00 732.18 0.33 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28 1.23 0.00 732.18 0.32 ---- ----- ----- 0.27 ----- ----- ----- ----- 0.27 1.25 0.00 732.18 0.32 ----- ----- ---- 0.26 ---- ----- ----- ----- 0.26 1.27 0.00 732.17 0.31 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 Hydrograph Summary Report MULTI STAGE WEIRS SEE FRONT VIEW DETAILS PLASTIC SOLUTIONS INC. TRASW RACK WEIR C=7.5' ODIFIED J5-1 RISER /INV=734.50� L.� L j L ► t-._1 t _ L~ 10 • �i_ il_� • WEIR B=q' 1 j WEIR 8= q" INV=733.001 INV-733S.00 WEIR' A-12° INV=732.00 PLASTIC SOLUTIONS INC. FLAT &RIJI441104WRASN RACK BOLT TRASH RACK TO STRUCTURE W/ 2" SS ANCHOR BOLTS TYP. C'3 Z W W Z Z W n^ W to l2 V ao C� Zx �� 1u7 �� LO C\2 W �)go a X a I~ rT. 'G I I a` W GO TOP VIEW -PRINCIPAL RISER FRONT VIEW -PRINCIPAL RISER N P:y NTS NTS w Pagel Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 Rational 109.86 1 27 4.086 ---- ------ ---- OFF -SITE UNCONTROL 2 Rational 13.43 1 10 0.185 - ------ ---- PRE SUB AREA 1 &2 TO POND 3 Combine 112.30 1 27 4.362 1,2 ------ ------ PRE TOTAL OUTFALL DISCHARGE 5 Rational 10.85 1 5 0.075 --- ------ ------ POST SUB AREA 1 TO POND 6 Rational 18.49 1 5 0.127 ---- ----- ------ POST SUB AREA 2 TO POND 7 Combine 29.35 1 5 0.202 5,6 ---- ---- POST DEV SUB AREA 1 &2 TO PON 8 Reservoir 8.03 1 9 0.202 7 733.51 0.158 POST ROUTED SUB 1&2 30 - 25 20 _N 15 Qf � 10 5 0� 0.0 0.3 0.6 0.9 1.2 1.5 Time (hrs) Hyd. No. 8 POST ROUTED SUB 1 &2 8- Reservoir -10Yr-Qp=8.03cfs -- -- -- i I i 1.8 2.1 2.4 2.7 3.0 / Hyd. 7 / Hyd. 8 Hydrograph type = Reservoir Peak discharge = 8.03 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = pond 1 Max. Elevation = 733.51 ft Max. Storage = 0.158 acft Storage Indication method used. Outflow hydrograph volume = 0.202 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 17.61 732.34 0.35 ----- ----- ----- 0.68 ----- ---- ----- ----- 0.68 0.07 23.48 732.59 0.35 ----- ----- ----_ 1.53 ----- ----- ----- ----- 1.53 0.08 29.35 << 732.91 0.35 ----- ----- ---- 2.92 0.00 ----- ----- ----- 2.92 0.10 23.48 733.21 0.35 ----- ----- ----- 4.43 0.48 ----- ----- ----- 4.91 0.12 17.61 733.40 0.35 ----- ----- ----- 5.53 1.28 ----- ----- ----- 6.81 0.13 11.74 733.50 0.35 ----- ----- ----_ 6.12 1.78 ----- ----- ----- 7.90 0.15 5.87 733.51 << 0.35 ----- ----- ---- 6.19 1.84 ----- ----- ----- 8.03 < 0.17 0.00 733.45 0.35 ----- ----- ---- 5.80 1.51 ----- ----- ----- 7.32 0.18 0.00 733.36 0.35 ----- -- -- ----- 5.27 1.09 ----- ----- ----- 6.36 0.20 0.00 733.28 0.35 ----- ----- ----- 4.83 0.77 ----- ----- ----- 5.59 0.22 0.00 733.21 0.35 ----- ----- ----- 4.43 0.49 ----- ----- ----- 4.92 0.23 0.00 733.15 0.35 ----- ----- ----- 4.11 0.33 ----- ----- ----- 4.44 0.25 0.00 733.09 0.35 ----- ----- ----- 3.81 0.21 ----- ----- ----- 4.02 0.27 0.00 733.04 0.35 ----- ----- ----- 3.55 0.09 ----- ----- ----- 3.64 0.28 0.00 733.00 0.35 ----- ----- ----- 3.31 0.00 ----- ----- ----- 3.31 0.30 0.00 732.95 0.35 ----- ----- ----- 3.11 0.00 ----- ----- ----- 3.11 0.32 0.00 732.91 0.35 ----- ----- ----- 2.92 0.00 ----- ----- ----- 2.92 0.33 0.00 732.88 0.35 ----- ----- ----- 2.75 0.00 ----- ----- ----- 2.75 0.35 0.00 732.84 0.35 ----- ----- ----- 2.58 0.00 ----- ----- ----- 2.58 0.37 0.00 732.81 0.35 ----- ----- ----- 2.43 0.00 ---- ----- ----- 2.43 0.38 0.00 732.78 0.35 ----- ----- ----- 2.29 ----- ----- ----- ----- 2.29 0.40 0.00 732.75 0.35 ----- ----- ----- 2.17 ----- ----- ----- ----- 2.17 0.42 0.00 732.72 0.35 ----- ----- ----- 2.05 ----- ----- ----- ----- 2.05 0.43 0.00 732.69 0.35 ----- ----- ----- 1.94 ----- ----- ----- ----- 1.94 0.45 0.00 732.67 0.35 ----- ----- ----- 1.84 ----- ----- ----- ----- 1.84 0.47 0.00 732.65 0.35 ----- ----- ----- 1.74 ----- ----- ----- ----- 1.74 0.48 0.00 732.62 0.35 ----- ----- ----- 1.65 ----- ----- ----- ----- 1.65 0.50 0.00 732.60 0.35 ----- ----- ----- 1.56 ----- ---- ----- ----- 1.56 0.52 0.00 732.58 0.35 ----- ----- ----- 1.49 ----- ----- ----- ----- 1.49 0.88 0.00 732.31 0.35 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 0.90 0.00 732.30 0.35 ---- ----- ----- 0.57 ----- ----- ----- ----- 0.57 0.92 0.00 732.29 0.35 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 0.93 0.00 732.29 0.35 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 0.95 0.00 732.28 0.35 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 0.97 0.00 732.27 0.35 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 0.98 0.00 732.27 0.35 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 1.00 0.00 732.26 0.35 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 1.02 0.00 732.25 0.35 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45 1.03 0.00 732.25 0.35 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 1.05 0.00 732.24 0.35 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 Page 1 Peak Time Time to Volume Inflow Maximum Maximum Hydrograph Hyd. Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (ft) (acft) 1 Rational 157.45 1 27 5.856 ---- ---- ------ OFF -SITE UNCONTROL PRE SUB AREA 1 &2 TO POND 2 Rational 18.73 1 10 0.258 --- ------ - 3 Combine 160.95 1 27 6.244 1,2 ---- ------ PRE TOTAL OUTFALL DISCHARGE 0.102 --- - -- ----- POST SUB AREA 1 TO POND 5 Rational 14.84 1 5 0.174 -- ------ ---- POST SUB AREA 2 TO POND 6 Rational 25.28 1 5 0.276 5,6 - --- POST DEV SUB AREA 1 &2 TO PON 7 Combine 40.12 1 5 8 Reservoir 13.53 1 8 0.276 7 733.94 0.203 POST ROUTED SUB 1&2 8 - Reservoir -100 Yr - Qp =13.53 cfs 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 Time (hrs) / Hyd. 7 / Hlyd. 8 Hyd. No. 8 POST ROUTED SUB 1 &2 Hydrograph type = Reservoir Peak disclharge = 13.53 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = pond 1 Max. Elevation = 733.94 ft Max. Storage = 0.203 acft Storage Indication method used. Outflow hydrograph volume = 0.276 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A W!r B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfis cfs cfs cfs cfs 0.05 24.07 732.46 0.35 ----- ----- ----- 1.06 ----- ----- ----- ----- 1.06 0.07 32.09 732.81 0.35 ----- ----- ----- 2.43 0.100 ----- ----- ----- 2.43 0.08 40.12 << 733.23 0.35 ----- ----- ----- 4.57 0.59 ----- ---- ----- 5.16 0.10 32.09 733.61 0.35 ----- ----- ----- 6.83 2.41 ----- ----- ----- 9.25 0.12 24.07 733.84 0.35 ----- ----- ----- 8.34 3.88 ----- ---- ----- 12.21 0.13 16.05 733.94 << 0.35 ----- ----- ----- 8.99 4.55 ----- ----- ----- 13.53 << 0.15 8.02 733.92 0.35 ----- ----- ----- 8.86 4.42 ----- ----- ----- 13.28 0.17 0.00 733.81 0.35 ----- ----- ----- 8.09 3.63 ----- ----- ----- 11.72 0.18 0.00 733.67 0.35 ----- ----- ----- 7.16 2.73 ----- ----- ----- 9.90 0.20 0.00 733.54 0.35 ----- ----- ----- 6.40 2.03 ----- ----- ----- 8.43 0.22 0.00 733.44 0.35 ----- ----- ----- 5.77 1.48 ----- ----- ----- 7.25 0.23 0.00 733.35 0.35 ----- ----- ----- 5.24 1.07 ----- ----- ----- 6.31 0.25 0.00 733.27 0.35 ----- ----- ----- 4.80 0.75 ----- ---- ----- 5.55 0.27 0.00 733.21 0.35 ----- ----- ----- 4.41 0.47 ----- ----- ----- 4.88 0.28 0.00 733.14 0.35 ----- ----- ----- 4.09 0.32 ----- ----- ----- 4.41 0.30 0.00 733.09 0.35 ----- ----- ----- 3.80 0.20 ----- ----- ----- 4.00 0.32 0.00 733.04 0.35 ----- ----- ----- 3.54 0.09 ----- ----- ----- 3.62 0.33 0.00 732.99 0.35 ----- ----- ----- 3.30 0.00 ----- ----- ----- 3.30 0.35 0.00 732.95 0.35 ----- ----- --_-- 3.10 0.00 ----- ----- ----- 3.10 0.37 0.00 732.91 0.35 ----- ----- ---- 2.91 0.00 ----- ----- ----- 2.91 0.38 0.00 732.87 0.35 ----- ----- ---- 2.74 0.00 ----- ----- ----- 2.74 0.40 0.00 732.84 0.35 ----- ----- ----- 2.57 0.00 ----- ---- ----- 2.57 0.42 0.00 732.81 0.35 ----- ----- ----- 2.42 0.00 ----- ----- ----- 2.42 0.43 0.00 732.78 0.35 ----- ----- ----- 2.28 ----- ----- ----- ----- 2.28 0.45 0.00 732.75 0.35 ----- ----- ----- 2.16 ----- ----- ----- ----- 2.16 0.47 0.00 732.72 0.35 ----- ----- ----- 2.05 ----- ----- ----- ----- 2.05 0.48 0.00 732.69 0.35 ----- ----- ----- 1.94 ----- ----- ----- ----- 1.94 0.50 0.00 732.67 0.35 ---- ----- ----- 1.83 ----- ----- ----- ----- 1.83 0.52 0.00 732.64 0.35 ----- ---- ----- 1.73 ----- ----- ----- ----- 1.73 0.68 0.00 732.47 0.35 ----- ----- ----- 1.07 ----- ----- ----- ----- 1.07 0.70 0.00 732.45 0.35 ----- ---- ---- 1.02 ----- ----- ----- ----- 1.02 0.72 0.00 732.44 0.35 ----- ----- ----- 0.98 ----- ----- ----- ----- 0.98 0.73 0.00 732.43 0.35 ----- ----- ----- 0.93 ----- ----- ----- ----- 0.93 0.75 0.00 732.41 0.35 ----- ----- ----- 0.89 ----- ----- ----- ----- 0.89 0.77 0.00 732.40 0.35 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 0.78 0.00 732.39 0.35 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 0.80 0.00 732.38 0.35 ----- ----- ----- 0.79 ----- ----- ----- ----- 0.79 0.82 0.00 732.37 0.35 ----- ----- ----- 0.76 ----- ----- ----- ----- 0.76 0.83 0.00 732.36 0.35 ----- ----- ----- 0.73 ----- ----- ---- ----- 0.73 0.85 0.00 732.35 0.35 ----- ---- ----- 0.71 ---- ----- ----- ---- 0.71 0.87 0.00 732.34 0.35 ----- ---- ----- 0.68 ----- ----- ---- ----- 0.68 OF U TUNG ADHIXUSUMA9 No.0267II15 `�IONAL z W Z �� PLIO =j > H W� Z Z E W W (2)O � 04 H� Q O C) 0 lllllllllllllllllllj > �� WW E-+� W O�W Z0 O DATRDECEMBER 2002 I SCALE: AS SHOWN DESIGNED BY: TNA/J FILE NO. 1ZZ d7 N SHEET AS OF I I i I I i I I I I FRUIT LIMITED PARTNERSHIP ZONE: B2 USE: UNIMPROVED TM " 86-A-eO I I I i I I 5GREENING DETAIL N.T.S. PROPERTY LINE X X X X X 8' 6' WOOD BOARD ON 15OR4D PENCE rn X LU x W T1'RIC,AL E3UFFER 5CREENING DETAIL NORTH, E,ABT & WE5T BOUNDARY LINE KEY BOTANICAL NAME COMMON NAME CAL. 51ZE HEIGHT QTY. Acer rubrum Sp Red sunset 2 „CAL maple Juniperous Eastern Red N/A 6 489 vircginiana or Cedar Pinus Strobus or LUhite Pine I SCREENING NOTE; ALL EVERGxREEN TREES SHALL BE MIN. ro' IN NEICsPT AT TIME OF PLANTING. DONALD R. SHIFLETT, ET UX ZONE: RP USE: UNIMPROVED ( DONALD R. SHIFLETT, ET UX TM "86-5-4 �� 'r �`-'- ZONE: RP USE: RESIDENTIAL `I38 TM " 86-5-E TEMP. CON5TRUCTION- 4 GRADING LIMITS f i/ I W BOARD ON BOARD FENCE IEEE DETAIL ON TNIB SHEET) 3 2 f TO BE REMOVED ---FIELD VERI�Fa5IBLEEL?CATION OF E:X. IMP-�F-EY..UTATER.ETEZe+.FREtOCATEE) BY CONTRACTOF _ � M�,f �1 _-----_-- — Ek• 0- _EXX. IS"A3"CULVEf-<T TO -" f.,l1�E BE P MY-E-P AND --6�JIGN.RESTOR ED -'`-�- 4' f �4:P. EG r0. j 0 \ —3 — 30' j 4Qy — 3GJ' — 30 Ep PARCEL F ( / TM 0 86-(( )r•F \ _ \ \ 4.10 AC Is \ \ w EP 20'- I PPS E c� — -- \ 40'_3" \ 40'-3" \ — -'t- GUY b BOARD ON BOARD FENCE �n c (SEE DETAIL ON THIS "ET) i^\ _ 71 b A EP x x % % •x r: % x x % % % x x x % % x x x %1 ^%-_% x x % % %' _vc _.