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HomeMy WebLinkAbout48-03 Senseny Greenwood Carwash - Automatic Carwash - Shawnee - BackfileGENERAL NOTES V0OT GENERAL NOTES LEGEND VICINITY MAP C!3 Z to the Vl. All work on this project shall conform to the latest editions of the Virginia Department of ' - SCALE 1 "= 2000' 1. Methods and materials used in the construction of the improvements herein shall conform current Transportation VDOT Road and Bridge Specifications and Standards, the Virginia Erosion and P ( ) g P g EXISTING INTERMEDIATE CONTOUR -- - - - - _ _ _- - - 33 � � s U F � :� :� : �, 'r� : '- _,�` � ' ��s �.,�, � , .,. �. , ...��/�.`,:� r, ...,,... .�-�__;;1.� w ;' �. � . � ,, . � `.:: �rr�--- �F �.r1 ..:f r:,. ;' �.•.`� ,t�-"...;- �.•�< . �.. � ' _ t.-` �r:. �� t �; � r •.. _ ti ,l ems' - -` ?- ': ' , - ` a' Count construction standards and specifications and/or current VDOT standards and specifications. Y P 2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction, . I the Sediment Control Regulations and any other state, federal or local regulations applicable n h v w t specifications or Tans the most stringent shall be event of conflict between any of these standards, sp cifi ons p g EXISTING INDEX CONTOUR `-- ---- --- -� �330 W W must be provided prior to issuance of the site development permit. The approval of these plans in no way P P P P PP P Y govern. g PROPOSED CONTOUR 40 i ..• • -� ~� - f 1 - •,: r )tf� ;; agent of the responsibilities contained in the Virginia Erosion and Sediment relieves the developer or his ag p g o Occupational Safety and V2. All construction shall comply with the latest U.S. Department of Labor, 0 pa Y _ �` 44 .• . �: • . _ b �, Z Administration VOSH Rules Regulations. EXISTING EDGE OF PAVEMENT { I + :•, r. _ -� . ..:., e �'r.,f( '�• Control Handbook. Health and and PROPOSED EDGE OF PAVEMENT pRpp E/p z f -, �: `' f : $a ' J�,'• ... /�o'•�� c _ '�: 3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation V3. When workingon VDOT right-of-way, all traffic control, whether permanent or temporary, , shall g Y, P P Y EXISTING CURB AND GUTTER EX G46 o _ �• .-' •r' ;'• ; , L` v :�•'.r'_ VDOT and Frederick Count prior to construction in existing State right-of-way. ( ) Y P g g Y be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all -- a(� _ a.• = • I .; 'e W 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and PROPOSED CURB AND GUTTER PROP C&G ,� -+ .,' _; . ,� a .,, ,. ; ,,. �: .• , ... f �_,� .... ;� -� -•-• •.r �• }S.' required under State law. q Bridge Specifications, Section 104.04-C. g P "6-✓ �,_, o�J M . g � �, ; �{ .r ,.�i are . �.. ;9, �y' l �� o �n "A V4. The developer shall be res onsible for relocatin at his ex ense, an and all utilities, includin P P g' P Y g TRANSITION FROM CG-6 TO CG-6R �� = �1 -- l ?... _ Jay r , @, c/ - ,• 6 •ems res ,. j`„ J _' c1l.< ,.o �` `� f -o - --I 5. The exact location of all guard rails will be determined by VDOT personnel. joint inspection will be held with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation (VDOT) to determine if and where guard rail and/of paved ditches will be needed. The developer will be traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is the sole responsibility of the developer to locate and identify utility facilities or items, which may EXISTING TELEPHONE LINE _ ��•; \ �_ �, l'` s _.00 �'t , ... �" `: ? '1 �' ":.�'�.i �� = ,� • R:: i -_, ,G r _ �, ., y- ; ,.1 ,r _ . t ", _ .g; f; ; "' a� c '~ co CO o Refer to for ditches as determined by this inspection."R be in conflict with the proposed osed construction activity. VDOT a royal of these lans does not P P Y PP P PROPOSED TELEPHONE LINE • , �d :r,� ar' ;' - , o I ,_. ,� (�T y f._ . , H , a m tn I rn responsible providing guardrail and paved joint Virginia Department of Transportation VDOT Guard Rail and Paved Ditch Specifications. g P P (VDOT) P relieve the developer of this responsibility. EXISTING STORM SEWER EX. 15 RCP --_ i ; _ r'+ l! `�" ' 7 r �., �� tom; �-, t` t .• ti 1 r r i ; . _ l,ft ,� �. • t y , ; q �, x f `. V `� Sao /` yt , ti ;• , •.. a . , f `�-= ~ � ~ x o 6. b the construction e. Also a An approved set of plans and all applicable permits must a available at h onstruct n sit V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to thane as deemed necessary b VDOT. An additional ex ense incurred as a result of g Y Y Y P PROP. 15 RGP G� I �_./i `'; , , . , < ! , _ , n =-a taa �. :aa .. -:�. 'tw :... "' J , , . ,. , .::; s t . ; , : Q..: f :f - -% �} ;• r-=-•�a� - �,. 4rlt.lti :� ,,. ,�.. ` 1'\ � a� -d + cQ G I representative of the developer must be available at all times. an field revision will be the res onsibility of the develo er. Y P P PROPOSED STORM SEWER f r ti; r„_ .�. c, � . a , __>' _Ad �;1w'- F , t „> _.. - _,} i ; ; , .�, , y `.. t "o.: LU r v, 0 0 :T .,..._. s ' w _: • 1 1ram `:,� < ... Im , lip Q) 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 Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. PROPOSED SANITARY SEWER PROJECT INFORMATION � E- 8. All unsuitable material shall be removed from the construction limits of the roadway before placing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged EXISTING ELECTRIC SERVICE PARCEL IDENTIFICATION N0. 65A- 7 -8 & 9 � embankment. and held by the engineer and/or developer with the attendance of the contractor, various County SITE LOCATION INTERSECTION OF SENSENY ROAD & GREENWOOD ROAD 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 a0 O Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for EXISTING GAS LINE Q EX STREET.' ADDRESS GREENWOOD ROAD 0 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. PRG,;'r�CT AREA 0.729 ACRES °' course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and PROPOSED GAS LINE G DISTURBED AREA 0.729 ACRES 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 _�-�;• CURRENT ZONING B-2 �, 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 accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, CUPIRENT USE and prior to placement. access to other properties affected by this project shall be maintained through construction. The FLOW LINE ••-. •••-► , � PROPOSED USE CAR 10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated g P Developer shall have, within the limits of the project, an employee certified b the Department of P P , Y P Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation FENCELINE ,WASH BUILDING HEIGHT: IMUM ALLOWE 5 PROPOSED = 35 OR LESS THAN 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 SIGNS: ALL SIGNAGE MUS C NFORM WITH THE 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The a shall PP P P F•P be 6" diameter to VDOT SB-1. at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. EXISTING TELEPHONE POLE STANDARDS OF S ON 165-30 OF E_F_RF6 9RX - UNTY ZONING ORDINANCE. minimum and conform standard V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and -, T , OUTDOC;.