� _� -'- -� _ % � � ici -%- %-- -- ---�._ _�---.-_-- ---- � � .r- JOHN B SHIFLETT, ET UX ZONE: RP \ \ \ - - - USE: RESIDENTIAL TM • 86-5-6;"I _ -- 74& TH 15 &HEE ' FOR LAND SC `�'INC- 4 FENCE ONLY RUBBER HOSE GUY WIRE 012 GAUGE TURNBUCKLE TREE WRAP WITH 50% OVERLAP FLAGGING TAPE ON EACH WIRE 2" DOUBLE SHREDDED HARDWOOD MULCH/3" SAUCER PLACE TOP 1/8"OF ROOTBALL ABOVE FINISH GRADE 3 STAKES BACKFILL ROOTBALL-REMOVE TOP 1/3 OF BURLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL LIGHTLY COMPACTED SETTLING MOUND TYPICAL PLANTING DETAIL-- TREES OVER 2-1/2" CALIPER TREEI (NOT TO SCALE) TYPICAL PLANTING DETAIL-- EVERGREEN TREES (NOT TO SCALE) TREE LEVEL AND PLUMB --STRAIGHTEN ER SETTLEMENT IF REQUIRED. SET TREE 4 TOP 1/8 OF ROOT BALL ABOVE FINISHED 4DE :A5E WIRE AROUND TRUNGK IN BLACK SEER HOSE. SECURE AT HEIGHT ABOVE SHED GRADE EQUAL TO 1/3-1/2 OF TREE LOVE TOP 1/3 OF BURLAP AND CUT ROPE: >/OR REMOVE WIRE BASKET FROM BALL WIRE 012 GAUGE DOUBLE SHREDDED HARDWOOD OIL SAUCER 'AKE5 :KFILL 4TLY COMPACTED SETTLING MOUND 3RADE tunnel liner up ends NOTE: 1. Separation of carrier pipe from casing pipe shall be by manufactured steel and/or plastic casing spacers 2. spacers shall be placed on spigot end within 6 inches of connection to bell; then 2 spacers evenly placed on length SECTION of pipe SIZES REQUIRED CARRIER PIPE CASING PIPE WALL DIA. (I DIA. (I THICKNESS 4 or less 12 .250 6 16 .250 8 18 .375 10 20 .375 12 24 .250 WATER SERVICE LATERALS 14 24 .375 a) Casing pipe shall be SCH 40 PVC or SDR 21 15 24 .375 b) 3' diameter pipe for 1" service lines 16 30 •500 c) 6" diameter pipe for 2" service lines 18 30 .500 20 36 ,500 d) no spacers or sand fill to be installed 21 36 .500 24 36 .500 ( for larger pipe use tunnel liner ) HIGHWAY CROSSING Figure 3 6" dia. schedule 40 steel pipe filled with - concrete and pointed yellow FIRE HYDRANT ASSEMBLY Figure 9 (for valves 12" and larger) GATE VALVE Note: this detail is also used for butterfly valves sq. x 6" deep I / I I JAMES M. HABEL ZONE- RP USE: RESIDENTIAL I \ \ TM " 86D-32-5 1 �_.__ 14 ,� fir-- \ \ 6 -A, 'IL % % % % % % IL PROP. CON % %p TRICKLE DITC 12 5 x \ x x . / rt - -A x ' 10 IL IS) IL FR15EIR DETAIL /Z Im- 3 TE y \ \ JONES,E. LORETTA i �tpy. 2 \ ZdNE: RP ti \ \ ` USE: RE IDENTIAL \ TM " 860-32�4 I"X4"X4'-6" SLATS, 2-FINISH NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS. TOE NAIL TO I 4"X4"X8' POSTS 125" I1 4'-fD" NOTES: 1. PRESERVATIVE STAIN ON ALL WOOE). — I 1- e 2. FINISHED SIDE OF FENCE SHALL FACE ADJOINING PROPERTY, IF APPLICABLE. COMPACTED GRAVEL 1-� 1 1=11-1 ' WOOD FENCE DET>.A I L FOR FERII-IETER FENCING NOT TO SCALE �o 0 z Im W LLJ Z W O Lr) CD CO CVCV 00 cD � co a 1 rn x �C\j LU Lo U Lo E- m Q) o 4 N 0 W U) z W O z� O Y) o W W N } 0 U TUNG N HIKUSUMA� No. 026715 10 `SIGNAL R Q W E- Q J� > N 0 Q Q U E�--1 O CO U) Z� � 0 a > ww O U) 124 z W 4-1 Q' U Q z .y 1—� DATE: JULY 2002 SCALE: 1" = 40' DESIGNED BY: MDS FILE NO. 2207 SHEET 6 OF 6 GENERAL NOTES VD0T GENERAL NOTES LECEND VICINITY MAP C� in the 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 - _ - SCALE I" 2,000' d materials used construction of 1. Methods an P Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and EXISTING INTERMEDIATE CONTOUR _ _ `` -- - 33 _ - -- - Count construction standards and specifications and/or current VDOT standards and specifications. Y control erosion and siltation including detention ponds serving as silt basins during construction, 2. Measures to g P g g be to issuance of the site development permit. The approval of these plans in no way Sediment Control Regulations and an other state federal or local regulations applicable. In the g Y , g PP event of conflict between an of these standards specifications o a s the most st in stringent shall be yr plans, , r g govern. ��, EXISTING INDEX CONTOUR ---�- -- - 330 PROPOSED CONTOUR `}O UJ • �: J -�,'.:.o tip. ,:� ;'� • ,: � o: :. •� .,<..., •, ..° +. :�4o F�- �'�°:�' ;. i .'��• .. ,;,1.e, , ,, ,....__,,, ,�,,... � • • j �\,i �-:ff a. •� j �,-„ /•:r. },; ,\� must provided prior the Virginia Erosion and Sediment relieves the developer or his agent of the responsibilities contained in g V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and EX E P EXISTING EDGE OF PAVEMENT ` /• ! _ ... ,,.-. .. :: ,ri . , .:,... , :.. .. { x,,. 1. . : f:. ° ., .;, .. ;,• ,.,�:� �_F;,,, ,, ,:. ,..: ,. ,_r;. ..: ; , .. � . , . � ''' 1., a _.. Control Handbook. permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportatione� 3. A p g g P P Frederick Count to construction in existing State right-of-way.---f (VDOT) and F gbe Health Administration and VOSH Rules and Regulations. V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall the VDOT's Furthermore, PROP E PROPOSED EDGE OF PAVEMENT EX G46 EXISTING CURB AND GUTTER ,; ? , ;' '� > 71 �� '� / ��{, \ �` ° '� �`' S . . , v •�.. ; � . ��.,) . ,� r --�J :,�.: �:.._� G,' , ; �: `,�,r.. `4 t,.- .; ,-- � �' : <•� { i� ., ��,""""�- { ;. r',� ' �' � '�: �:' � l., prior y p 4. Approval of this lap does not guarantee issuance of an entrance permit b VDOT when such permit is P g P Y P in accordance with current edition of work area protection manual. all traffic control fla ers must be certified in accordance with the latest edition of the VDOT Road and gg PROP C&G . , , , ,: :�-:� p �� .�': °: �_� , , %". •. � r': 'f I; o 1�/" a�\ -.,.� :° � � '° ,;� � � �� .�,�.°- sr -: /l '� v` �.' r• ? , s "UJ PP required under State law. q Bride Specifications, Section 104.04-C. PROPOSED CURB AND GUTTER GG-6 G6-6R r a • 9 . x r� �. > `--�_��`- ~`_c • 'J ^l L-�`� ,,. �'�t "v ,r •, N uO ails will be determined b VDOT personnel. " A joint inspection will be heldO0 5. The exact location of all guard r y p ) p VDepartment of Trans ortation and Representatives of the Virginia with the Developer, County Representatives,p gP Vdeveloper shall be res responsible for relocating, at his expense, an and all utilities including 4 The p g, p y g V 'v utility company. I is traffic signal poles, junction boxes, controllers, etc. owned by DOT or private u ih y omp y t - - TRANSITION FROM CG 6 TO CG 6R EXISTING TELEPHONE LINE _.._ . _.. _._.._.. .......... ..... .. ..... ...... . ..._......_... �. ° ._. ' . ,��' _ \ . : -.- - •�. ; .... °•: > 75 ' a�yF,. `=�> ,-•,q• ,; , �. ... ,i � �--• ;� '�,,.s�:�l;,? � - : ; ,'� ,�\ f , }. . . o - . __ _-. _ 1"•� �.•� °,. ,_-.. .. :._... .:., / � �^}o;;Qa74+ l�`S' �` 00 � I VDOT to determine if and where guard rail and of awed ditches will be needed. The developer will be (VDOT) g / P . „ determined b this joint inspection Refer to responsible for providing guardrail and paved ditches as d y p P P the sole responsibility of the developer to locate and identify unlit facilities or items which may P Y P Y Y Y be in conflict with the proposed construction activity. VDOT approval of these laps does not P ?� .. Y PP P relieve the developer of this responsibility. P P Y• PROPOSED TELEPHONE LINE T T • .;.��: ,� . c �.. �� _i . f� : l,� �' j� S .1 i '<' �a��; � rL .� :.. .:. •` :: o; .: ,. ` �.:.: � _<.>.r J , (_. , K :_ ,. . . ! `t / -�- \ \ r :1 o0 � rn tat' on VDOT Guard Rail and Paved Ditch Specifications. Virginia Department of Transportation (VDOT) P �� EX. 15 RGP. EXISTING STORM SEWER ,,� ,. .� r �" :;( ./. „/�. ., ; ,�> ;-�_ , .� ; ; . ; \ ' �-� �"`,� ; r,; ; �' ;. n -° ' /i�� _ f;, „� r :'t - >'- ' ,,, .. _%,-1 fi ! •:; f: ; ..�'_ � o, I o - N e construction site. Also a all applicable permits must be available at the 6. An approved set of plans and pp p V5. Design features relatingto field construction, regulations, and control or safetyof traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of J PR OP. IS RGP ; . . ; C`>.:; a�.. ,:.. :� J r %.:� .. ;:_ � _ � f--•- �`� Q ' -/ ;... - N r� the developer be available at all times. field be the the developer. �► PROPOSED STORM SEWER �Sj; . 76 Aso °' ..; _r ,: �;,}\`�,` ;,�' ✓ - .. --�,-.)6 ®--;� ,.� :t;` ;5: _. _._. ._ .. f. _ , -_ a� .I °� representative of must any revision will responsibility of , ■ ® v o LU c In 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.r cc Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. PROPOSED SANITARY SEWER S PROJECT INYOR1iIA TION QCL ) X Fn B. 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 - STREET ADDRESS 597 FAIRFAX PIKE embankment. and held by the engineer and/or developer with the attendance of the contractor, various County : STEPHENS CITY, VA. 22655 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 MAGISTERIAL DISTRICT : OPEQUON ., L En 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 FARCEI_ IDENTIFICATION NO.: 86-5-F Its > 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. LOT AREA : 4.10 AC. Q' course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and PROPOSED GAS LINE w cn 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 DISTURBED AREA 4.10 AC. 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 CURRENT ZONING : 52 accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, and prior to placement. access to other properties affected by this project shall be maintained through construction. The FLOW LINE -.- •••- •••-•- •••-••• CURRENT USE VACANT 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated Developer shall have, within the limits of the project, an employee certified by the Department of FENCELINE--X -X -X X X X Y, X X X PROPOSED USE PHASE I -SELF-SERVICE STORAGE FACITITY Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation LANDSCAPE CALCULATIONS 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 Q 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. be minimum 6" diameter and conform to VDOT standard SB-1. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and EXISTING TELEPHONE POLE REQUIRED PROVIDED PERIMETER PARKING 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 '"""- PHASE I: MIN. 1 SHADE TREE PER 40 FEET OF 148/40= 4 TREES 4 TREES one litter receptacle shall be provided at the construction site. Vl l . All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum PROPOSED WATERLINE W/ TEE W W° PERIMETER PARKING 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment rior to P q g / P 36" cover and, when possible, to be installed under roadway drainage facilities. EXISTING FIRE HYDRANT � INTERIOR PARKIN:; 3 TREES 26,/10 = 3 TREES 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 MIN. I SHADE TREE PER 10 SPACES 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 -- TOTAL i TREES I TREES 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary V13PROPOSED All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT WATER METER sewer lines. Information should also be obtained from the appropriate authorit concerning permits, cut Y g P rep representative prior to placement and fill. Where CBR testing is required, a VDOT representative EXISTING REDUCER PARKING CALCULATIONS sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples PROPOSED REDUCER REQUIRED PROVIDED 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current are submitted to private laboratories for testing, the samples shall be clearly identified and labeled -� standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as belonging to a project which will be accepted by VDOT and that testing shall be conducted according to all applicable VDOT standards. STOP SIGN PHASE I: 38,505 S.F. SELF SERVICE STORAGE 1/5,000 S.F. 8 SPACES 36 SPACES INCLUDING 2 N.G. HANDICAP RAMP (CG-12) � __�. /i 16. The location of existing utilities shown in these plans are taken from existing records. It shall be the V14. fill, base, DENOTES LOCATION OF STD VDOT >'' F.A.R. CALCULATIONS contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed All roadway subsurface material and backfill of utility/storm sewer trenches shall be CCGG 112 1) OR JUR�gDICPRAL E•,* 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 STANDA RAMP CONSTRUCTION ,_, utility verification and the proposed construction. A, within plus or minus 2% of optimum moisture for the full width of any dedicated street PARKING INDICATOR 12 LOT AREA FLOOR AREA (F.A.R.) ,_, right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified INDICATES THE NUMBER OF TYP]CAL PARKING SPACES J U � 17. The developer will be responsible for any damage to the existing streets and .utilities which occur: as a independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A PHASE I: 4.-10 AC = 204,-133 S.F. 3�8,505 SF. 38,505/204,'133 = 0.18 (F.A.R ) E..,, result of his construction project within or contiguous to the existing right-of-way. P j g g g Y• copy of all tests shall be submitted to VDOT prior to final VDOT approval. TEST PIT LOCATION ® U>� 18. When grading is proposed within easements of utilities, letters of permission from all involved corA;panies V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and P E-+ Q4 W � E-° OPEN SPADE CALCULATION must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or z,iae fur t d h further were determined t VDOT I b d inecessary y Inspector. HANDICAP PARKING � SITE AREA I:°'''-DRIEVIOUS PREVIOUS REQUIRED PROVIDED W W development permits. V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall AREA AREA ZONE B2_'-:.l I: � ►--r "� Q 19. The developer will be responsible for the relocation of an utilities which is required as a result c;: his P P Y q meet VDOT minimum design standards and is the responsibility of the developer. VEHICLES PER DAY COUNT 100 RASE 1: 204,733 SF. I04,;)54"2.60 S.F. 104,210.4,0 SF. 30,i y.` 5 6P 100,522.60 S.F. OR 519. O ® 0 project. The relocation should be done prior to construction. V17. Prior to acceptance b VDOT of an streets, an required street si na a and/or pavement P Y Y Y q g g / P PROPOSED BUILDING ENTRANCE OWNER 4 CONTRACTOR NOTES: (Y, fix., W 0 � 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 0 W W 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 1. NO USES OTHER THAN SELF STORAGE SHALL BE PERMITTED WITH PHASE I OF THIS SITE PLAN > J 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 2. NO DUMPSTER PROPOSED WITH PHASE I OF THIS SITIE PLAN 0 F1 0'124 a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on 3. RV 4 BOAT STORAGE WILL NOT BE PERMITTED TO BiE STORED AT THE PROPOSED FACILITY CC > W W 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 + 4. NO INDIVIDUAL SELF STORAGE UNIT SHALL EXCEED 1000 SF IN FLOOR AREA. Q Q o W at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. Contact the local VDOT Residency Office with an questions regarding sin material and placement. Y Y q g g g P 5. ALL SIGNS SHALL CONFORM °w11TH FREDERIGK COUNTY ZONING ORDINANCE SECTION i65-30. t4 "A" V18. The developer must to the local VDOT office a fist of all material sources to PROPOSED SANITARY LATERAL CLEANOUT A SIGN PERMIT SHALL BE REQUIRED FOR ALL SIGNS PRIOR TO INSTALLATION/CONSTRUCTION. � 22. Controlled fills shall be compacted to 95% of maximum density as determined by method per standard provide prior 6. FIRE MARKINGS AND SIGNAGE SHALL BE REQUIRED THE ENTIRE LENGTH OF THE ONE WAY ACCESS 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 LANE ON THE NORTHWEST SIDE OF THE PROPOSED BUILDINGS. THIS SHALL ENSURE IMMEDIATE 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 ACCESS TO THE FIRE HYDRANTS AND TURNING RADIUS BETWEEN STRUCTURES. • geotechnical report has been prepared, it should supersede the requirements in this note. may be obscured. i. FIRE HYDRANTS SHALL BE DESIGNED TO BE CAPABLE OF 1000GPM WATER SUPPLIES PER FREDERICK V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical STORM DRAIN STRUCTURE IDENTIFIER 6 COUNTY GODS. 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating • spreader. Density will be determined using the density control strip as specified in VDOT's Road and 8. NOTE TABLE 105.2 OF BOCA FOR FIRE RATING OF E>CTERIOR WALLS OF ONE HOUR IF SEPARATION IS 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 NOT 30+ FEET BETWEEN STRUCTURES OF 5-1 USE. 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 9. A DEMOLITION BUILDING PERMIT SHALL BE ISSUED TO REMOVE THE EXISTING STRUCTURES AND PLEASE 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 CENTERS THE REQUIREMENTS OF THE VUSBC, SECTION 110.1.3 OF THE ASBESTOS INSPECTION PRIOR TO ISSUANCE. present during the construction and testing of the density control strip.{ EXISTING SPOT ELEVATION 12.0 �3 %� %�]I� D %�� TRIP ION DA TA V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road + "E� • .".LtiA ` ) and Bridge Specifications -Section 315. Density will be determined using the density control strip as PROPOSED SPOT ELEVATION 115.1 c' CLASS USE TRIP RATE USE VPD 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 WEEKDAY: 36,5 * 250= 96 kA o _ UTILITY CONTACTS shall be notified and given the opportunity to be present during the construction and testing of the control strip. V21. Approval of these plans shall expire three (3) years from the date of the approval letter. r^ EXISTING EXISTING �� '�t 15 OAK O 15 PINE 151 PHASE I: - c MINI WAREHOU.�E AM PEAK HOUR: 38,5 * 028= PM PEAK HOUR: 385 = 029= TRUCKS WEEKDAY (590) : 96 TRIPS * 0.5= Il it 5 0 a - �� ¢. 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 Rams shall be determined b VDOT inspector. p y p r.. PROPOSED TREE rr 15" OAK 15" PINE > TOTAL WEEKDAY= 96 `� �' •_. r} � Winchester, VA. 22604 Winchester, VA 22604 z FCSA CONSTRUCTION NOTES (540) 868-1061 (540) 869-1111 PROPOSED TEST PIT -�- - Power: Allegheny Power Phone: Verizon P.O. Box 1458 P.O. Box 17398 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES Hagerstown, MD 21741 Baltimore, MD 21297 SHALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. DATE REVISION SEAL COVER SHEET 1-800-654-3317 (301) 954-6262 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. 3/6/03 REVISED AS PER COUNTY COMMENTS Project Name: 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. J.CAT��N CLINE 3/6/03 REVISED AS PER VDOT COMMENTS MISS UTILITY 1-800-257-7777 4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS THROUGH 2" IN SIZE. 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 BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE �LT O��j O - f°�• ° Owner: Address, Including Zip Code & Telephone No. 127 MERCEDES COURT FIRE MARSHAL'S NOTE BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS y STEPHENS CITY STORAGE, LLC - _ WINCHESTER, VA 22603 OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX TUNG NI SUMA w ' d No. 026715 (540) 665-2792 Fire lane markings and signage: "No ASSEMBLY INSTALLED CORRECTLY. �O Developer: . , V }, " i Address, Including Zip Code & Telephone No. Any Parking" signs and yellow painted curb locations will be installed 5. FOR WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES: �s by field inspection at the direction of the Fire Marshall's Office. A. THE LOCATION OF THE SERVICE LATERAL IS TO BE COORDINATED WITH THE AUTHORITY'S ENGINEERING ASSISTANT. AN APPLICATION FOR SERVICE MUST BE MADE AND FEES PAID WORK WILL BEGIN. �'�• SIGNAL SAME AS ABOVE PL SHEET INDEX FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD# "BEFORE B. THE AUTHORITY SHALL FURNISH AND INSTALL ALL 5/8 , 3/4' AND 1 WATER SERVICES. - STATIC PRESSURE = STATIC PRESSURE = C. FOR ALL 1 1/2" AND 2" WATER SERVICES, THE AUTHORITY SHALL MAKE THE TAP AND BRING THE Engineer Certifying Plam: Address, Including Zip Code & Telephone No. PIPING TO THE PROPERTY LINE. THE CONTRACTOR IS TO FURNISH & INSTALL THE METER VAULT ASSEMBLY. 151 WINDY HILL LANE RESIDUAL PRESSURE = RESIDUAL PRESSURE THE AUTHORITY WILL INSTALL THE METER. D. THE AUTHORITY WILL INSTALL ALL SEWER LATERALS. GREENWAY ENGINEERING WINCHESTER, VA 22602 AVAILABLE FLOW = AVAILABLE FLOW = (540) 662-4185 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: I COVER SHEET DATE: JANUARY 2003 SOURCE: SOURCE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. 2 E45 NARRATIVE 4 DETAILS AMD MISC. DETAILS PROFESSIONAL SEAL & SIGNATURE B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE 3 EROSION 4 SEDIMENT CONTROL PLAN APPROVAL DATE: DATE: WORK BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS 4 SITE PLAN 4 PROFILES AND DETAILS THESE PLANS ARE IN CONFORMANCE WITH COMPLETED. 