�_LIGHTING: Pik s��E pt, /Br�eelj ,�1nlLitN��/,t/ 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 REQUIRED BUILDIN(_i SETBACKS: PROPOSED: T one litter receptacle shall be provided at the construction site. Vll. All water and sewer lines within existing or proposed VDOT sight -of -way are to have minimum PROPOSED WATERLINE W/ TEE -�13: FRONT MINOR STREET: 35' FRONi MINOR STREET: 35' i. 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. SIDE: - SIDE: - REAR:- ♦n V♦ entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take V12. Any unusual subsurface conditions encountered during the course of construction shall be EXISTING FIRE HYDRANT - MAXIMUM BUILDING HEIGHT: LL BUILDI HALL BE 35' OR LESS < whatever measures are necessary to insure that the streets are maintained in a clean, mud and. dust free e condition at all times. immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adg equate design can be determined by the engineer and approved by VDOT. EXISTING WATER VALVE ENVIROMENTA]_, FEATURES: NONE LOCAT ON PROPERTY 14. * Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut V13. 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 PROPOSED WATER METER EXISTING REDUCER ® 3: - LANDSCAPE CALCULATIONS tp, REQUIRE iiPROVIDED Q sheets, and connections to existing lines. shall be present to insure the sample obtained is representative of the location. When soil samples to laboratories for testing, the be identified labeled PROPOSED REDUCER p'i � INTERIOR PARKIN Y 2f, �� Z d f 15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current are submitted private samples shall clearly and belonging to be by VDOT that testing be STOP SIGN � / 1 TREE 1 10= 1 TREE Q standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as a project which will accepted and shall conducted according to all applicable VDOT standards. HANDICAP RAMP (CG-12) MIN. 1 SHADE--T -EE PER 10 SPACES ��-- E-a 16. The location 5555�' FULL 2 REEN BUFFER 3 PLANTS PER 10 LINEAR FEET 45 EVERGREENS � U of existing utilities shown in these plans are taken from existing records. It shall be the DENOTES LOCATION OF STD VDOT contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be CG-12 AND OR JURISDICTIONAL S DARD CO STR CTION TAN U �.W 6 FENCE / MAJORITY EVERGREEN 31 DECIDUOUS R'+ 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 b AASHTO T-99 Method P •,, Y Y A, within plus or minus 2% of optimum moisture for the full width of any dedicated street ry AT LEAST 1/3 DECIDUOUS E-i ,_._, utility verification and the proposed construction. right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified PARKING INDICATOR INDICATES THE NUMBER OF TYPICAL PARKING SPACES 17. The developer will be responsible for any damage to the independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A 0 Q ~ ' > existing streets and utilities which occua--, as a result of his construction within to the copy of all tests shall be submitted to VDOT prior to final VDOT approval . ® * MIN. 5% OF INTERIOR PARSING AREA 11,664 x 5% = 583 S.F. 707 S.F.E- project or contiguous existing right-of-way. TEST PIT LOCATION REQUIRES LANDSCAPING0 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to Frederick County Sanitation Authority prior to issuance of and/or V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and further where determined necessary by VDOT Inspector. grading .-•i.te development permits. HANDICAP PARKING ( PARKING CALCULATIONS U) fx W V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall CD E-+ 19. The developer will be responsible for the relocation of any utilities which is required as a result; of his meet VDOT minimum design standards and is the responsibility of the developer. VEHICLES PER DAY COUNT 100 USE REQUIRED PROVIDED Q W Z O 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 CAR WASH - 1 250 OFFICE S.F. 100 250 = 1 SPACE 1 / / 20. These plans identify the location of all known ravesites. Gravesites shown on this plan will bP p y g p ;protected markings must be installed b the developer or at VDOT's discretion, b VDOT on an account g Y P Y 0 in accordance with state law. In the event gravesites are discovered during construction, the obvner and receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The U � H engineer must be notified immediately. bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of Sign shall be of a type found on EXISTING STREET LIGHT F.A.R. CALCULATIONS W Q4 W pavement. posts W 21. The contractor is to verify field conditions prior to and during construction and notify Gr. eenway Engineering 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 sign material and placement. Y y q g g g P PROPOSED STREET NAME SIGN LOT AREA FLOOR AREA (F.A.R.) � � Q at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan. 0.729 AC = 31,755.24 S.F. CAR WASH = 1524 S.F. 1,524 31,755.24 = 0.047 F.A.R. / ( ) PROPOSED SANITARY LATERAL CLEANOUT � Q, 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard AASHTO-T99, ASTM-D698, VTM-1 Density be by V18. The developer must provide to the local VDOT office a list of all material sources prior to construction. Copies of all invoices for materials within any dedicated street right-of-way must be SANITARY MANHOLE IDENTIFIER 12 OPEN SPACE CALCULATION proctor or as applicable. shall certified a registered provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices >= professional engineer and results submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it should supersede the requirements in this note. may be obscured. STORM DRAIN STRUCTURE IDENTIFIER 6 SITE AR IMPERVIOUS PERVIOUS REQUIRED PROVIDED 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical AREA AREA ZONE B2= 15% Z spreader. Density will be determined using the density control strip as specified in VDOT's Road and 31,755.24 S.F. 5,066.41 S.F. 16,688.83 S.F. 4,763.28 S.F. 16,688.83 S.F. OR 53% 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 Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these tests. A the test be to the Residency Office. In to EASEMENT LINE - - - certified copy of results shall provided additions 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 during the testing the density CENTERLINE SOURCE: ITE. 6th ED. VOL. P GENERATION DATA Z present construction and of control strip. 