5 SWM NARRATIVE ROUTING 4 DETAILS 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. 6 LANDSCAPE 4 FENCE PLAN 4 DETAILS AND FCSA DETAILS ORDINANCES. ANY DEVIATION OR CHANGE THESE PLANS BE APPROVED BY DESIGNED BY: HANDICAPPED PARKING NOTE 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION DSHALL T THE ZONING ADMINISTRATOR PRIOR TO ASSEMBLY, AS REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS REQUIRED. CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE NTA/JNT Handicapped parking spaces and aisles shall slope 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A JOB N0. 2207N *SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL no greater than 2% in all directions. RPZ BACKFLOW ASSEMBLY AS RE REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. Q A REMOTE READOUT IS REQUIRED. * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET 1 OF 6 CONSTRUCTION OF A SILT FENCE ER0510N AND SEDIMENT CONTROL NARRATIVE: � � NS TR UC TION ENTRANCE WITH WIRE SUPPORT SILT FENCE CULVERT INLET R D CK CHECK DAM Z a STONE CO ( ) PROTECTION - 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. PROJECT DESCRIPTION TRENCH UPSLOPE ALONG THE LINE 2 ACRES OR LESS OF DRAINAGE AREA: THE PROPERTY IS LOCATED APPROXIMATELY ONE-HALF MILE EAST OAF THE INTERSECTION OF ROUTES 211 70' AON. OF POSTS. ENDWALLLU EavEIVENr AND 641. THE SITE AREA IS 4A ACRES OF WHICH APPROXIMATELY 5 ACCRES WILL BE DISTURBED FOR THIS _ A 3 :1 Uj PROJECT. PHASE I OF THIS PROJECT CONSISTS OF THE CONSTRUGTIONI OF I STORAGE BUILDINGS TOTALING 6" 35,500 SF AND ASSOCIATED PARKING:. PHASE II CONSISTS OF AN 8000 SF OFFICE/STORAGE BUILDING AND RL7ER CL07N--'� ASSOCIATED PARKING. �.■ � MOUN b' N/N. A- lAEiIE BERM �•�� /- (OrsnONAU I i 1 TOE OF FILL CULVERT FMTER CLOTH 3 SIDE ELEVATION 1 //� (OPTIONAL) EXISTING SITE GONDITION5 IXsruvc CRCNlN I THE SITE IS COVERED BY OPEN GRASS AND BRUSH AND PRIMARILY %')RAINS TO THE NORTH TOWARD A 70'WAC III (DOWNSTREAM VIEW) FORMER POND THAT HAS BEEN BREACHED. THE FRONT OF THE PROPIERTY DRAINS TO A DITCH FLOWING W Cq r r WEST ALONG RTE. 211. THE DITCH DRAINS TO A LOW POINT ON THE ADJOINING DONALD SHIFLETT PROPERTY 0 In s to" MIN. - VDOT #1 CD CO WAS7iRACK _ / _ _ _. _ _ TO THE WEST, WHERE IT MEETS A Iro" GONG. PIPE FLOWING NORTH UNDER RTE. 211. HERE A CHANNEL FORMS CQ r+ �q°7pANl� COARSE AGGREGATE C\ AND FLOWS NORTH ACROSS THE DONALD SHIFLETT PROPERTY THEN ErAST INTO THE FORMER POND AT THE I FLOW W CD 2.• REAR OF THE PROPERTY. FROM THIS POINT, THE WATER DRAINS THROWIGH THE BREACHED DAM AND EAST • 10' MIN. III 111 FLOW 1 3' G I~ C0 CQ 12' MIN• (SRNG 4- ° ACROSS THE ADJOINING JOHN SHIFLETT PROPERTY. •1 CO 0 I TOE OF FILL 4 C 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKFILL AND COMPACT THE ° ° ADJACENT PROPERTY 4 FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL ° THE SITE IS BOUNDED BY ROUTE 211 TO THE SOUTH, AND RESIDENTIAL PROPERTY ZONED RP TO THE NORTH, x >A VDOT jf I POSNrvE DRAlAf4CE 10 ApK SILT FENCE o 0 COURSE AOGREM7E B 70 SEDIMENT • DISTANCE IS 6' MINIMUM IF FLOW 2-10 ACRES OF DRAINAGE AREA: EAST, AND WEST. U ' 7 D a I TRAPPING CfV10E IS TOWARD EMBANKMENT Opt • OF INGRESS AND EGRESS L FLOW "� a o�,7M PLAN VIEW {} , EROSION AND SEDIMENT CONTROL MEA5URE5 � v 6. UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL ER05ION AND SEDIMENT CONTROL � i) � a 12' MIN r OPTIONAL STONE COMBINA TION MEASURES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND '� � E- '"M'" Jill ��II FILTER CLOTH 3' SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HAANDBC)OK Y (OPTIONAL) STRUCTURAL MEA5URE5 �' � o "`� a°'" SECTION A -A .�-•�// - FLOW = ~-"" (DOWNSTREAM VIEW) PHASE I: N � � A CONSTRUCTION ENTRANCE WITH WASH RACK (3.02) SHALL BE PROVIDED TO THE PROJECT AREA FROM s-r III I" _ 111 I" COOT #1 blo COARSE AGGREGATE ROUTE 211. THE CONSTRUCTION ENTRANCE SHALL REMAIN THROUGHOUT( BOTH PHASES. Win h' EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FLOW �;�-•• 2.5SILT FENCE (3.05) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO (INTERCEPT AND DETAIN SEDIMENT AND FLOW 21 S FILTER FABRIC REDUCE FLOWS OFF THE BERM ALONG THE WEST SIDE OF THE PROPERTY. A DIVERSION DIKE (309) SHALL BE CONSTRUCTED AS SHOWN ON THE IPLANS TO DIVERT OFFSITE DRAINAGE -�: WIRE •VOOT #3, #357, #5, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP RONFORK:ED CONCRETE DRAIN SPACE II I AWAY FROM CONSTRUCTED SLOPES. - }-�•' TO REPLACE SILT FENCE IN "HORSESHOE "WHEN CLASS I RIPRAP _ _ HIGH VELOCITY OF FLOW IS EXPECTED SECTION B-B A TEMPORARY SEDIMENT BASIN (3.14) SHALL BE PROVIDED TO DETAIM SEDIMENT LADEN RUNOFF FOR SOURCE: Adapted from Installation of Straw and Fabric f2ter Barriers for Sediment Control PIAN. 3.05-1 SOURCE: VA. DSWC PLATE. 3.20-1 ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO SETTLE (OUT. AFTER THE SITE HAS BEEN SOURCE ADAPTED from 1983 Maryland Standards for Soil erasion and Segment Control. and Va. DSW Plate J02-1 �� 3 � SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 Z STABILIZED, THE BASIN SHALL BE CONVERTED INTO THE FINAL STORMUUATER MANAGEMENT FACILITY AS O DEPICTED ON THE PLANS. � OFFSfTE DRAINAGE FROM THE WEST SHALL BE DIVERTED AWAY FROM SEDIMENT BASIN AND INTO THE W CONCRETE DITCH. TEMPORARY DIVERSION DIKE PIPE OUTLET CONDITIONS TABLE 3,31-B TABLE 3,32-C a SITE SPECIFIC PERMANENT SEEDING MIXTURES A A ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS FOR APPALACHIAN/MOUNTAIN AREA CULVERT INLET PROTECTION (3ZO) SHALL BE INSTALLED ON ALL CULV/ERT PIPES PRIOR TO PERMANENT STABILIZATION OF DISTURBED AREAS. 'QUICK REFERENCE FOR ALL REGI❑NS' Total Lbs, Minimum Care Lawn Per Acre TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL ado - Commercial or Residential 200-250 tbs, SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. Compacted Soil do Planting Dates Species Rate - Kentucky 31 or Turf -Type TOIL Fescue 90-100% (tbs./acre) - Improved Perennial Ryegrass 0-10% PHASE li- PIPE OUTLET TO FIAT - Kentucky Bluegrass 0-10% ALL CONTROLS INSTALLED IN PHASE I TO REMAIN FOR THE DURATION (OF THE. PROJECT. W 18" min. AREA WITH NO DEFINED F, CHANNEL High -Maintenance Lawn --Flow PLAN VIEW Sept, 1 Feb, 15 50/50 Mix of Minimum of three (3) up to five <5) varieties of TEMPORARY SEEDING (331) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL Q - - Annual Ryegrass bluegrass from approved list for use in Virginia, 125 lbs. SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. - � L & (Lolium multi-florum) a 50 - 100 General Slope (3d or Less) VEGETATIVE ME,45URE5 Cereal (Winter) Rye ��p� 4.5 0 x (Secat cereale) min. � _ - � -Kentucky 31 Fescue 128 tbs, PERMANENT OR TEMPORARY 501E STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (1) OP p d - Red Top Grass 2 tbs, DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE:. TEMPORARY SOIL STABILIZATION Feb, 16 - Apr, 30 Anuat Ryegrass 60 - 100 - Seasonal Nurse Cropow 20 lbs. SHALL BE APPLIED WITHIN SEVEN (1) DAYS TO DENUDED AREAS THAT' MAY NOT BE AT FINAL GRADE BUT SECTION A -A FILTER CLOTH KEY DI a"-e"; ra mmumDSD FOR ENT= PERnCEraR <Lolilum multi-florum> 150 Ibs WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERP?IANENT SOIL STABILIZATION SHALL BE Low -Maintenance Slope (Steeper than 30APPLIED TO ALL AREAS THAT ARE iO BE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS- "� TUNG SUMA5 A u -Kentucky 31 Fescue 108 tbs, No. 026715 fl May Aug.1 - 31 German Millet 50 - Red Top Grass 2 lbs. - Seasonal Nurse Cro x* 20 lbs. TOPSOIL THAT HAS BEEN STOCKPILI D SHALL BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH <S�Z3lo3 3d (MIN. etarla ItaUca) - Crownvetch www p 20 lbs. AND/OR TEMPORARY VEGETATION !I"IIMEDIATELY AFTER GRADING. � O� l` SOURCE: VA. DSWC PLATE 3.09-1 A o 150 Ibs SSIONAL do I Perennial Ryegrass wilt germinate faster and at lower soil ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO BE MACHINE -COMPACTED, L- temperatures than Fescue, thereby providing cover and erosion SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVER PIPE OUTLET TO WELL Seeding resistance for seedbed. WITHIN FIVE (5) DAYS AFTER GRADING. DEFINED CHANNEL X Use seasonal nurse crop in accordance with seeding dates as o PLAN vlEw I Seed shall be evenly applied with a broadcast seeder, drill, stated below, MANAGEMENT STRATEGIES ANTI-- VORTEX DEVICE DESIGN t cultipacker seeder or hydroseeder. Small grains shall be March, April through May 15th Annual Rye CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY m L a planted no more than one inch deep. Grasses and legumes May 16th through August 15th Foxtalt Millet C PRESSURE HOLES shall be planted with no less than 1/4' soil cover, August 16th through Sept.,Oct. Annual Rye AS POSSIBLE. s"DI1/2RDIX November through February Winter Rye I 0 --~ A o o o o -�- THE SITE SUPERINTENDENT SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL `A + TOP STIFFENER (IF REQUIRED) d xwx If Flatpea is used, Increase to 30 tbs./acre. All legume seed EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE MEASURES THROUGHOUT THE IS_XL TO TOP A -ANGLE WELDED NOTES: must be properly Inoculated, Weeping Lovegrass may also be PROJECT ARE CRITICAL TO THE EFFECTIVENESS OF THE PROGRAM. � TO TOP AND ORIENTED PER- SECTION A -A 1, TM MN MY BE PRMAST OR a� N nAM included in an slope or tow-maintance mixtures during warmer O O PENDICULAR TO CORRUGATIONS. FDTSR CLOTH %€Y IN 8"-9"; RSCO]OQ;tiD® FOR ENTIRE PRRnnRER Y P g I-� 2 cwaeere TED 1° a CLASS w7 IF rlisr INrtxx, F--� NOTES: 1. APRON LINING MAY BE RTPRAP, GROURIPRAP, GABION +aoa PS! IF PRWAST. seeding periodsi add 10-20 tbs/acre In mixes, �'°" qAe • °'"'°' """"°""MIS AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND � BASKET, OR CONCRETE. or P'gr AS bm Ors rkx ov ane) sixL TOP IS -GAGE CORRUGATED ee r,10 rm n Mow emwol Ham • O O O O METAL OR 1/8" STEEL PLATE. 2. La L9 THE LENGTH OF THE RTPRAP APRON A9 CALCULATED °UR°a REMOVED. O PRESSURE RELIEF HOLES MAY USING PLATES 3.18-3 AND 3.18-4. * FIR USE "I'" g; EM�„QOII-i � r -� BE OMMITTED, IF ENDS OF 3. d = 1.6 TD= THE MA70HUM STONE DIAMETER, BUT NOT "'� OQfT°'u � mlalwiclm �° W "°'E SLJOPEM nE DE ' ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN FIVE (5) DAYS OF COMPLETION OF Q CORRUGATIONS ARE LEFT FULLY LESS THAN 8 INCHS3. rn a ns wre s m ee ugu wan orsal saem PLAN VIEW OPEN WHEN THE TOP IS p1R{��p,r(1� ATTACHED. Source: Va. DSWC Plate 3.18-1 ! °1rH%%irm OEV�OPa) UIeW Ao GRADING. SUUMM AW& F I1M Cb M 514E Aff D DOC®FD ST1#VN0 [O-7 5 Ra71llED. iJ TACKNE &L ARM AROUND METAL PIPE OR FABRICATED FROM LD I YONDER IS -GAGE CORRUGATED ALL '• m DRAINAGE SWALES SHALL BE STABILIZED WITH GHDAMS UNTIL VEGETATION HAS BEEN WELL AR .-:-; :'. 1'"' , :. EGK !-! •;- ESTABLISHED, AT WHICH TIME THE CHECK DAMS SHALL BE REMOVED. H STEEL PLATE. ' --''• DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL NOTES: RISER .PIPE BASE CONDITIONS CONTROL MEASURES MAY BE NECESSARY DUE TO, CONTRACTOR PHASING OR OTHER UNFORESEEN Q �U+ > a' MIN. �'- n+ bA_ d / w .w �I U 1. THE CYLINDER MUST BE r""'"°�' °i °°""""i0 FIRMLY FASTENED TO THE r „o'; • CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE E-+ TOP OF THE RISER. OR EMBANKMENTS LESS lla. Db.w ft SHOWN, AS NEEDED, IN ORDER TO CONTROL EROSION AND CONTAIN SEDIMENT ON SITE. ALL MEASURES T� SP� BAR SUPPORT BAR SIZE 2. SUPPORT BARS ARE WELDED SHALL BE INSTALLED ACCORDING TO THE STANDARDS AND SPECIFICATIONS IN THE VIRGINIA EROSION AND UJ hV 1-I '� AIM) (�6 REBAR MIN.) TO THE TOP of THE RISER THAN 10' HIGH SEDIMENT CONTROL HANDBOOK O ` Q 0 OR ATTACHED BY STRAPS m BOLTED TO TOP OF RISER. REEK DIAMETT72 O MAINTENANCE W � 0 SECTION A -A ISOMETRIC CONCRETE BASE FOR EMBANKMENT 10' OR LESS IN HEIGHT ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SLllPERINTENDENT OR HIS Q W REPRESENTATIVE AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER �-D 24 HOUR PERIOD. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. 4 � (j G Q " COMBINATION 6" CURB & GUTTER SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A CxOOD STAND OF GRASS IS VIRGINIA DEFM WENT DE TRANSPORTATION MAINTAINED. ALL AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED UNTIL GRASS 18 ESTABLISHED. w 0 0 W Im SEDIMENT BASIN SCHEMATIC -� D 10' OR LESS � TRAPPED SEDIMENT I6 TO BE REMOVED AS REQUIRED TO MAINTAIN 50'ro TRAP EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE. ELE VA- TIONS � MAXIMUM TAIL WATER CONDITION MINIMUM TAIL WATER CONDITION GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUIILD-UP. IF THE GRAVEL OUTLET IS • CREST OF EMERGENCY CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR RE -PLACED IMMEDIATELY. DESIGN HIGH WATER SPILLWAY I NTS NTS 1:4 (25-YR. STORM ELEV.) 131�0 Q 18" DAY w 131.bm _ THE CONTRACTOR IS RESPONSIBLE FOR KEEPING EXISTING PUBLIC R01ADS IN A GLEAN, DUST AND MUD FREE, � MIN. 1.0' - CONDITION AT ALL TIMES. 0.5' MIN- 1.0' Ho 4.4 HoOF LAND DISTURBANCE ACTIVITIES W RISER CREST 136� 2D CONCRETE Do Do 1. CLEARING AND GRUBBING FOR SEDIMENT CONTROL DEVICES ONLY. 67 C.Y./ AC. o - DEWATERING 1345m J 2. PLACEMENT OF SEDIMENT CONTROL DEVICES. " DRY "STORAGE DEVICE + -F 3. OBTAIN INSPECTOR'S APPROVAL PRIOR TO BEGINNING GRADING OPERATIONS. SOURCE: VA. DSWC PLATE. 3.14-14 5 0 0 4. CLEAR AND GRUB REMAINDER OF SITE. 67 C.Y./ AC. WEr "STORRAGE OUTLET 3 2 3 5. ROUGH GRADE SITE. " � 1 Min, 1 Min, 1_ FINAL GRADING.PIPE DIAMETER OUTLET 8. RESTORATION AND STABILIZATION OF DISTURBED AREAS - SEDIMENT CLEANOUT POINT La PIPE 13. REMOVE EROSION AND SEDIMENT CONTROL MEASURES WITH THE APPROVAL OF THE INSPECTOR (" TO 34 CYO/ ACRE) REDUCED RAGE DIAMETER La DATE: DECEMBER 2002 13325 SCALE: NA DESIGN ELEVATIONS WITH STR PIPE Q 10 VEL Channel Channel Tail Crushed Stones Apron length(La) Apron Width(W) EMERGENCY SPILLWAY NO, Do(inch) (CFS) (FPS) N D(f t) Water Class Type-dia, MIN, (FT) MIN. (FT) DESIGNED BY: TNA 1 15 1,79 3.56 0.05 NA MIN, lA d50-6' 6f t 7,25f t SOURCE. VA. DSWC PLATE. 3.14-2 3 15 8.31 6,78 0,05 NA MIN lA d50-6' 1115ft 12,75ft FILE NO. 2207N SHEET 2 OF IS Z tl 0 c� 00 v 0 0 0 N 0 M 0 3 0 CO w 0 N cu I Z DONALD R. 5HIFLETT, ET UX I _ ZONE: RP USE: RE5IDENTIAL W W ----__ TM # 8(o- 5 - E i DONALD R. &PIFLETT, ET UX .ZONE: RP i II'% U5E: UNIMPROVED x - ` Z to CC) ly \II i s CONSTRUCTION \ ^ Q EShT.CP �` �✓--a �' e __- ^` \ I II I a coTEMP. rn��°an�4CRADING -.. \ ..o f LIMITS OF CLEARING 4 GRADING I ,� C -_`--__ I I, \ '' ''- I Z x u' CQ O a _ ,r _, \ - �N a) °' I - X X k -�C-- -- -- ------ - - - --- _ _ --- Y _ _ g Now - r �� I , 141 Ora GD 142 --�`i 140 GD ". 13�0 �_ X 135- - e� `-______ 73� `� �` LGG %,� I _-i H Gam=, u.i 6 h1rA-+ I \ X ----u� ��-,.._-------- �_�_- GIP � ,� i33' - 15 fiDS nilot _ - -- -.,.s► - :. "T45� P E�� \ -- �C�45�P X-144 �� - �- - -� \ 7 \ \42 14;-01 141 X, \ X �� X \ 40!'l `S-- --�- X \ PROP. G 135�� TRICKLE Dli a�i o y 41 s 1 .. ,X143 4 145 f-145�.- - \ X \ ti X X x \ x ,: W v� i� ��'� ,� -14-1 -' ` I 1 GIP46-- X 1 - �- x 145 x/=E X ~"-\\ 6 \ 43-- \ \,, ag s 142- 142 \ 141- \ ° , 14033 \ \\ \\ \ IUD \ trt i 146E�X 1453=d C ,� `,E \ �- i 13Lt \� 1 \ �� \ 740 \ \ \ \ / \ , \ x 3 " ------ ___ m cu v.---- _ ~ \\ • \ \r�,CEL ' ,i Ln \ \ �\ I ° \\ Z O - _- _ 146 145'2 EX. GULa/E1;;T TO Ek. X a / RAVEL` --� X �-- 1 I? BE Rl*r vED AND c)S 40 - \ \ N \ \ F TM " 86 77 )� \ _ w w x I l w a 1 I`�. \ �� ___ E 146-- / w �DITGN STORED = cr 4.10 AGR S .� \ F.F.=145.62 \ \X �- \ *. �. --�- �.. �d '1+�3� �' w X\ w �' I ,- �.1- �'� �' �t I , W _ 14322 F.F. 43.71 � 142 \. �. F.Fe1 , 3.02 141 `F . =1 2.3?. `' o \ F.F_= 41.63 \ s N X145 \ \ ',- \ \ \ ` x \ cfJ y- 14,5 �5 XX 48 �8 I W`�a'I I r i ) � 1L�� O > \ / �� J \ \ ` b \ U, v► ''� \, \ N 301, GMP RISER 2` a �3=i3�.G� / 145� 4m 1 145 f X ! �%4 '.� PP -- / s ;7m ,�`'� ONE E.__--- X 40 tiles 1436 I 11 1 I 11 X 4,a -3 \ \X -3 I \ I \>\ \ 41 �4515' - 10" RG~\.\ I / X y�PF' i= X C-cuY � 1 � � ,.., � � ig 40 -3 ~ �. \ \ �42 1 _ 141� 40 -3 \ t' - x r�� \ � ` - � � \ \ \r� 0 P ?y, 141 x 55 LGG 4 ,'�'a,- ` --�, \ ) \ i ) � \ �, \ __ __ -- . - - _- f X \\ y 1 \ 1 1 � \ 46 ----- 144 1RF I > J 1 - f ,- '' - `' •-14Q>' -`"~ r 13X �, f . Ji _ \ � TUNG O HIKUSUMA No. 026715 E.� 738 \ GD ZONAL - J f JOHN 8 &PIFLETT, ET UX TELE I ZONE: RP �� \ ` \ \ \ \ \ i i T�415 5�4EEVTO USE: RE51DENTIAL \ / �'' - E3E U&EID ®�IONTtwl &ED IMENTC®NROLONL%T`\� I TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Basin Shape ,« .. • }� e1 -+ � `� � y 4 .. M #_ r�, tt r+'S .r *! ,�_*oor NOTE: THE FIRST STEP IN GRADINCx OPERATION SHALL BE .•. .,.,t �* '� 4 # * ` *,•�� r ., �, + A (with an emergency spillway) * - ,► Project 2201 Masin 1 Flow L 12. en!athiof Width WE 3.1 - Anti -See (collar Desi n p g ; a. . . ' Total area draining to basin: 8_4 acres. '\ + . ` + g CONSTRUCTION OF THE PROPOSED DRAINAGE CHANNEL' '° �� if lE 2, baffles are not required If 2, baffles are required 23. Depth of water at principal spillway crest CY) = N/A Slope of upstream face of embankment (Z) = N/A spillway Slope of irinci a l s illwa barrel lSb) = N/A - ; 4 - , -, AND BERM, TO PREVENT THE STORM DRAINAGE GOING * �4` s ' - - _ ' ' TO THE ADJACENT PROPERTY * �"�'. . -�� " - ' •*O" - �'' w Basin volume Design Wet Storage: .. - ,, , 1. Minimum required volume = 61 cu. yds. x Total Drainage Area. �� "' 61 cu. yds. x 8_4 acres = 562.8 cu. yds. Runoff 13. 02 = 18.69 cfs (From Chapter 5) 14. 0100 = 36.8 cfs (From Chapter 5) p principal Length of k�arrel in saturated zone (La) = N/A 24. Number tof collars required = N/A dimensions = N/A a � �„r E- Z a + 33 ,,OGRE �* "+ d13 ACRES * � 2. Available basin volume = 564.1 cu. yds. at elevation 134.5. Principal Spillway Design � �,' � .' � � � kx . .:� ��y 6 :� ►* - + �. P ,u �.. ... (From Storage - elevation curve) 15. With emergency spillway, required spillway 02 = 18.69 cfs. (riser and barrel) capacity Qp = Final Desigtn Elevations Top of Darin 138.80 E-+ ^ U 69 +, ,. r ER0510N/5ED IMENT CONTROL LEGEND , h S * `* 3. Excavate. cu. yds. to obtain required volume. $ , ,6 16. With emergency spillway: Design Higlh Water = 131,50 O W p4 E. z w •► 1`�,9,. 4. Available volume before cleanout required: Assumed available head (h) = 1 ft. (Using Q2) h Emergency Spillway Elevation Riser Emergency spillway Crest = 131.00 1) � N0.E� SYMBOL DESCRIPTION y µ - 33 cu. yds. x 8_4 acres = 211.2 cu. yds. =Crest of -Crest Elevation of Principal spillway Crest = 13600 W O O Q 0 O U 3.02 * GE TEMPORARY GRAVEL CONSTRUCTION r-: +: O ENTRANCE WITH WASH RACK '`'� � '� '►"� ""4 , All(From 04 5. Elevation corresponding to cleanout Revel = 133.25 '� �' (From Storage -Elevation Curve) p p y 11. Riser diameter lDr) = 30 in. Actual head lh) = 0.85 ft. Dewatering Orifice Invert 134.50 �+ � O # Plate 3.14-8.) Note: Avoid orifice flow conditions. = W O 3.05 SF X-X X SILT FENCE O 6. Distance from invert of the dewaterin orifice to cleanout g level = L25 ft. (Min. = 1.0 ft.) 18. Barrel length CU = 48.5 ft. Cleanout Ellevation = 133.25 PRE -DEVELOPMENT DRAINAGE DIVIDES POST -DEVELOPMENT DRAINAGE DIVIDES Head (H) on barrel through embankment = 5.15 ft. 3.01 IP STORM DRAIN INLET PROTECTION i"=1000' 1"=1000' Dry Storage: (From Plate 3.14-1). Elevation of Upstream Toe of Dam Or Excavatled Bottom "Wet Storage oldW Q a 3.09 pp D TEMPORARY DIVERSION DIKE pond 1. Minimum required volume = 61 cu. yds. x Total Drainage Area. 61 cu. yds. x 8_4 acres = 562.8 cu. yds. 1�3. Barrel diameter = 18 in. of Area" Cif e>Kcavation was performed) = 131.15 co (Y-4 (From Plate 3.14-5 or Plate 3.14-A). O 3,10 FD FD TEMPORARY FILL DIVERSION 738.0 8. Total available basin volume at crest of riser = 1,210 cu. yds. at elevation 136. (From Storage - Elevation Curve) 20. Trash rack and anti -vortex device 0 W 736.8 •Minimum = 134 cu. yds./acre of total drainage area. Diameter = 48 inches. Height = 16 inches. W 3.12 �V DIVERSION 9. Diameter of dewatering orifice = 7 in. (From Table 3.14-D). 3.13 3.18 ST TEMPORARY SEDIMENT TRAP OP � OUTLET PROTECTION RE5PON51BLE LAND D15TURBER 735.E > 734. 10. Diameter of flexible tubing = 9 in. (diameter of dewatering orifice plus 2 inches). Emergency Spillway Design 21. Required spillway capacity Qe = Q100 - Qp = 18.1 cfs. w 3.20 GD---,--'--- CHECK DAMS NAME: PAUL NESLEY 733.E Preliminary Design Elevations 11. Crest of Riser -- 136 22, Bottom width (b) = 12 ft.t the slope of the exit channel (s) = 0.033 ft./foott and the minimum length of the exit channel 333 SO SO SODDING GERTIFIGATION #: 13140 732.0 0.0 0.5 12, Top of Dam = 138.5 13. Design High Water = 135 11 (x) = 4_4 ft. (From Table 3.14-C). II 3.38 TP 0-0-0 TREE PROTECTION DATE: 2/15/2005 Storage (acfl) .