12.0 24. Owner shall be responsible for compliance with all discharge in accordance with County & State regulations. EXISTING SPOT ELEVATION CLASS USE TRIP RATE BASED ON AVG. RATE TRIP RATE CALCULATIONS VPD 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 in Section 315 VTM-76. A technician these tests. PROPOSED SPOT ELEVATION 1153 specified and certified compaction shall perform 847 SELF SERVICE -CAR WASH WASH STALLS - A certified copy of the test results shall be provided to the Residency Office. A VDOT representative EXISTING TREE LINE `' '°""' 2 STALLS WEEKDAY 21.60 21.60 TRIPS x 2 x 5 DAYS=216 UTILITY CONTACTS shall be notified and given the opportunity to be present during the construction and testing of the control strip. I SATURDAY 26.50 26.50 TRIPS x 2 x 2 DAY=106 46 V21. Approval of these plans shall expire three (3) years from the date of the approval letter. EXISTING TREE _{�',fJ 15" JAI: 15" PINE . Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. PROPOSED TREE r-. t �>> 15" OAK 15N PINE Winchester, VA. 22604 Winchester, VA 22604 FCSA CONSTRUCTION NOTES (540) 868-1061 (540) 869-111.1 FLOW ARROW �- Power: Allegheny Power Phone: Verizon TEST PIT DATE REVISION SEAL '� ^� C� O YEITr SHEET P.O. Box 1458 P.O. Box 173 Hagerstown, MD 21741 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. 1-800-654-3317 Baltimore, MDD 21297 (301) 954-6322c:2 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. Project Name: 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. �y A 7� �y GREENWOOD SENSENY ( / \ R�nl A\EI4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATERj Owner: Address, Including Zip Code P.O. BOX 309 TOM HALL & Telephone No. MISS UTILITY 1-800-257-7777 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 r FIRE MARSHAL'S NOTE HERNDON, VA 20172 DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY. 5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES. TUNG NIIQ ADHIKUSUMA� No. 026716 `gyp W 1-800-728-3312 Fire lane markings and signage: _ Developer: a Any "No Parking" signs and yellow painted curb locations will be installed A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE il�71�3 �� Address, Including Zip Code :rr E W. & Telephone No. by field inspection at the direction of the Fire Marshall's Office. WITH TION STOP AND MAKING SSIONAI, SAME AS ABOVE - B.) A GRAVITY SIEWER SERVICE EQU HE INSTALLATION OF A WYE, 18" LONG STUB PIECES, AND 15' LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. SHEET INDEX SAME AS ABOVE NOV 2003 FIRE FLOW DATA: HYD# FIRE FLOW DATA: I11'D# - C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF - g Certifying r rn �, Engineer Certif n Plan: '">t� �-� °�°�� ` ;,��r��,;��,c���r�wr�Ersr Address, Including Zip Code &Telephone No. STATIC PRESSURE = STATIC PRESSURE = EACH CONNECTION. I. COVER SHEET 151 WINDY HILL LANE RESIDUAL PRESSURE = RESIDUAL PRESSURE _ 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: 2. EXISTING CONDITIONS 4 DEMOLITION PLAN WINCHESTER, VA 22602 -. A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. GREENWAY ENGINEERING AVAILABLE FLOW = AVAILABLE FLOW = B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK 3. E d 5 CONTROL PHASE 1 4 E45 NARRATIVE, SOILS MAP (540) 662-4185 _ BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 4. SITE PLAN PROFESSIONAL SEAL & SIGNATURE SOURCE: SOURCE: -- 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 5. E 45 CONTROL PLAN PHASE I1 APPROVAL DATE: OCTOBER 2003 DATE: DATE: 6. SWM POND, DRAINAGE DIVIDES, POND CALCS, POND DETAILS THESE PLANS ARE IN CONFORMANCE WITH _ 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS l• LANDSCAPING PLAN COUNTY OF FREDERICK STANDARDS AND SCALE: N/A REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT. IS REQUIRED. g• DETAILS, SANITARY SEWER PROFILES ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY DESIGNED BY: - n HANDICAPPED PARKING NOTE 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ THE ZONING ADMINISTRATOR PRIOR TO TNA BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE READOUT IS REQUIRED. CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE Handicapped parking spaces and aisles shall slope *SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPT APPROVAL JOB NO. 3137H no greater than 2% in all directions. * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET 1 OF 8 BUILDING NOTES: ALL BUILDINGS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE AND SECTION 304, USE GROUP B (BUSINESS) OF THE BOCA NATIONAL CODEAS136. OTHER CODE THAT APPLIES IS CABO A 111.1-S2 USABLE AND ACCESSIBLE BUILDING AND FACILITIES. OWNER SHALL APPLY FOR CHANGE OF USE PERMIT ID REQUIRED FOR THE EXISTING HOME ON THE PROPERTY. BUILDING PERMIT SHALL BE REQUIRED FOR SIGNS AT THE FRONT OF PROPERTY. EGRESS DOORS SHALL MEET THE REMOTENESS REQUIREMENTS IN BOCA. CHAPTER 11 OF BOCA SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED (SOILS, CONCRETE, STEEL ETC.) A DEMOLITION PERMIT IS REQUIRED TO REMOVE THE EXISTING STRUCTURES. \ \ i II \ \ I \ � I \ \ \ \l X I 1 CON(. t 1 FIE D 5 _ 1-ION,1 RI= 1 25 2 1. 1 1 e ti /J / 1 1 , 1 OWNER E CONTRACTORS NOTES: / I. CBR TEST SHALL BE FIELD VERIFIED BY A CERTIFIED GEOTECHNICAL ENGINEER TO DETERMINE FINAL PAVEMFENT SECTION. / 2. CONTRACTOR SHALL APPLY TO FRE'DERICK COUNTY HEALTH DEPARTMENT FOR WELL ABANDONMENT PERMIT. \ �3 —E-XIJ�TING 8" WATER LINE ALONG GREENWOOD ROAD SHOWN AS APPROXIMATE, \ CONJTRACTOR SHALL FIELD VERIFY ACTUAL` HORIZONTAL AND VERTICAL \ LOCI TION. \i 4. 8'X�'- WET TAP SHALL BE PERFORMED BY F.C'�.A. 5. L06ATIONS OF EXISTING SANITARY SEWER ALON�z GREENWOOD ROAD IS SHOWN Ad APPDXIMATE, CONTRACTOR SHALL FIELD VERIFY ACTUAL HORIZONTAL AND VERTICAL LOCATION. \ I \ 6, ,4LL DENUDED AREA SHALL BE PERMANENTLY SEEDED 1. THE EXISTING CISTERN SHALL BE REMOVED PER HEALTH DEPARTMENT REGULATIONS. 2 It II I � I j 5>~'i N 11_ IN F0 E I \ ' ELEV= � 31 14" G�4E�R`�' 12 �'SOVE" \\ 15 IILOCU6T SAY11 E �._ Er`. 2- BOX ELDE I � ,....-- 2 0 ��% � �- %' ' �=' ► III / I 1,5AVE SAVE I "SAVE" 1 I , � LN 24" LU5i /� I II /� \ / II 10" l._,.4""1E��� �'' �k./"I I LL/�U5yl .5 1 15AVE" , SAVE i go J III i® �- j 11 ` I C.%N STORY � � C* 1✓-ro3 ' 1 1 Ulm 11� f �c� �� t I To �E / .j� % .4C�'�•�' � � � 1i � I REMOVED \ \ NAIL I15AVE'' �I 1 I " �� w «,w: . (� 1 + 1MAIL' EX 50X I / 4�1 _ 1 \ _ \ TO �5E REMOVED , \ I \ r PER }�E,4LTN DEFT. �EC�S E;<. ENT��OE \ �----------------I ,; /� \ i=ERTY LINE TO BE. _U,4C,4TED ,/ TO 5E USED I \ \ POND ACCE55 I QO EX \ _ t Sox - `' I \ ELDER ry fl 0 Z cc W W Z CD Z W o CO � ,O 00 wt A' 61 cc) LO I Z x �t C\2 LnC\2 W _ � a� W a 0 Hw cnin o 4) Q) a w to H A OF�j r, U TUNG NI1Q ADIIIKUSUMA� No. 026715 O� ZONAL f TO BE TO BE 7'7'�I �o5, -i(7)%-S REMOVED REMOVED '� I �° "SAVEII�,c4llZEL11�C- � (Oil CE: \ 12 pD`ox EL20Y� OX ELDER TG�� 'I I }J � \\ REMOVES j Lo � 5,4VE11 I TO BE r INV= i .0�1 ,�` o 0 Ex. _FAVF-L Q iCM N AF:E A REMOVED SAVE,v'oV D / / 10, UN< TO BE REM �-^-- � ao A. 411 TO 5E (REMOVED 1 - -- 5I4FRU5 0TC5 r \ \ �' 30x ELDE O '2 4TLF' t- — U) _ _ 102' TO EX. GUR 3 C UT ER / TO BE REMOVED / I / Z � F-iw i i i' z w z w rn 10 m 10 0 DATE: OCTOBER 2003 SCALE: P = 10' SCALE: 1"=10' DESIGNED BY: NTA JOB NO. 3137H SHEET 2 OF 8 EROSION AND SEDIMENT CONTROL NARRATIVE: PROJECT [DESCRIPTION THI5 PROPERTY 15 LOCATED AT THE INTERSECTION OF 5EN5ENY ROAD AND GREENWOOD ROAD IN THE COUNTY OF FREDERICK. THE SITE AREA IS APPROXIMATELY 0.13 ACRES. THE TOTAL DISTURBED ACREAGE FOR ALL CONSTRUCTION (INCLUDING OFF-51TE) 15 APPROXIMATELY 0.12 ACRES. THIS PROJECT CONSISTS OF THE CONSTRUCTION OF A DOUBLE BAY AUTO CAR WASH, APPROXIMATELY 15,Ororo S.F. OF IMPERVIOUS AREA AND 16,(o88 SF OF OPEN SPACE INCLUDING 100 SF, OF INTERIOR PARKING OPEN SPACE. THE PROJECT WILL BEGIN IN THE WINTER OF 2003 AND CONCLUDE IN THE SPRING OF 2004. APPROXIMATE DURATION OF PROJECT 15 (o MONTHS. EXISTING 51TE CONDITION5 THE SITE WAS PREVIOUSLY USED AS A RE51DENCE AND HAS BEEN DORMANT FOR APPROXIMATELY 2 YEARS. GREENWOOD ROAD FRONTAGE IMPROVEMENTS INCLUDE A 50-FOOT TAPER WITH CURB d GUTTER AND CG-11 ENTRANCE. SLOPES VARY FROM 2% TO 49. THROUGHOUT THE SITE. LIMITS OF CLEARING AND GRADING WILL BE VISIBLY FLAGGED PRIOR TO ANY CONSTRUCTION ACTIVITIES. ADDITIONALLY, ALL "SAVE AREAS" WILL BE CLEARLY MARKED. ADJACENT PROPERTY THE SITE IS BOUNDED BY RESIDENTIAL (ZONED RP) TO THE WEST, SENSENY ROAD TO THE NORTH, GREENWODD ROAD TO THE EAST, AND RESIDENTIAL (ZONED RP) TO THE SOUTH. TYPICALLY, EXISTING RESIDENTIAL PROPERTIES AND BUSINESSES ARE LOCATED NEAR THE DEVELOPMENT. 501 THE 501L5 IDENTIFIED ON THI5 51TE ARE 95, CLEARBROOK CHANNERY LOAM. PERMEABILITY FOR THESE SOILS IS MODERATELY SLOW AND RUNOFF 15 MEDIUM. POTENTIAL FOR TREE GROWTH IS MODERATELY HIGH. SOILS INFORMATION TAKEN FROM "SOILS SURVEY OF FREDERICK COUNTY." ERO51ON AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. GRADING WILL COMMENCE ONLY AFTER ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN PLACE. STRUCTURAL MEASURES PHASE I: A CONSTRUCTION ENTRANCES (3.02) SHALL BE PROVIDED TO THE PROJECT AREA FROM GREENWOOD ROAD. THE CONSTRUCTION ENTRANCE SHALL REMAIN THROUGHOUT BOTH PHASES OF EROSION CONTROL OR TO A POINT WHEN THE 51TE INSPECTOR DEEMS THE DEVICE NO LONGER NECESSARY. SILT FENCE (3.05) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO FILTER RUNOFF FROM DISTURBED AREAS BEFORE IT LEAVES THE SITE. TEMPORARY DIVERSION DIKES (3.09) SHALL BE INSTALL TO DIRECT RUNOFF TO SEDIMENT TRAPPING DEVICES AND SHALL REMAIN FUNCTIONAL THROUGHOUT THE CONSTRUCTION PROCESS. A TEMPORARY SEDIMENT TRAP (3.13) SHALL BE INSTALLED IN THE NATURAL SUMP AREA OF THE SITE (LOCATION OF PROPOSED 5UM POND) TO FILTER RUNOFF. THE TRAP WILL REMAIN IN PLACE THROUGH PHASE 1 d II AND WILL BE REMOVED AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. THE TRAP LOCATION WILL BE CONVERTED TO THE PROPOSED SWM POND. TEMPORARY SEEDING (3.31) AND/OR PERMANENT SEEDING (3.32) SHALL BE PLACED ON ALL CRITICAL SLOPES (3.1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. THESE AREAS ARE NOTED ON THE PLANS WITH THE APPROPRIATE SYMBOLS. DUST CONTROL (3.3g) SHALL BE IMPLEMENTED THROUGH IRRIGATION OR OTHER APPROVED MEANS TO PREVENT FUGITIVE DUST PARTICLES FROM LEAVING THE SITE BY EITHER CONSTRUCTION ACTIVITIE5 OR WIND. PHASE 1 I : ALL CONTROLS INSTALLED IN PHASE I SHALL REMAIN FOR THE DURATION OF THE PROJECT WITH THE EXCPETION OF THE SEDIMENT TRAPS (3.13) WHICH WILL BE CONVERTED TO A SUk I POND. THE TEMPORARY DIVERSION DIKES (3.09) MAY BE REMOVED ONCE THE POND IS FUNCTIONAL AND 51TE GRADING HAS REACHED A POINT THAT REQUIRES THESE DEVICES BE REMOVED. CULVERT INLET PROTECTION DEVICES (3.08) SHALL BE PLACED ON INLETS TO STORM SEWER CULVERTS TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE CULVERT. CULVERT OUTLET PROTECTION DEVICES (3.18) SHALL BE PLACED AT THE POINT WHERE STORM WATER 15 DISCHARGED THROUGH A PIPE. TEMPORARY SEEDING (3.3D AND/OR PERMANENT SEEDING (3.32) SHALL BE PLACED ON ALL CRITICAL SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. THESE AREAS ARE NOTED ON THE PLANS WITH THE APPROPRIATE SYMBOLS. TEMPORARY SEDIMENT TRAPS (3.13) WILL BE REMOVED UPON INITIATION OF THE SWM POND CONSTRUCTION. UTILITY CONSTRUCTION PROVIDE SILT FENCE AND/OR OTHER CONRTOL DEVICES, AS MAY BE REQUIRED, TO CONTROL SOIL EROSION DURING UTILITY CONSTRUCTION. ALL DISTURBED AREAS SHALL BE CLEANED, GRADED AND STABILIZED WITH GRASSING IMMEDIATELY AFTER THE UTILITY INSTALLATION. PROVIDE A TEMPORARY STONE SPLASH PAD AT ALL FIRE HYDRANTS OR OTHER POINTS OF DISCHARGE DURING TESTING OF THE WATER DISTRIBUTION SYSTEM. VEGETATIVE MEASURES PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (1) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY 501L STABILIZATION SHALL BE APPLIED WITHIN SEVEN (1) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN 51X (6) MONTHS. TOPSOIL THAT HAS BEEN STOCKPILED SHALL BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. ALL EARTH BERMS, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE: TO BE MACHINE -COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVER WITHIN FIVE (5) DAYS AFTER GRADING. MANAGEMENT STRATEGIES CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE. THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE MEASURES THROUGHOUT THE PROJECT ARE CRITICAL TO THE EFFECTIVENESS OF THE PROGRAM. AFTER AREAS ABOVE CONTROLS HAVE BEEN STABI''LIZED, THE CONTROLS SHALL BE CLEANED UP AND REMOVED. ELECTRIC POWER, TELEPHONE, STORM, SANITARY, WATER # GAS SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED AND MULCHED WITHIN FIVE (5) DAYS AFTER BACKFILLING. NO MORE THAN 500 FEET ARE TO BE OPEN AT ANY ONE TIME. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN FIVE (5) DAYS OF COMPLETION OF GRADING. DRAINAGE SWALES SHALL BE STABILIZED WITH CHECK DAMS UNTIL VEGETATION HAS BEEN WELL ESTABLISHED, AT WHICH TIME THE CHECK DAMS SHALL BE REMOVED. DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO CONTRACTOR PHASING OR OTHER UNFORESEEN CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE SHOWN, AS NEEDED, IN ORDER TO CONTROL EROSION AND CONTAIN SEDIMENT ON SITE. ALL MEASURES SHALL BE INSTALLED ACCORDING TO THE STANDARDS AND SPECIFICATIONS IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK CRITICAL EROSION AREA THERE ARE NO EXISTING CRITICAL SLOPE AREAS ON THIS SITE. MAINTENANCE A CERTIFIED RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR ALL EROSION AND SEDIMENT CONTROL MEASURES DURING CONSTRUCTION AND FOR ENSURING THAT PROPER STABILIZATION HAS BEEN PROVIDED PER VESCH STANDARDS FOR ALL DENUDED AREAS. ALL CONTROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER 24 HOUR PERIOD. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS 15 MAINTAINED. ALL AREAS SHALL BE FERTILIZED AND RESEEDED AS NEEDED UNTIL GRASS IS ESTABLISHED. SILT FENCES AND FILTER BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE IMMEDIATELY. SHOULD THE FABRIC ON A SILT FENCE OR FILTER FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE, AND THE BARRIER IS STILL NECESSARY, THE FABRIC SHALL BE REPLACED IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH ONE-HALF THE HEIGHT OF THE SILT FENCE OR MAKE THE SILT FENCE INEFFECTIVE. TRAPPED SEDIMENT IS TO BE REMOVED AS REQUIRED TO MAINTAIN 50% TRAP EFFICIEMC" AND DISPOSED OF BY SPREADING ON SITE. GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILD-UP. IF THE GRAVEL OUTLET IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED IMMEDIATELY. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING EXISTING PUBLIC ROADS IN A CLEAN, DUST AND MUD FREE, CONDITION AT ALL TIMES. STORMWATER MANAGEMENT A SMALL SUM POND WILL BE CONSTRUCTED ON THE (NORTHWEST CORNER OF THE SITE TO DETAIN STORM WATER AND WILL BE CONVEYED BY A CONCRETE PIPE INTO THE EXISTING STORM DITCH. THE EXISTING CHANNEL WAS ANALYZED FOR ADEQUACY AND THE RESULTS CAN BE FOUND ON SHEET 6 ALONG WITH THE OTHER POND CALCULATIONS. PHASES OF LAND [DISTURBANCE ACTIVITIES •NOTE: THE CONTRACTOR SHALLHOLD A PRE-GONSTRUCTION MEETING WITH ALL RELEVANT STATE AND LOCAL AGENCIES PRIOR TO CONSTRUCTION. A COPY OF THE APPROVED SITE PLAN SHALL BE ON -SITE AT ALL TIMES THROUGHOUT THE CONSTRUCTION PROCESS. I. CLEARING AND GRUBBING FOR SEDIMENT CONTROL DEVICES ONLY. 2. PLACEMENT OF SEDIMENT CONTROL DEVICES. 3. OBTAIN' INSPECTOR'S APPROVAL PRIOR TO BEGINNING GRADING OPERATIONS. 4. CLEAR AND GRUB REMAINDER OF SITE. 5. ROUGH GRADE SITE. 6. INSTALL DRAINAGE DEVICES WITH SEDIMENT CONTROL. 1. FINAL GRADING. 8. RESTORATION AND STABILIZATION OF DISTURBED AREAS. 9. REMOVE EROSION AND SEDIMENT CONTROL MEASURES WITH THE APPROVAL OF THE II`6PECTOR RESTORE TO PRE -CONSTRUCTION CONDITIONS. STORM WATER POLLUTION PREVENTION NOTES I. THIS SITE PLAN SET IS TO BE INCORPORATED AS PART OF THE STORM WATER POLLUTION PREVENTION PLANS AND PERMIT. 2. LITTER, CONSTRUCTION DEBRIS AND CONSTRUCTION CHEMICALS EXPOSED TO STORM WATER SHALL BE PREVENTED FROM BECOMING A POLLUTANT SOURCE FOR STORM WATER DISCHARGES. 3. EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE RESPONSIBLE LAND DISTURBER TO ENSURE THEY ARE OPERATING CORRECTLY. DISCHARGE AND DOWNSTREAM LOCATIONS SHALL ALSO BE INSPECTED TO DETERMINE WHETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING SIGNIFICANT IMPACTS TO RECEIVING WATERS. IF EXISTING CONTROL MEASURES NEED MODIFICATION OR ADDITIONAL MEASURES ARE NEEDED, IMPLEMENTATION SHALL BE COMPLETED BEFORE THE NEXT ANTICIPATED STORM EVENT. 4. THE RE5PON511BLE LAND DISTURBER SHALL BE RESPONSIBLE FOR PREPARING INSPECTION REPORTS PER PART II, D., 4., C. (INSPECTIONS) AS REQUIRED BY THE PERMIT. 5. THERE ARE NO KNOWN, NONSTORM WATER DISCHARGES ASSOCIATED WITH THIS PLAN. GRASSING t SEEDING SCHEDULE FESCUE is 40 LBSJACRE RYE: is 20 LE36JACRE FERTILIZER ® 1000 1_E35JACREi 10-10-10 OR EQUAL STRAW MULCH e 2 TONS/ACRE LIMESTONE e 1 1/2 TONS/ACRE SOILS MAP 10/22/2003 9:26 SENSENY-GREENWOOD CAR WASH 3137H SEDIMENT "TRAP DESIGN SCHEDULE (ENGLISH) STORAGE STORAGE WET H Ho W L AREA Elev. Top Inv. Elev. TRAP Drainage REQUIRED PROVIDED STORAGE HEIGHT WEIR TOP WEIR @BERM of Stone at Stone No. AREA DIMYNSIONS OF OUTLET WIDTH LENGTH OUTLET Outlet Weir OUTLET BERM HEIGHT HEIGHT WET DRY wF'r DRY I)I:PTH L= W = (AC) (cu-yd) (cn-yd) (cu-vd) (cu-yd) 01) (ft) (n) I (f1) (ft) 1 (11) 1 (1)) (s9-ft) (f1) (R) 1 1 0.59 40 11) -111 5()l 2.61 251 201 2.5 1.5 1 2.500 1 3.5 4 15201 688.50 1 687.00 ER0510N/5EID IMENT CONTROL LEC�EN[D NO. KEY 5YMBOL DESCRIPTION 322 GE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3.05 O X- - - SILT FENCE 3.01 {? -- STORM DRAIN INLET PROTECTION 3.05 CIP CULVERT INLET PROTECTION 309 pp D TEMPORARY DIVERSION DIKE 3.10 OF11 FD TEMPORARY FILL DIVERSION 3.11 WD RWD TEMPORARY RIGHT OF WAY DIVERSION 3.12 0 _ DIVERSION 3.13 ST TEMPORARY SEDIMENT TRAP 3.18 OP OUTLET PROTECTION 320 ROCK CHECK [DAMS 333 50 SO SODDING: 336 TOP TREE PROTECTION LCG LIMITS OF CLEARING d GRADING DRAINAGE DIVIDES CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAY5 AFTER START OF GRADING, OR 501DDED AND PEGGED WITHIN 14 DAYS AFTER START rl ', �`•� `'1 t � 1 - - II 1I LONG x x Lx - - E = n� . 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WATER LIIE - -- Y TEST PIT REQ'D - SAN. SEW ----------TEST PIT --___-- --- C-�MI�R REQ'D G10 In EX -DI // /p SCALE: P = 10' r v TUNG NM AD[1IKUsum, No. 026715 SIGNAL 201 DATE: OCTOBER 2003 SCALE: 1"=10' DESIGNED BY: NTA JOB NO. 3137H i SHEET 4 OF 8 Z CONSTRUCTION OF A SILT FENCE SILT FENCE CULVERT INLET TEMPORARY DIVERSION DIKE PIPE OUTLET CONDITIONS STONE CONSTRUCTION ENTRANCE (WITH WIRE S UPPOR T) W PROTECTION A A 70' MIN. EXISTNG 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. W A 3 P 7MENr \ \i` ENDWALL �- 1 5.1 3d° fILTER CLOTH-"' 6" MIN. A MOUNTABLE BERM (oPnoNAIa � --�-��� /- /PIPE 1) TOE OF ALL d° 44 OUTLET TO FLAT H NO DEFINED A� W SIDE ELEVATION I CULVERT E EXISTNG GROUND -� ` ..