� .0 14. Upstream Toe of Dam = 132 DATE: DECEMBER 2002 LCG LIMITS OF CLEARING i GRADING THE RE5PON51BLE LAND D15TURBER �DRAINAGE DIVIDES 15 THE PARTY RE5PON51BLE FOR Line ToLine LlneLength Incr.Area TotalArea RunoffCoeff. IncrC x A TotalC x A InletTime TimeConc Rnfallnt TotalRunoff AdnlFlow TotalFlow CapacFull veloc Pipe5lze PipeSlope Inv ElevUlp Inv ElevDn HGLUp HGLDn Line ID SCALE: 1" = 30' DESIGNED BY: TNA CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED GARRYIN6 OUT THE LAND D15TURBIN6 (ft) (ac) (ac) (G) (min) (min) OnAr) (cfs) (cfs) (cfs) (cfs) (ft/s) (in) 001) (ft) (ft) (ft) (ft) WITHIN 14 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 14 DAYS AFTER START ACTIVITY A5 5ET FORTH IN THE PLAN5. I End 55 132 132 0.2 0.26 0.26 5 5 (0.8 1.113 0 1.19 4.52 3.41 15 0.4S 144.58 14431 145.13 144.86 S 2 FILE NO. 2207N ESLGND2 2 End 133 1.51 1.51 0.S2 1.44 1.44 &.4 8.4 5.8 8.3 0 63 1 6.8 15 1 136.5 135.11 138.31 136.42 3-4 SHEET OF 6 DONALD R, SHIFLETT, ET UX— ~ " ZONE: RP— u u i USE: UNIMPROVED ��,' I — �— DONALD R. SHIFLETT, ET UX TM 8� 5 4 / — — ZONE: RP — J x USE: RESIDENTIAL 73v TEMP. CONSTRUCTION_- 4��„ e GRADING LIMITS-- -Ue}z PROP. FBI ASSEMBLY -► --�• I rn - to \ �6' BOARD ON BOARD FENCE,,, — W/ GONG. BOLLARDS I � I PROP. FH ASSEMBLY I x LIMITS OF CLEARING 4 GRADING W/ CONC. BOLLARDS -r(SEE DETAIL ON THIS SHEET) / 1► (SEE DETAIL) _ t ST PI I A \ (SEE DETAIL) 1-12 II WE t P �E ;a..__ •— - -- _- — s i38 ti BY F_ A 1 74 24 746 _ __ 144 _ '" r LONE �38 3 $X XZ40 "'-135. 133'-18 i36A, ORO �r�1- I � 14-1 � xi41 — _ — _6 —► AY SIGN —' 0 � l38 -�X. xA*, =IN 6 i \ X —� - W/L ESMT. —'� ONE WAY SIGN i4 ONE WAY SIGN 39 BE -t ST P T EQ �- ,t .. - a 40- 0 U - �. ONE W W/L �1m Im• sI 96YPD /L SMT. 11 w 412,� N 12 m31 _ NE - A E SIGN 12 Ex ' W X-144%.O'%A4 \ `� 2ITYP.) m ,�O CG-6R ACCESS GATE 45 �44� - ` 2 2 I lz a6� _ _�x — — x x �, x I x x : , x l'7YP.) 110 - - 4�-T44�2 24' — K 43� \ -142� 142 741� \ \ 140� ' 140�' GL N # �j, ¢'2 _ `2 x EX. TRAILER �o t _ \ f 1 �b 1 \ G l a .� % 4 /'" PTO BE REMOVED 6, I r� C t 1 TTI G I:?1N 4�}} 2 �j' �--� (c4 _+ — . �B — \ C I l- --� I \ I 1 \. ` I \ I i< 74 FIELDVERIFY PGISSIBLE ELGATION OF EX. i'P _ -0 30 30 740 30 30,30 30 EX. WATER ETE -70-B REL'• CATED BY CONTRACTOR `, \ L2 00 11\ 'I*-, � � \ 0 (� \ , 145PP '114E,2j2 1 4, l" X. 18"xl3°CULVERT TO —1— — — - — - — — -_ \` \ �AtcEL ? DR1 ✓ -i45 / N 1 I x E BE - -REMOVED EP i45'� « \ �� t a 'D1-TCH RESTORED' ' �` —► — \ 7M 86-17 ), F x N I x rt 4 R� P. tEG �i. _ -_�-� `'' F.F. = 45.62 --► ix \ �4.1 SLLI �\ \ ► I I ' 1�43 = F.F. = 44.41 z� w X w x ~-- w —► x11 — �_' —► x s— r Z _ \ 1 -143 F.F.= 4312� -142 F.F.- 3.02 - �41 _ ' _ T41� 140� F.F. rD - N7 °I W - 220.00 O(lC / -� \ e \ \ 3 (\_ 2.32 \ F.F.= 41.63 \ 140.93 NO 41 i' Ex. BLDG5. 0 \ sr, t 14421pi 4 DEAR ISHED g0'_3" I �°� \ t- I , 20' X 40'-3"� 1 \' \ �u2 148 ONE E—.._."._.____—E „ YyTYPJ �43k X k0'-3" �\ N \t 1 142D3 1� \ X 40 -3 �. 40 -3 \ `�� \ GU DO NdT ��42 �41 4m'�,' 'i4(Z111 ENTER 9(GN 'P, 's ;. .�°°°..,' \ \ 6' BOARD ON BOARD FENCE (SEE DETAIL ON THIS SHEET) x \ -144E�Ul BLDG. ONE WAY SIGN Q.- '� '"' ---► \ �NE WAY SIGN s �~ g� \ "� WRON k SI N EP EP ONE WAY SI y J - L� 1 ` 140 �o �38 3(0 LL R°, RUIT LIMITED PARTNERSHIP LIMITS OF CLEAR Nu E GRADING S23°�0'!lj - 885.PA�0' f \ FLU -u�o •� °a ZONE: 52 __ z JOHN 5 SHIFLETT ET UX _ — _ PROPOSED AD D I T I ON /UJ \ u�USE: UNIMPROVEDZONE: RP � � w Xo c ,� - TM 10 86-A-80 x DEDICATION 1=0 �I�l� U�' RIC NT USE: RESIDENTIAL r \ \ �z TURN ,LANE RELOGATION TO THE TM 8(o-5-G / /} _ —140—,, �rQ 5UBJECT PROPERT%'. 30 15 0 \ 30 60 \ \ SGALE: �" = 30' EX 24' MIN. W PROP. R/w z VARIES VARIES VARIES m EX. PVMT. SECT. X MILL 1211x1-1/211 Dm TIE IN JOINT GRAVEL PROP, PVMT. SECTION SHOULDER 1 _ 1/2" - &M-12.E ,A NOTE: THE PAVEMENT AND STONE 311 - 5M-25.0 DEPTH SHALL MATCH EXISTING OR S° - 21-A BE AS PROP05ED NHIGH EVER 15 GREATER. TYPICAL SECTION RTE 211 TURN LANE NOT TO SCALE ONSI I TYPICAL PAVEMENT SECTION I NOT TO SCALE HEAVY/LIGHT — SUR>SSA SURFACE COURSE $UEHIAMEA51E VDOT STD. GR-21A 740S�R _ -140 COMPACTED SUBGRADE mummeamrPM—. = 735�45 TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VOOT VTM-1 METHOD) PAVEMENT DE51GN BASED ON A %BGRADE GBR DE51GN VALUE OF 6. SOIL TEST 1 OF THE 5U5GRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED j PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. Dt-pv'nt2-va0t ONSITE TYPICAL PAVEMENT SECTION NOT TO SCALE RIP RAP CL 1 TYPE A HEAVY/LIGHT SM-125A SURFACE COURSE :::'s„f,L;; ': C :>.'::'•": .'cc;,,'. BM-250 SE COURSE SUBBASE VDOT STD. GR-21A COMPACTED 5UBGRADE _. .ry (COMPACTED TO 95% DENSITY r -150 AT OPTIMUM MOISTURE CONTENT _ @ tm _ VDOT VTM-1 METHOD) N } -.- _ IsI _ PAVEMENT DESIGN BASED ON A SUBGRADE GBR DESIGN VALVE OF 6. SOIL TEST Gf THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED 0 Z "' j_ � } Z — PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION.— Dt-pv111t3-vdot 04.00 0 4-50 1 +00 1 +50 GG-,TA ® Y WHERE STD. CG-3 OR GG-7 IS USED g•-0- 4'-0- 4 = yc 6 OR CG-62 06- 12 17t MAX. 48:1 MAX. g' 20:1 5 MIN 10:1 MAX To:' uo SECTION A —A A / 5 DOWELS, 5- LONG 5--0- .3-0. 5'-0- MIN LOPE 1112" C-C PERMISSIBLE PERMISSIBLE WV(IMUM CONSTRUCTION JOINT !, CONSTRUCTION JOINT B B SECTION B—B LIMITS OF EXPOSED AGGREGATE SIDEWALK ACCESSIBLE ROUTE IS DEFINED AS A CONTINUOUS IF ® UNOBSTRUCTED. STABLE, FIRM AND SLIP RESISTANT A TANGENT PLAN PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED ENTERED AND USED BY PERSONS WITH MOBILITY IGPAIRMENTS. NOTES: a. a THIS DESIGN TO USED FOR CDNSTRUC71DN THAT INCORPORATES WIDER SIDEWALK. LANDING (48- WIDE) L1zo51wAIX CROSS, REWIRED AT TOP OF CURB RAMP. MINIMUM CURB RAMP LENGTH B FT. FOR NEW CONSTRUCTION. 6 FT. FOR ALTERATIONS. CURB RAMP FLOOR TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WTTH SUP RESISTANT INTEGRAL b DETECTABLE WARNING SURFACE COVERING THE ENTIRE WIDTH OF THE RAMP FLOOR ( RAMP FLOOR MAY BE PRECAST OR CAST IN PLACE). THE DETECTABLE WARNING SHALL BE PROVIDED BY AN EXPOSED AGGREGATE 'I KII FINISH. RAMP SHALL NDT EXCEED A MAXIMUM SLOPE OF 12.1. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOUTHIGILLY WITH RAMP FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REWIRED BARS. TYPICAL PLACEMENT IF RAMP FLOOR IS PRECAST. HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED TYPICAL PLACEMENT SIDES CBE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL AT INTERSECTION AT INTERSECTION gr A-4. WITHIN CROSSWALK WITHIN CROSSWALK REQUIRED BARS ARE TO BE NO. 5 X 8' PLACED V CENTER TO CENTER ALONG BOTH SRTES OF THE RAMP (WITH BUFFER STRIP) FLOOR. MID -DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1 CURB RAMPS WILL BE MEASURED AND PAID FOR AT THE CONTRACT UNIT PRICES FOR HYDRAULIC CEMENT CONCRETE SIDEWALK AND EXPOSED AGGREGATE SIDEWALK COMPLETE -IN -PLACE CURB/CURD AID GUTTER SLOPE TRANSITIONS ADJACENT TO THE CURB RAMPS ARE INCLUDED IN PAYMENT FOR CURB/CURB AND GUTTER. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7. THE CURB FACE ON THIS STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB AND COWIGURATION. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. d THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AND ACCESSIBLE ROUTE ®WITHIN THE RIGFR OF WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING. PROPOSED, OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS DIAGONAL VARIATION OR AS DIRECTED BE THE ENGINEER, AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES. FIRE HYDRANTS. DROP INLETS. ETC. WILL ALSO AFFECT PLACEMENT. PERPENDICULAR CURB RAMP REFERENCE (ACCESS FOR MOBILITY IMPAIRMENTS) W2 �3•� VIRGINIA DEPARTMENT OF TRANSPORTATION 745 STM STR 3-4 - --- - --- — -- 151, 51 W __ (SEE DETAIL Z J _ 140 -150 Z � 50 251 R.=144.45 745 _.. - I 1(dYR.=144.41 I'i45 _ (051 -, - 1511 RCP.._. [RIP RAP-- ;CL I TYPE A -140 '140 9400 0+00 0+50 STM STR 1-2 Z JAMES M. HA5EL I m ZONE: RP W USE: RESIDENTIAL I W TM ' 86D-32-5 \ z \ 1. ! ~ UNITS OF CLEARING E GRADING � I I I Z Y Cfl Lu C\2 I , cfl 00 CQ 73 C, c ) �� CLIJ PROP. C TRICKLE DITC _{uj 0 0 12 �. 0.Ln 5 U N I 1" I� \ ' p I us In to A ` , I a) o i o w v) w w Z T i I I z�,- A z� SlEE5°( (EE15) � W ! I rn w III� r 132 , 1 11 N aCL (L W IL � 1 4 45.5-- i5" RCP 1.0%� � � \ � � � w }42,3f r •� �381 44OP \ \ TUNG NIKI SUMA No. 026715 JON55 E. LORETTA I �o� ZONE: RP i �kl l 10 6 i USE: RESIDENTIAL 1 1 s10NAL � TM * 86D-32L4 1 x � INSPECTOR NOTE: BUILDING SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE AND SECTION 311, USE GROUP (STORAGE) OF THE BOCA NATIONAL CODE/1996 . OTHER CODE THAT APPLIES IS CA50 A 111.1-92 USABLE AND AGGE55I5LE BUILDING AND FACILITIES CHAPTER 1-1 OF BOLA SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED 9 +50 10+00 10 +50 11 +00 11 +50 12 +00 12 +50 13 +00 13 +50 ENTRANCE C/L AND WATER LINE 14 +00 14 +50 15 +00 15 +50 16 +00 SCALE: HORIZ.- P=50' VERT.- P=5' 760 E- Z E- 1- 1 1 �> I <� I _ � �50 W O WO O O E- H 745 ram+ > W (D 4j 12" -140 a w W i V1 _ I m Q DATE: JANUARY 2003 0 m�; SCALE: AS SHOWN -- — ---------- DESIGNED BY: TNA/JNT 16 +50 1'1+00 FILE NO. 2207N SHEET 4 OF 6 DRY POND SCALE: WORZ: 1" 50' VERT 1"= 5' --------- - _ _ _ 1 _ l EMEPGEN-, SPILLWAY 737.00 TOP. EMBA KMENT I738 00 i 740 r __ ,_ _ _ __ _. _ 40 F 1 I . IOO YR, EI;.EV 73.