-.,_ IIII Zl� ��II - - -- ---- ---- ---- PLAN VIEW '" O to � CO 70• MIN. B I'll.M1N. wA_sNRAcx �-� / _ / � G2 L a C\2 !" � •� d' c0 � � (OPRONAL) r - -- � I � a MIN 12' MIN. FLOW - III III III III ° I - d x CC�2 EXISTING PAVEMENT 4" } L Compacted Sall -�- W '0 Q, �- TOE OF FILL ° SECTION A -A FILTER CLOTH KEY IN 6'-9"; RECOMMENDED FOR ENTIRE PERIMETER W O VDOT It I POSTTAE DRAINAGE ,o' MIN. COURSE AGOREGATE 9 TO SEDIMENT 3. ATTACH THE FILTER FABRIC TO THE WIRE 4. BACKALL AND COMPACT THE FENCE AND EXTEND IT INTO THE TRENCH. EXCAVATED SOIL. ° SILT FENCE ° !DISTANCE le" min' � � 4 .--I $ P � Q) r- A TRIPPING DEVKE I • MUST EXTEND FULL WIDTH I� i IS 6• MINIMUM IF IS TOWARD EMBANKMENT FLOW <- Flow - 3d (MIN.) 0Lr) ,-.� � Q � � Of INGRESS AND EGRESS PLAN VIEW OPERInON FLOW A ° I`''�' ..6'min. FIME-011111 1 111111011111 milli I lisillill 113111111 W 12•Ml". _...wI'•'F''`..:r,,,;,,,:,. :, OPTIONAL STONE COMBINATION do PIPE OUTLET TO WELL N a 3` MIN. DEFINED CHANNEL ti nLTER CL07H / FLOW ® -' I PLAN VIEW o `� A r4 co SECTION A -A ./// L a 6 -7- .. ' `. ' S•; EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FLOW o z ---- d FILTER FABRIC SECTION A -A FILTER CLOTH KEY IN W-8"; RECOMMENDED FOR ENTIRE PERIMETER REINFORCED CONCRETE DRAIN SPACE W :;,^�,g,:; -WIRE III IIII i �. I I I �_- VDOT �j3, #357, (f5,56 OR jj57 COARSE AGGREGATE CLASS I RIPRAP TO REPLACE SILT FENCE IN "HORSESHOE "WHEN NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED O SECTION B - B -1 ' HIGH VELOCITY OF FLOW IS EXPECTED USING PLATES 3.18-3 AND 3.18-4. 3, d - 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT r-i (n SOURCE. ADAPTED fiom 19&f MarylOnd Standards for Soil erosion and Sediment Contra and Va. DSWC Plate �02-1 SOURCE: Adapted from lutallation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 Shemood A � SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 _ SOURCE: VA. DSWC PLATE 3.09-1 LESS THAN 8 INCHES. Source: Va. DSWC Plate 3.18-1 W MINIMUM TOP WID TH (W) TEMPORAR Y SEDIMENT TRAP a REQUIRED FOR SEDIMENT 1 VARIABLE' TRAPEMBANKMENTS ORIGINAL I VARIABLE ACCORDING TO HEIGHT OF GROUND ELF, r , W EMBANKMENT (FEET) 67 CU. YD./ACRE d VARIABLE N � 67 CU. YD./ACRE n� (EXCAVATED) 4' MAX. FILTER CLOTH ORIGINAL GROUND ELEV. / .: \ � I `� � , I / III 0T� T, r • SEE PLATE 3.13-1 COARSE AGGREGATE+ CLASS I RIPRAP vj W CROSS S SECTION R S E T I O N O F OUTLET �.\ ., ;1 1 � •�, � l \ s I r�, II I �I c� TUNC NIIQ ADHIKUSU6{A v H HO 1.5 0.5 W 2.0 CLASS I RIPRAP 1 ;' I !' { �\ No. 026715 ► ► c la 3 2.0 1.0 2.5 1.5 2.0 2.5 6 XGDRAI'NAGE AREA / (IN AC.)SIGNAL ; _ sG 3.0 2.0 ti' 3.5 2.5 HO H 4.0 3.0 2.5 3.0 3.0 / DIVERSION A i \ ll I --- 5.0 4.0 4.5 ����--. �• � � � �f�hlD,4 cam, �7'I�f= 1 7_I'I•..�''".�'"r-°-((1))`I �, � )O 934 , f - EXCAVATED AREA��. L. fzr4 151� 1 � r� 4 Vl J. l I IN P �• UC$ �Jt7 j"�t�� 2I /I MAX. DEPTH = 4' RIGINAL GROUND ELEV.;5r-, �= /// � � � � � SM. '' - _. - - - 0 ��.�.r .II. �� � ZONE. 1'Y'f � I� �_ .. i �� � Tyr, � ... j� � � � � ��t• .� . �. �� � .�rT�x I •♦ COARSE AGGREGATE / / �- T J / & �• t _,. -' 2 I p I I! I 1-I EX AREA DFILTER CLOTH / �\ t I _ H .. I I -C I �YeD _-.-•- I ° � I C I it I v� ; I j I/ jj COARSE AGGREGATE SHALL BE VDOT 3, 357 OR 5 # i� # OUTLET PERSPECTIVE VIEW 25 II i \Qi I I) jj fs, � � SOURCE: VA. DSWC PLATE. 3.13-1 SOURCE: VA. DSWC PLATE. 3.13-2 I J �' j \�i 5F QP Jill rN fvrJ-A-(�%))- I r KATWr J. KE. 0II6- _ i Ix } -- II <�C SEW- W� CO O x s E-, Co U W Ix I f El I . w Ix - _ -� - I LC -- �; Q , w `;�.� SII _�j I V � �• � - - � Ix V 1 Ix Ix O F _ --- E --X _ ---- - --- ---- __--- _ -- m,.._. DATE: OCTOBER 2003 f' -- f - - ,.'4rL�;tLE F�I� SGA LE. III _ 01 2 - SCALE: 1' =20' - s --- ---- _--------- -=_ --_ _-___ ,t DESIGNED BY. NTA cv C,6N ST71R 1 A JOB NO 3137H SHEET 5 OF 8 , t i f l { I JI I 1 ` i x i + t4 / nr.+ mx F¢tu o:s• ' - r•riTsus- m atq,F4- ' rrenvra .r tiTrn�; SUB AREA Ds-=.+::..r� 0.03 AC. ■ I , 1 02. 0.05 Qe 0.08 SUB AREN C I I I I I I'0.48 rr+ecvt-rrrv.J i '. AC.' rA �„ 0.aWv C • p. t oe 1.00 To-emfn., - I SUB AREA B it 1 a, .: " y , El 0-0.30 1 ► ( `"' . 02. 008 _ o,r 0.10 4 Cc)�dU AREAS A T EX. STR 2 L 0.35 AC. t, + - � a ,s x.- -.--- •-" C 0.51 .. 2 A93 -. J SCALE: 1"=5m'a-�„�...,; -- 0 FIRE -DEVELOPED CONDITIONS x cdr, t \ r RE`5 - tmr a. SUB AREA D 0.03 AC. __.� I C - 0.30 r _ _ _ �r �� g FOg2pC E - Q - 1 030 Q 1�iN,,+� SUB fill Qdd.04 I �1 pp r J.90 - T 5 min. / INTROLLED ,0 ND _ SUB AREA B l Q 0.04 AC. _ C 0.40 L Q2- 0.08 oe 0.10 " f TO Ex. QTR. 2 020 A" --- -,� % -075 Oe O.Pe ------E------------=--•<----- --� 1 SCALE: 1"=50 F:105T-DEVELCIFED CONDITIONS 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 (sgft) Incr. Storage (acft) Total storage (acft) 0.00 0.75 2.75 85.25 86.00 88.00 02 430 1,425 0.000 0.000 0.004 0.004 0.043 0.046 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 1.5 1.5 1.5 Crest Len ft = 1.25 0.00 0.00 0.00 Span in = 12.0 1.5 1.5 1.5 Crest El. ft = 86.50 0.00 0.00 0.00 No. Barrels = 1 4 6 8 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. ft = 84.00 85.25 85.75 86.00 Weir Type = Riser --- Length ft = 50.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.68 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a Yes Yes Yes Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Civ C Civ D Wr A Wr B Wr C Wr D Exfll Total ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cis 0.00 0.000 85.25 0.00 0.00 0.00 0.00 0.00 --- ... --- 0.00 0.75 0.004 86.00 2.77 0.20 0.15 0.00 0.00 --- --- --- 0.35 2.75 0.046 88.00 2.77 0.39 0.52 0.66 7.65 --- - --- --- 9.22 Hydrograph Summary Report 2-112 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 0.94 1 5 0.006 ---- ------ ---- Sub Area A Pre-Dev to Ex. Str 2 2 Rational 0.08 1 5 0.001 ---- ------ ------ Sub Area A Post-Dev to Ex Str 2 3 Rational 0.08 1 5 0.001 ---- ------ ------ Sub Area B Pre-Dev (uncontrolled) 4 Rational 0.08 1 5 0.001 --- ------ ------ Sub Area B Post-Dev (uncontrolled) 5 Rational 0.05 1 5 0.000 ---- ------ Sub Area D Pre-Dev (uncontrolled) 6 Rational 0.05 1 5 0.000 ---- ------ ------ Sub Area D Post-Dev (uncontrolled) 7 Rational 0.03 1 5 0.000 ---- ------ ------ Sub Area E Post Dev (uncontrolled) 8 Rational 0.73 1 6 0.006 ---- ------ ------ Sub Area C Pre-Dev 9 Rational 1.98 1 5 0.014 ---- ------ ------ Sub Area C Post-Dev (routed to Pond 10 Reservoir 0.66 1 8 0.014 9 86.25 0.009 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Hydrograph type = Reservoir Peak discharge = 0.66 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 9 Reservoir name = Pond 1 Max. Elevation = 86.25 ft Max. Storage = 0.009 acft Storage Indication method used. Outflow hydrograph volume = 0.014 acft Hydrograph Discharge Table Time Inflow Elevation Civ 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 0.02 0.40 85.30 1.93 0.02 ----- ----- ----- ----- ----- ----- ----- 0.02 0.03 0.79 8 5 45 2.77 0.09 ----- ----- ----- ----- ----- --------- 0.09 0.05 1.19 85.70 2.77 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15 0.07 1.59 86.00 2.77 0.20 0.15 0.00 ----- ----- ----- ----- ---- 0.35 0.08 1.98 << 86.09 2.77 0.21 0.18 0.08 ----- ----- ----- ----- ---- 0.47 0.10 1.59 86.17 2.77 0.22 0.21 0.15 ----- ----- ----- ----- ----- 0.58 0.12 1.19 86.22 2.77 0.23 0.23 0.19 ----- ----- ----- ----- ----- 0.64 0.13 0.79 < 86.25 < 2.77 0.23 0.23 0.20 _____ _____ _____ __ ___ _____ 0.66 « 0.15 0.40 86.24 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.65 0.17 0.00 86.21 2.77 0.22 0.22 0.18 ----- ----- ----- ---------- 0.63 0.18 0.00 86.17 2.77 0.22 0.21 0.15 ----- ----- ----- ----- ----- 0.58 0.20 0.00 86.14 2.77 0.21 0.20 0.12 ----- ----- ----- ----- ----- 0.53 0.22 0.00 86.10 2.77 0.21 0.19 0.09 ----- ----- ----- ----- ----- 0.49 0.23 0.00 86.07 2.77 0.21 0.18 0.06 -- - ----- ----- ----- ----- 0.45 0.25 0.00 86.05 2.77 0.20 0.17 0.04 ----- ----- ----- ----- ----- 0.41 0.27 0.00 86.02 2.77 0.20 0.16 0.02 ----- ----- ----- ----- ----- 0.38 0.28 0.00 85.99 2.77 0.19 0.15 ----- ----- ----- ----- ----- ----- 0.34 0.30 0.00 85.90 2.77 0.18 0.10 ----- ----- ----- ----- ----- ----- 0.28 0.32 0.00 85.83 2.77 0.17 0.05 ----- ----- ----- ----- ----- ---- 0.22 0.33 0.00 85.78 2.77 0.16 0.01 ----- ----- ----- ---- ----- ----- 0.17 0.35 0.00 85.73 2.77 0.15 0.00 ----- ----- ----- ----- ----- ----- 0.16 0.37 0.00 85.69 2.77 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15 0.38 0.00 85.65 2.77 0.14 ----- ----- ----- ----- ----- ----- ----- 0.14 0.40 0.00 85.61 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.42 0.00 85.58 2.77 0.12 ----- ----- ----- ----- ----- ----- ----- 0.12 0.43 0.00 85.55 2.77 0.11 ----- ----- ----- ----- ----- ---- ----- 0.11 0.45 0.00 85.52 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.47 0.00 85.49 2.77 0.10 ----- ----- ----- ----- ----- ----- ----- 0.10 0.48 0.00 85.46 2.77 0.09 ----- ----- ----- ----- ----- ----- ----- 0.09 0.50 0.00 85.44 2.77 0.08 ----- ----- ----- ----- ----- ----- ----- 0.08 0.52 0.00 85.41 2.77 0.07 ----- --- - ----- ----- ----- ----- ----- 0.07 0.53 0.00 85.40 2.77 0.07 ----- ----- ----- ----- ----- ----- ----- n r17 Hyd. No. 10 - Reservoir - 2 Yr - Qp = 0.66 cfs - Storm Water Management Narrative This site is located at the intersection of Senseny and Greenwood Roads in the Shawnee Magisterial District of Frederick County, Virginia. The site consists of 0.729 Acres and drains into an existing channel along Senseny Road at the NW corner of the 1 property. The existing overall drainage area flowing to this channel is approximately 0.48 Acres. The proposed site plan will increase the drainage area to this channel to 0.58 ,y Acres and therefore, a SWM Pond will be constructed to reduce the discharge. The calculated Sub Area C pre -developed and post -developed conditions are as follows: Ci 1 • Pre -developed 2-yr storm =0.77 cfs Post -developed 2-yr storm =1.98 cfs • Pre -developed) 10-yr storm =0.96 cfs Post -developed 10-yr storm = 2.55 cfs Based on these increases, the post -developed runoff has been routed to the pond and 0 will be discharged into the existing 18" storm sewer at the following allowable peak discharge rates: • Post -developed peak discharge 2-yr storm = 0.66 cfs • Post -developed peak discharge 10-yr storm = 0.77 cfs 0.0 • Post -developed peak discharge 10-yr storm = 1.05 cfs 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 In conclusion, the construction of the proposed pond will adequately control the Time (hrs) increased storm water drainage from the site and discharge less storm water into the i / Hyd. 9 / Hyd. 10 existing storm system than seen during pre -developed conditions. TOP OF 5ERM = (oWZO 3 �I EMERGENCY SPILLWAY - 68100 12" PVC TOP OF RISER = 686.50 35 RISEf 8- 1 1/2" DIA. ORIFICE 0 4 3/4" O.G. INVERT AT 686.00 �000 ' �o INVERT At �s' - 12" PVC 5DR-35 ID 0Io&% SLOPE 1 684.'15 INVERT AT 685.00 4 - 1 1/2" DIA. ORIFICE 9 1/2" O.C. INVERT AT 68525 ENTRANCE POND RISER DETAILS NTS e 100 YR WS ELEV. 686.59 10 YR WS ELEV. 68638 2 YR WS ELEV. 69625 �-215- STONES 6- 1 1/2" DIA. ORIFICE a 6" O.G. INVERT AT 685.15 POND _._685 ow I PROP. GRADE __._..._.._...� .._ -sp-.,__ _. �_ _- ._...._-__....._....---- --___ �.........__-., fy- 00_­__10r. Id - Yk Page 1 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 1.21 1 5 0.008 ---- --- ------ Sub Area A Pre-Dev to Ex. Str 2 2 Rational 0.10 1 5 0.001 ------ Sub Area A Post-Dev to Ex Str 2 3 Rational 0.10 1 5 0.001 ---- ------ ------ Sub Area B Pre-Dev (uncontrolled) 4 Rational 0.11 1 5 0.001 ---- ------ ------ Sub Area B Post-Dev (uncontrolled) 5 Rational 0.06 1 5 0.000 ---- ------ ------ Sub Area D Pre-Dev (uncontrolled) 6 Rational 0.06 1 5 0,000 ---- ------ ------ Sub Area D Post-Dev (uncontrolled) 7 Rational 0.04 1 5 0.000 ---- ------ ------ Sub Area E Post Dev (uncontrolled) 8 Rational 0.96 1 - 6 0.008 ---- ------ ------ Sub Area C Pre-Dev 9 Rational 2.55 1 5 0.018 ---- ------ ------ Sub Area C Post-Dev (routed to Pond 10 Reservoir 0.77 1 8 0.018 9 86.38 0.012 Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Hydrograph type = Reservoir Peak discharge = 0.77 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 9 Reservoir name = Pond 1 Max. Elevation = 86.38 ft Max. Storage = 0.012 acft Storage Indication method used. Outflow hydrograph volume = 0.018 acft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ 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 0.02 0.51 85.32 2.48 0.03 ----- ----- ----- ----- ----- ----- ----- 0.03 0.03 1.02 85.51 2.77 0.10 ----- ----- ----- ----- ----- ----- ----- 0.10 0.05 1.53 85.82 2.77 0.17 0.04 ----- ----- ----- ----- ----- ----- 0.21 