` 10YR -ELE1l: 733 47 . _ _ :i 735 YR ._ _:_: ELEV. 733;1q 735 730 1 4i3 5 18 RCP CL.1111 @ 1,.0% t I 4 { 730 rL _ t 725 725 i �,_ . . _ tu`11 z: 10+00 10+50 11 +00 11 +50 J Carlson Kline Self Space Storage STORM WATER MANAGEMENT NARRATIVE Storm Water Management dry pond is provided to control the quantity of post developed discharge to be less or equal to pre -develop discharge. The rational method was used in determining the pre and post -developed runoff rates. Hydraflow 2002 program was used for analyzing the pond sizing, and pond routing. Rainfall hydrographs were computed 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 post -developed conditions. Due to mostly impervious condition (onsite), the time of concentration of five minutes is used to determine the peak flow to the Pond. The total drainage controlled by proposed dry pond is 7.95 acres, which consist of- Sub Area l: 3.60 acres (onsite) mostly impervious Sub Area 2: 4.35 acres (offsite) using C value = 0.45 for future development The offsite un-control area of 75 acres with average C value = 0.45 bypass the proposed dry pond and outfall directly to the existing pond at Village at Sherando. The proposed dry pond will detain the storm water and slowly discharge to natural swale and combined with the offsite un-control discharge into the existing pond at Village at Sherando. The site selection of the BMP Pond was predicated by the location of the existing natural Swale in the property. The size and shape of the Pond were designed to accommodate 100-year storm drainage storage. For a complete Riser details, and Pond Routing computations see sheet 56 and 5 in the plan. PEAK DISCHARGE SUMMARY: Strom Event Pre -Develop Peak Post -Developed peak Routed Peak Discharge 2 YEAR 9.91 CFS 22.82 CFS 5.10 CFS 10 YEAR 13.43 CFS 29.35 CFS 8.03 CFS 100 YEAR 18.73 CFS 40.12 CFS 13.53 CFS Reservoir Report Page 1 Reservoir No. 1 - pond 1 Hydraflow Hydrographs by Intelisolve Pond Data Pond storage is based on known contour areas. Average end area method used. Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (acft) Total storage (acft) 0.00 732.00 2,444 0.000 0.000 2.00 734.00 6,679 0.209 0.200 4.00 736.00 9,727 0.377 0.209 6.00 738.00 13,280 0.528 1.114 Culvert 1 Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 18.0 0.0 0.0 0.0 Crest Len ft = 1.00 1.50 7.50 12.00 Span in = 18.0 0.0 0.0 0.0 Crest El. ft = 732.00 733.00 734.50 737.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. ft = 731.75 0.00 0.00 0.00 Weir Type = Riser Riser Riser Rect Length ft = 48.5 0.0 0.0 0.0 Multi -Stage = No No Yes Yes Slope % = 1.00 0.00 0.00 0.00 -Value = .013 .013 .013 .000 Ce ON rit. oeff. = 0.60 0.60 0.60 0.00 Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Stage / Storage / Discharge Table Stage Storage Elevation Clv A ft acft ft cfs 0.00 0.000 732.00 0.00 2.00 0.209 734.00 0.35 4.00 0.586 736.00 15.77 6.00 1,114 738.00 19.94 Note: All ou"lows have been analyzed under inlet and outlet control. Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total cfs cfs cfs cfs cfs cfs cfs cfs cfs --- --- --- 0.00 0.00 0.00 0.00 --- 0.00 --- --- --- 9.42 4.99 0.00 0.00 -- 14.41 --- -- 26.64 25.95 15.76 0.00 --- 68.36 --- --- --- 48.94 55.85 14.28 5.65 -- 124.72 Hydrograph Summary Report TOP EMBANKMENT 738.80 EMERGENCY SPILLWAY AT ELEV. 737.00 MODIFIED JB-1 RI WEIR B - INV = A WFIR e - 1N\/ - 48.5' - 18" RCP 1.0' MIN. FOR CL III @ 1.0% BUOYANCY 731. C 'U ALL CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. > FOR COMPLETE INFORMATION SEE KAS7tC_ SOl ufi cat I NC . FLAT RETAf4*ALArF "lt Wk y100YR WS ELEV. = 733.58 FT 0 10YR WS ELEV. = 733.47 FT 0 2YR WS ELEV. = 733.1q FT VDOT ROAD AND BRIDGE STANDARDS A SECTION - PRINCIPAL RISER BNP STRUCTURE PROFILE VOLUME ONE, 19% NTS Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 Rational 76.02 1 27 2.827 --- ------ --- OFF -SITE UNCONTROL 2 Rational 9.91 1 10 0.137 ---- ------ ---- PRE SUB AREA 1 &2 TO POND 3 Combine 77.71 1 27 3.026 1,2 -- -- PRE TOTAL OUTFALL DISCHARGE 5 Rational 8.44 1 5 0.058 ---- ---- ---- POST SUB AREA 1 TO POND 6 Rational 14.38 1 5 0.099 -- -- - ----- POST SUB AREA 2 TO POND 7 Combine 22.82 1 5 0.157 5,6 -- - --- POST DEV SUB AREA 1&2 TO PON 8 Reservoir 5.10 1 9 0.157 7 733.23 0,129 POST ROUTED SUB 1&2 V 0 8- Reservoir -2Yr-Op=5.10cfs 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 Time (hrs) / Hyd. 7 / Hyd. 8 Hyd. No. 8 POST ROUTED SUB 1&2 Hydrograph type = Reservoir Peak discharge = 5.10 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 7 Reservoir name = pond 1 Max. Elevation = 733.23 ft Max. Storage = 0.129 acft Storage Indication method used. Outflow hydrograph volume = 0.157 acft Hydrograph Discharge Table 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 cfs cfs cfs cfs cfs cfs cfs 0.05 13.69 732.26 0.35 ----- ----- ----- 0.47 ---- ----- ----- ----- 0.47 0.07 18.26 732.46 0.35 ----- ----- ----- 1.07 ----- ----- ----- ----- 1.07 0.08 22.82 << 732.71 0.35 ----- ----- ----- 2.02 ----- ----- ----- ----- 2.02 0.10 18.26 732.95 0.35 ----- ----- ----- 3.10 0.00 ----- ----- ----- 3.10 0.12 13.69 733.11 0.35 ----- ----- ----- 3.92 0.25 ----- ----- ----- 4.17 0.13 9.13 733.20 0.35 ----- ----- ----- 4.40 0.46 ----- ----- ----- 4.86 0.15 4.56 733.23 << 0.35 ----- ----- ----- 4.54 0.56 ----- ----- ----- 5.10 < 0.17 0.00 733.19 0.35 ----- ----- ----- 4.34 0.43 ----- ----- ----- 4.77 0.18 0.00 733.13 0.35 ----- ----- ----- 4.03 0.30 ----- ----- ---- 4.33 0.20 0.00 733.08 0.35 ----- ----- ----- 3.74 0.18 ----- ----- ----- 3.92 0.22 0.00 733.03 0.35 ----- ----- ----- 3.49 0.07 ----- ----- ----- 3.55 0.23 0.00 732.99 0.35 ----- ----- ----- 3.26 0.00 ----- ----- ----- 3.26 0.25 0.00 732.94 0.35 ----- ----- ----- 3.06 0.00 ----- ----- ----- 3.06 0.27 0.00 732.90 0.35 ----- ----- ----- 2.88 0.00 ----- ----- ---- 2.88 0.28 0.00 732.87 0.35 ----- ----- ----- 2.70 0.00 ----- ----- ----- 2.70 0.30 0.00 732.83 0.35 ----- ----- ----- 2.54 0.00 ----- ----- ----- 2.54 0.32 0.00 732.80 0.35 ----- ----- ----- 2.39 0.00 ----- ----- ----- 2.39 0.33 0.00 732.77 0.35 ----- ----- ----- 2.26 ----- ----- ----- ----- 2.26 0.35 0.00 732.74 0.35 ----- ----- ----- 2.14 ----- ----- ----- ----- 2.14 0.37 0.00 732.71 0.35 ----- ----- ----- 2.02 ----- ----- ----- ----- 2.02 0.38 0.00 732.69 0.35 ----- ----- ----- 1.92 ----- ----- ----- ----- 1.92 0.40 0.00 732.66 0.35 ----- ----- ----- 1.81 ---- ----- ----- ----- 1.81 0.42 0.00 732.64 0.35 ----- ----- ----- 1.72 ----- ---- ----- ----- 1.72 0.43 0.00 732.62 0.35 ----- ----- ----- 1.62 ----- ----- ----- ----- 1.62 0.45 0.00 732.60 0.35 ----- ----- ----- 1.54 ----- ----- ----- ----- 1.54 0.47 0.00 732.58 0.35 ----- ---- ----- 1.47 ----- ----- ----- ----- 1.47 0.48 0.00 732.56 0.35 ----- ---- ---- 1.40 ----- ----- ----- ----- 1.40 0.50 0.00 732.54 0.35 ----- ----- ----- 1.34 ---- ----- ----- ----- 1.34 1.08 0.00 732.22 0.35 ----- ----- ----- 0.34 ----- --- ----- ---- 0.34 1.10 0.00 732.21 0.35 ----- ----- ----- 0.33 ----- ----- ----- ---- 0.33 1.12 0.00 732.21 0.35 ----- ----- ----- 0.32 ----- ----- ----- ----- 0.32 1.13 0.00 732.20 0.35 ----- ----- ---- 0.31 ----- ----- ----- ----- 0.31 1.15 0.00 732.20 0.35 ----- ----- ----- 0.30 ----- ----- ----- ----- 0.30 1.17 0.00 732.20 0.35 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 1.18 0.00 732.19 0.34 ----- ----- ----- 0.29 ----- ----- ----- ----- 0.29 1.20 0.00 732.19 0.33 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28 1.22 0.00 732.18 0.33 ----- ----- ----- 0.28 ----- ----- ----- ----- 0.28 1.23 0.00 732.18 0.32 ----- ----- ----- 0.27 ----- ----- ----- ----- 0.27 1.25 0.00 732.18 0.32 ----- ----- ---- 0.26 ----- ----- ----- ---- 0.26 1.27 0.00 732.17 0.31 ----- ----- ----- 0.26 ----- ----- ----- ----- 0.26 Hydrograph Summary Report MULTI STAGE WEIRS SEE FRONT VIEW DETAILS PLASTIC SOLUTIONS INC. kTRASN RACK WEIR C-7.5' ODIFIED JB-1 R15ER /INV=734.50� I _._J E1 Ej F'l „ l _I i_._1 L___-i L_ I i I I �i + .IF -L 7 (I! WEIR B_ 9 „ WEIR B=INV=733.00INV=733.00, q' WEIR' A=12" INV-732.00 PLASTIC SOLUTIONS INC. FLAT INtRASI-I RACK BOLT TRASH RACK TO STRUCTURE W/ 2" 55 ANCHOR BOLTS TYP. C3 Z W W Z wCQ Q CO to Co CQ It rw CO 1 0) Z x 1 �� o Uj �, a to Hw 'G I I rn Q) o TOP V I EN - PRINCIPAL RISER FRONT V I EN - PRINCIPAL RISER NTS NT5 w Pagel Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 Rational 109.86 1 27 4.086 ---- ----- ----- OFF -SITE UNCONTROL 2 Rational 13.43 1 10 0.185 --- ------ ---- PRE SUB AREA 1&2 TO POND 3 Combine 112.30 1 27 4.362 1,2 ------ ----- PRE TOTAL OUTFALL DISCHARGE 5 Rational 10.85 1 5 0.075 --- ------ ------ POST SUB AREA 1 TO POND 6 Rational 18.49 1 5 0.127 ---- ----- ----- POST SUB AREA 2 TO POND 7 Combine 29.35 1 5 0.202 5,6 ---- ---- POST DEV SUB AREA 1 &2 TO PON 8 Reservoir 8.03 1 9 0,202 7 733.51 0.158 POST ROUTED SUB 1&2 8 - Reservoir -10 Yr - Op = 8.03 cfs 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 Time (hrs) / Hyd. 7 / Hyd. 8 Hyd. No. 8 POST ROUTED SUB 1 &2 Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 7 Max. Elevation = 733.51 ft Peak discharge = 8.03 cfs Time interval = 1 min Reservoir name = pond 1 Max. Storage = 0.158 acft Storage Indication method used. Outflow hydrograph volume = 0.202 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.05 17.61 732.34 0.35 ----- ----- ----- 0.68 ----- ----- ----- ----- 0.68 0.07 23.48 732.59 0.35 ----- ----- ----- 1.53 ----- ----- ----- ----- 1.53 0.08 29.35 << 732.91 0.35 ----- ----- ----- 2.92 0.00 ----- ----- ----- 2.92 0.10 23.48 733.21 0.35 ----- ----- ----- 4.43 0.48 ----- ----- ----- 4.91 0.12 17.61 733.40 0.35 ----- ----- ----- 5.53 1.28 ----- ----- ----- 6.81 0.13 11.74 733.50 0.35 ----- ----- ---_- 6.12 1.78 ----- ----- ----- 7.90 0.15 5.87 733.51 << 0.35 ----- ----- -_- - 6.19 1.84 ----- ----- ----- 8.03 < 0.17 0.00 733.45 0.35 ----- ----- - --- 5.80 1.51 ----- ----- ----- 7.32 0.18 0.00 733.36 0.35 ----- ----- ----- 5.27 1.09 ----- ----- ----- 6.36 0.20 0.00 733.28 0.35 ----- ----- ----- 4.83 0.77 ----- ----- ----- 5.59 0.22 0.00 733.21 0.35 ----- ----- ----- 4.43 0.49 ----- ----- ----- 4.92 0.23 0.00 733.15 0.35 ----- ----- ----- 4.11 0.33 ----- ----- ----- 4.44 0.25 0.00 733.09 0.35 ----- ----- ----- 3.81 0.21 ----- ----- ----- 4.02 0.27 0.00 733.04 0.35 ---- ----- ----- 3.55 0.09 ----- ----- ----- 3.64 0.28 0.00 733.00 0.35 ----- ----- ----- 3.31 0.00 ----- ----- ----- 3.31 0.30 0.00 732.95 0.35 ----- ----- ----- 3.11 0.00 ----- ----- ----- 3.11 0.32 0.00 732.91 0.35 ----- ----- ----- 2.92 0.00 ----- ----- ----- 2.92 0.33 0.00 732.88 0.35 ----- ----- ----- 2.75 0.00 ----- ----- ----- 2.75 0.35 0.00 732.84 0.35 ----- ----- ----- 2.58 0.00 ----- ----- ----- 2.58 0.37 0.00 732.81 0.35 ----- ----- ----- 2.43 0.00 ----- ----- ----- 2.43 0.38 0.00 732.78 0.35 ----- ----- ----- 2.29 ----- ----- ----- ----- 2.29 0.40 0.00 732.75 0.35 ----- ----- ----- 2.17 ----- ----- ----- ----- 2.17 0.42 0.00 732.72 0.35 ----- ----- ----- 2.05 ----- ---- ----- ----- 2.05 0.43 0.00 732.69 0.35 ----- ---- ----- 1.94 ----- ----- ----- ----- 1.94 0.45 0.00 732.67 0.35 ----- ----- ----- 1.84 ----- ----- ----- ----- 1.84 0.47 0.00 732.65 0.35 ----- ----- ----- 1.74 ----- ----- ----- ----- 1.74 0.48 0.00 732.62 0.35 ----- ----- ----- 1.65 ----- ----- ----- ----- 1.65 0.50 0.00 732.60 0.35 ----- ----- ----- 1.56 ----- ---- ----- ----- 1.56 0.52 0.00 732.58 0.35 ----- ----- ----- 1.49 ----- ----- ----- ----- 1.49 0.88 0.00 732,31 0.35 ----- ----- ----- 0.59 ----- ----- ----- ----- 0.59 0.90 0.00 732-30 0.35 ---- ----- ----- 0.57 ----- ----- ----- ----- 0.57 0.92 0.00 732.29 0.35 ----- ----- ----- 0.55 ----- ----- ----- ----- 0.55 0.93 0.00 732.29 0.35 ----- ----- ----- 0.53 ----- ----- ----- ----- 0.53 0.95 0.00 732.28 0.35 ----- ----- ----- 0.51 ----- ----- ----- ----- 0.51 0.97 0.00 732.27 0.35 ----- ----- ----- 0.50 ----- ----- ----- ----- 0.50 0.98 0.00 732.27 0.35 ----- ----- ----- 0.48 ----- ----- ----- ----- 0.48 1.00 0.00 732.26 0.35 ----- ----- ----- 0.46 ----- ----- ----- ----- 0.46 1.02 0.00 732.25 0.35 ----- ----- ----- 0.45 ----- ----- ----- ----- 0.45 1.03 0.00 732.25 0.35 ----- ----- ----- 0.43 ----- ----- ----- ----- 0.43 105 0.00 732.24 0.35 ----- ----- ----- 0.42 ----- ----- ----- ----- 0.42 Page 1 Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph Hyd. No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (acft) (ft) (acft) 1 Rational 157.45 1 27 5.856 --- ------ ------ OFF -SITE UNCONTROL 2 Rational 18.73 1 10 0.258 --- ---- - - - PRE SUB AREA 1&2 TO POND 3 Combine 160.95 1 27 6.244 1,2 _-__ ----- PRE TOTAL OUTFALL DISCHARGE 5 Rational 14.84 1 5 0.102 --- ------ - - - POST SUB AREA 1 TO POND 6 Rational 25.28 1 5 0,174 --- ---- -- POST SUB AREA 2 TO POND 7 Combine 40.12 1 5 0.276 5,6 --- - - POST DEV SUB AREA 1 &2 TO PON 8 Reservoir 13.53 1 8 0.276 7 733.941 0.203 POST ROUTED SUB 1&2 4- V 0 8 - Reservoir -100 Yr - Op =13.53 cfs 0.0 0.3 0.6 0.9 1.2 1.5 1.8 2.1 2.4 2.7 3.0 Time (hrs) OF `" TUNG NIU ADHIKUSUIlk No. 026715 A SIONAL / Hyd. 7 / Hyd. 8 Hyd. No. 8 4 Uj POST ROUTED SUB 1&2 E4 Z �:) Hydrograph type = Reservoir Peak diischarge = 13.53 cfs 00 Storm frequency = 100 yrs Time initerval = 1 min ( J <� > Inflow hyd. No. = 7 Reservioir name =pond 1 E,.,i Max. Elevation = 733.94 ft Max. Storage = 0.203 acft E •4 U) O X E--- 1 Storage Indication method used. Outflow hydrograph volume = 0.276 acft Z E.i Hydrograph Discharge Table W W �D Q O O Q O Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B. Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs Z * 0.05 24.07 0.07 32.09 732.46 732.81 0.35 0.35 ----- ----- ----- ----- 1.06 ----- 2.43 ----- ----- 0.00 ----- ----- ----- ----- ----- 1.06 2.43 W J W OZ 0.08 40.12 << 733.23 0.35 ----- ----- ----- ----- 4.57 0.59 ----- ---- ----- 5.16 ~✓ U 0� x 0.10 32.09 733.61 0.35 ----- ----- ---- 6.83 2.41 ----- ----- ----- 9.25 D4 E: W W 0.12 24.07 733.84 0.35 ----- ----- ----- 8.34 3.88 ----- ----- ----- 12.21 W < a Q 0.13 16.05 733.94 << 0.35 ----- ----- ----- 8.99 4.55 ----- ----- ----- 13.53 << Ei lam' W O W 0.15 8.02 733.92 0.35 ----- ----- ----- 8.86 4.42 ----- ----- ----- 13.28 in Iy 0.17 0.00 733.81 0.35 ----- ----- ----- 8.09 3.63 ---- ----- ----- 11.72 ♦ 1 W 0.18 0.00 733.67 0.35 ----- ----- ----- 7.16 2.73 ----- ----- ----- 9.90 0.20 0.00 733.54 0.35 ----- ----- ----- 6.40 2.03 ----- ----- ----- 8.43 Z 1-� 0.22 0.00 733.44 0.35 ----- ----- ----- 5.77 1.48 ----- ----- ----- 7.25 0.23 0.00 733.35 0.35 ----- ----- ----- 5.24 1.07 ----- ----- ----- 6.31 O U) 0.25 0.00 733.27 0.35 ----- ----- ----- 4.80 0.75 ----- ---- ----- 5.55 E-4 0.27 0.00 733.21 0.35 ----- ----- ----- 4.41 0.47 ----- ----- ----- 4.88 0.28 0.00 733.14 0.35 ----- ----- ----- 4.09 0.32 ----- ----- ----- 4.41 0.30 0.00 733.09 0.35 ----- ----- ----- 3.80 0.20 ----- ----- ----- 4.00 0.32 0.00 733.04 0.35 ----- ----- ----- 3.54 0.09 ----- ----- ----- 3.62 0.33 0.00 732.99 0.35 ----- ----- ---- 3.30 0.00 ----- ----- ----- 3.30 0.35 0.00 732.95 0.35 ----- ----- ----- 3.10 0.00 ----- ----- ----- 3.10 0.37 0.00 732.91 0.35 ----- ----- ----- 2.91 0.00 ----- ---- ----- 2.91 0.38 0.00 732.87 0.35 ----- ----- ---- 2.74 0.00 ----- ----- ----- 2.74 0.40 0.00 732.84 0.35 ----- ----- ----- 2.57 0.00 ----- ----- ----- 2.57 0.42 0.00 732.81 0.35 ----- ----- ----- 2.42 0.00 ----- ----- ----- 2.42 0.43 0.00 732.78 0.35 ----- ----- ----- 2.28 ----- ----- ----- ----- 2.28 0.45 0.00 732.75 0.35 ----- ----- ----- 2.16 ----- ----- ----- ----- 2.16 0.47 0.00 732.72 0.35 ----- ----- ----- 2.05 ----- ----- ----- ----- 2.05 0.48 0.00 732.69 0.35 ----- ----- ----- 1.94 ----- ----- ----- ----- 1.94 0.50 0.00 732.67 0.35 ---- ---- ----- 1.83 ----- ----- ----- ----- 1.83 0.52 0.00 732.64 0.35 ----- ----- ----- 1.73 ---- ----- ----- ----- 1.73 0.68 0.00 732.47 0.35 ----- ---- ----- 1.07 ----- ----- ----- ----- 1.07 DATRDECEMBER 2002 0.70 0.00 732.45 0.35 ----- ----- ----- 1.02 ----- ----- ----- ---- 1.02 0.72 0.00 732.44 0.35 ----- ----- ---- 0.98 ----- ----- ----- ----- 0.98 0.73 0.00 732.43 0.35 ----- ----- ---- 0.93 ----- ----- ----- ----- 0.93 0.75 0.00 732.41 0.35 ----- ----- -- -- 0.89 ----- ----- ----- ----- 0.89 SCALE: AS SHOWN 0.77 0.00 732.40 0.35 ----- ----- ----- 0.85 ----- ----- ----- ----- 0.85 0.78 0.00 732.39 0.35 ----- ----- ----- 0.82 ----- ----- ----- ----- 0.82 0.80 0.00 732.38 0.35 ----- ----- ---- 0.79 ----- ----- ----- ----- 0.79 DESIGNED BY: TNA/JN 0.82 0.00 732.37 0.35 ----- ----- ----- 0.76 ----- ---- ----- ----- 0.76 FILE N0. 0.83 0.00 732.36 0.35 ----- ----- ----- 0.73 ----- ----- ----- ----- 0:73 0.85 0.00 732.35 0.35 ----- ---- ----- 0.71 ----- ----- ----- ----- 0.71 0.87 0.00 732.34 0.35 ----- ----- ---- 0.68 ---- ----- ----- ----- 0.68 SHEET OF l I I I I I I I I I I FRUIT LIMITED PARTNERSHIP ZONE: B2 USE: UNIMPROVED TM 0 86-A-W I I I I I I 5GREEN ING DETAIL N.T.S. PROPERTY LINE _ 0-y- x x X X 8' 6' WOOD BOARD ON BORAD FENCE ID ICG-II (TYR, 12 TYR, f11 1 w Iw x ' — LLI DONALD R SHIFLETT, ET UX -' — S ZONE. RP — I I USE: UNIMPROVED �� ' 1 DONALD R.SHIFLEI?, ET UX I tM 86_5.4 � — p ,� _____ /` '- __-___.__ ZONE: RP -138 USE: RESIDENTIAL TM 86-5-E TEMP. CONSTRUCTION 4 GRADING LIMITS ✓ .-� `� �/ I V BOARD ON BOARD FENCE — (SEE THIS DETAIL ON SHEET) i it % % % % % % % % W -sr -7c- _ -_ 7E_ 1� J� 7� x 7� 7� �`P� M11 7c % % tR % % -%- __W - 7 -% % % % % % Yu % %.. _. -6W61%-- -% -75_ % % % % % _. % .. % _. % x %- %- _R -7� -% % - % x x x x---'c--- % % % x % % k x_ x % % % % x - -+� % x x sr 9 % x % % % % x � - %- -x-1 % - - % x % x vF % — -- 1 —_—� _— --- -- - — - v,— Ex CCs-sR ACCESS GATE 24'— I 0 2 IJ-PTO BE REMOVED °o`; w E I J% - II `. — \ \ — 30, S. WATER OCAL5Go a 00 4 'k :IEL[?/VERY P BLE EL ATION OF EX. 1:P — -` \ _� x-fe4y X. IS x13 CULVERT TO TM �ARGEL F / EL. bp?/ BE V'P-AND rip/ _ — — N ` • \ I 117GN RESTORED -4- 4' R P. EG iN \ cn \ \ 4.10 AC S \ @ \ \ v _ rn I \ 11 � _ {n \\ to EP LLl � V1 Xo� — 1 a_ U/ stu X XOX -U ty TYPICAL BUFFER SCREENING DETAIL NORT�4, EAST 4 WE5T 80UNDARY LINE KEY BOTANICAL NAME COMMON NAME CAL. SIZE HEIGHT QTY. Acer rubrum Sp Red sunset 2 „GAL - maple Juniperous Eastern Red N/A 6' 4813 virginiana or Cedar Pinus Strobus or White Pine I SCREENING NOTE: ALL EVERGREEN TREES SHALL BE MIN. 6' IN HEIGHT AT TIME OF PLANTING. a * _ ONE -----...... E 403 (TYR) ' 3 ' I P E E GUY 40'-3" \ \ P --- 6' BOARD ON BOARD FENCE ;, '*, � � �D � \ � � SEE DETAIL ON THIS SHEET) — x x I i I I ' R '- - z. x• JOHN B SHIFLETT, Et UX ZONE: RP ~ USE: RESIDENTIAL TM 0 86-5-G i : -- 140 TH 1 S 6HE E T FOR L AND SCAB' ING $ PENCE ONLY RUBBER NOSE GUY WIRE 012 GAUGE TURNBUCKLE TREE WRAP WITH 50go OVERLAP FLAGGING TAPE ON EACH WIRE 2" DOUBLE SHREDDED HARDWOOD MULCH/3" SAUCER PLACE TOP 1/5"OF ROOTBALL A50VE FINISH GRADE 3 STAKES BACKFILL ROOTBALL-REMOVE TOP 1/3 OF BURLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL LIGHTLY COMPACTED SETTLING MOUND TYPICAL PLANTING DETAIL-- TREES OVER 2-1/2" CALIPER MEEI (NOT TO SCALE) TYPICAL PLANTING DETAIL-- EVERGREEN TREES (NOT TO SCALE) TREE LEVEL AND PLUMB --STRAIGHTEN ER SETTLEMENT IF REQUIRED. SET TREE a TOP 115 OF ROOT BALL ABOVE FINISHED 4DE �ASE WIRE AROUND TRUNCK IN BLACK 0ER HOSE. SECURE AT HEIGHT ABOVE 9WED GRADE EQUAL TO 1/3-1/2 OF TREE IOVE TOP 1/3 OF BURLAP AND CUT ROPE VOR REMOVE WIRE BASKET FROM BALL WIRE rig GAUGE OUBLE SHREDDED HARDUJOOD OIL SAUCER AKES :KFILL aTLY COMPACTED SETTLING MOUND .'GRADE wing F,F. .. ------- .�- .,Yvw.� %w 1-1.1 tunnel liner up ends NOTE: 1. Separation of carrier pipe from casing pipe sholl be by manufactured steel and/or plastic casing spacers 2. spacers shall be placed on spigot end within 6 inches of connection to bell; then 2 spacers evenly placed on length SECTION of pipe SIZES REQUIRED CARRIER PIPE CASING PIPE WALL DIA. (� DIA. (' THICKNESS (� 4 or less 12 .250 6 16 .250 8 18 .375 10 20 .375 12 24 .250 14 24 .375 15 24 .375 16 30 .500 18 30 .500 20 36 .500 21 36 .500 24 36 .500 ( for larger pipe use tunnel liner ) WATER SERVICE LATERALS a) Casing pipe shall be SCH 40 PVC or SDR 21 b) 3" diameter pipe for I" service lines c) 6' diameter pipe for 2" service lines d) no spacers or sand fill to be installed HIGHWAY CROSSING Figure 3 6" dia. schedule 40 steel pipe filled with - concrete and painted yellow FIRE HYDRANT ASSEMBLY Figure 9 (for valves 12" and larger) GATE VALVE Noie: this detail is also used for butterfly valves " sq. x 6" deep JAMES M. HABEL ZONE: RP USE: RESIDENTIAL \ TIM 86D-32-5 \ % . x- �% x x x x x x x TRICKLE DITC 12 El x vw r PiE (SEE SHEET 5) -132 x 3 It % x f ' it x% x x / / \ I TELE./ 2 JO>`IES E. LbRETTA - faE06. \ ZdNE: RP I \ / USE: RESIDENTIAL TM • 860-324 1 / I"X4"X4'-8" SLATS, 2-FINISH NAIL AT TOP AND BOTTOM 2"X4"X4' BEAMS. TOE NAIL TO f 4"X4"X8' POST5 NOTES: 1. PRESERVATIVE STAIN ON ALL WOOD. — 2. FINISHED SIDE OF FENCE SHALL FACE I m ADJOINING PROPERTY, IF APPLICABLE. - COMPACTED GRAVEL WOOD FENCE DETAIL FOR PERIMETER FENCING NOT TO SCALE cc W W Z Z L1J CV o co CV in co CD Ian Z x I 4 N O W �) Q� LU U �� Hw ~ f-i U O w rn w N z W 0 U z O o Uj 5W Q W _N IL' T +� 9 TUNG NI IffUSUMA No. 026715 `SIGNAL Q z Qi W -� E-+ Q J� > U a� 0 o Qo � O W r-� W U z W w W a U Q 'Z I DATE: JULY 2002 SCALE: 1" = 40' DESIGNED BY. MDS FILE NO. 2207 SHEET 6 OF 6