0.07 2.04 86.05 2.77 0.20 0.17 0.05 ----- ----- ----- ----- ----- 0.42 0.08 2.55 << 86.17 2.77 0.22 0.21 0.15 ----- ----- ----- ----- ----- 0.58 0.10 2.04 86.28 2.77 0.23 0.24 0.21 ----- ----- ----- ----- ----- 0.69 0.12 1.53 86.35 2.77 0.24 0.26 0.25 ----- ----- ----- ----- ----- 0.75 0.13 1.0 2 86.38 « 2.77 0.24 0.27 0.26 _____ _____ ----- ----- ----- 0.77 « 0.15 0.51 86.38 2.77 0.24 0.27 0.26 ----- ----- ----- ----- ----- 0.77 0.17 0.00 86.35 2.77 0.24 0.26 0.25 ----- ----- ----- ----- ----- 0.75 0.18 0.00 86.30 2.77 0.23 0.25 0.22 ----- ----- ----- ----- ----- 0.70 0.20 0.00 86.25 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.67 0.22 0.00 86.21 2.77 0.22 0.22 0.18 ----- ----- ----- ----- ----- 0.63 0.23 0.00 86.17 2.77 0.22 0.21 0.15 ----- ----- ----- ----- ----- 0.58 0.25 0.00 86.14 2.77 0.21 0.20 0.12 ----- ----- ----- ----- ----- 0.53 0.27 0.00 86.10 2.77 0.21 0.19 0.09 ----- ----- ----- --- - ----- 0.49 0.28 0.00 86.07 2.77 0.21 0.18 0.06 ----- ----- ----- ----- ----- 0.45 0.30 0.00 86.05 2.77 0.20 0.17 0.04 ----- ----- ----- ----- ----- 0.41 0.32 0.00 86.02 2.77 0.20 0.16 0.02 ----- ----- ----- ----- ----- 0.38 0.33 0.00 85.99 2.77 0.19 0.15 ----- ----- ----- ----- ----- ----- 0.34 0.35 0.00 85.90 2.77 0.18 0.10 ----- ----- ----- ----- ----- ----- 0.28 0.37 0.00 85.83 2.77 0.17 0.05 ----- ----- ----- ----- ----- ----- 0.22 0.38 0.00 85.78 2.77 0.16 0.01 ----- ----- ---- ----- ----- ----- 0.17 0.40 0.00 85.73 2.77 0.15 0.00 ----- ----- ----- ----- ---- ----- 0.16 0.42 0.00 85.69 2.77 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15 0.43 0.00 85.65 2.77 0.14 ----- ----- ----- ----- ----- --__ ----- 0.14 0.45 0.00 85.61 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.47 0.00 85.58 2.77 0.12 ----- ----- ----- ----- ----- ----- ----- 0.12 0.48 0.00 85.55 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.50 0.00 85.52 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.52 0.00 85.49 2.77 0.10 ----- ----- ----- ----- ----- ----- ---- 0.10 0.53 0,00 85.46 2.77 0.09 ----- ----- ----- ----- ----- ----- ----- 0.09 _. - - - - -- Hyd. No. 10 - Reservoir -10 Yr - Qp = 0.77 cfs - 1 2.5 - - - --- - - -- -- -- - --- v cr 1.5 - ---- -- - - - - - -- 0.5 0.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) / Hyd. 9 / Hyd. 10 Downstream Adequate Channel Analysis Cross -Section A 10-yr Pre -Developed Conditions Pre-Dev 10-Yr Cross Section for Triangular Channel ton -%4K 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 1.65 1 5 0.011 ----- ------ Sub Area A Pre-Dev to Ex. Str 2 2 Rational 0.14 1 5 0.001 ---- -•---- ------ Sub Area A Post-Dev to Ex Str 2 3 Rational 0A4 1 5 0.001 -•-- ------ ------ Sub Area B Pre-Dev (uncontrolled) 4 Rational 0.15 1 5 0.001 ---- ...... ------ Sub Area B Post-Dev (uncontrolled) 5 Rational 0.08 1 5 0.001 ---- ------ ------ Sub Area D Pre-Dev (uncontrolled) 6 Rational 0.08 1 5 0.001 .... ------ ------ Sub Area D Post-Dev (uncontrolled) 7 Rational 0.06 1 5 0.000 - ------ ------ Sub Area E Post Dev (uncontrolled) 8 Rational 1.31 1 6 0.011 •... ------ ------ Sub Area C Pre-Dev 9 Rational 3.48 1 5 0.024 ---- ------ ------ Sub Area C Post-Dev (routed to Pond 10 Reservoir 1.05 1 8 0.024 9 86.59 0.016 Hydrograph Report Pagel Hydraflow Hydrographs by Intelisolve Hyd. No. 10 Hydrograph type = Reservoir Peak discharge = 1.05 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 9 Reservoir name = Pond 1 Max. Elevation = 86.59 ft Max. Storage = 0.016 acft Storage Indication method used. Outflow hydrograph volume = 0.024 acft Hydrograph Discharge Table Time Inflow Elevation Clv A Civ B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0,02 0.70 85.34 2.77 0.04 ----- ----- ----- ----- ----- ----- ---- 0.04 0.03 1.39 85.61 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.05 2.09 86.01 2.77 0.20 0.16 0.01 ----- ----- ----- ----- ----- 0.36 0.07 2.79 86 13 2.77 0.21 0.20 0.12 ----- ----- ----- ------ --- 0.53 0.08 3.48 << 86.30 2.77 0.23 0.25 0.22 ----- ----- ----- ----- ----- 0.70 0.10 2.79 86.45 2.77 0.25 0.28 0.29 0.03 ----- ----- ----- ----- 0.86 0.12 2.09 86.55 2.77 0.26 0.30 0.33 0.10 - 0.99 0.13 1.39 86.59 << 2.77 0.27 0.31 0.34 0.13 ----- ----- ----- ----- 1.05 << 0.1 86 59 2.77 0.27 0.31 0 .34 0.13 _____ _ _____ 1.05 0.17 0.00 86.55 2.77 0.26 0.30 0.33 0.10 ----- ----- ----- --- - 0.99 0.18 0.00 86.49 2.77 0.26 0.29 0.31 0.06 ----- ----- ----- ----- 0.91 0.20 0.00 86.43 2.77 0.25 0.28 0.29 0.02 ----- ----- ----- ----- 0.84 0.22 0.00 86.38 2.77 0.24 0.27 0.26 ----- ----- ----- ----- ----- 0.78 0.23 0.00 86.33 2.77 0.24 0.25 0.24 ----- ----- ----- ----- --- - 0.73 0.25 0.00 86.29 2.77 0.23 0.24 0.22 ----- ----- ----- ----- ----- 0.69 0.27 0.00 86.24 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.65 0.28 0.00 8 6 20 2.77 0.22 0.22 0.1 8 ----- ----- ----- -----_____ 0.62 0.30 0.00 86.16 2.77 0.22 0.21 0.14 ----- ----- ----- - --- ----- 0.57 0.32 0.00 86.13 2.77 0.21 0.20 0.11 ----- ----- ----- ----- ----- 0.52 0.33 0.00 86.09 2.77 0.21 0.19 0.08 ----- ----- ----- ----- ----- 0.48 0.35 0.00 86.06 2.77 0.20 0.18 0.06 ----- ----- ----- ----- ----- 0.44 0.37 0.00 86.04 2.77 0.20 0.17 0.03 ----- ----- ----- ----- ----- 0.40 0.38 0.00 86.01 2.77 0.20 0.16 0.01 ----- ----- ----- ----- ----- 0.37 0.40 0.00 85.96 2.77 0.19 0.14 ----- ----- ----- ----- ----- ----- 0.33 0.42 0.00 85.88 2.77 0.18 0.09 ----- ----- ----- ----- ----- ----- 0.27 0.43 0.00 85.81 2.77 0.17 0.04 ----- ----- ----- ----- ----- ----- 0.20 0.45 0.00 85.76 2.77 0.16 0.00 ----- ----- ----- ----- ----- ----- 0.16 0.47 0.00 85.72 2.77 0.15 0.00 ----- ----- ----- ----- ----- -- -- 0.15 0.48 0.00 85.68 2.77 0.14 ----- ----- ----- ----- ----- ----- ---- 0.14 0.50 0.00 85.64 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.52 0.00 85.60 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.53 0.00 85.57 2.77 0_19 ----- ----- ----- ----- ----- ----- h ,,3 Hyd. No. 10 - Reservoir -100 Yr - Qp =1.05 cfs - t U.0 Ua.1 U.Z U.3 U.4 U.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) / Hyd. 9 / Hyd. 10 Downstream Adequate Channel Analysis Cross -Section A 10-yr Post -Developed Conditions Post 10-Yr Cross Section for Triangular Channel Section Data 0.33 ft Section Data Mannings Coefficient 0.030 Mannings Coefficient 0.030 Channel Slope 0.037500 ft/ft Channel Slope 0.037500 ft/ft Depth 0.33 ft 1 Depth 0.30 ft Left Side Slope 4.000000 H : V V Left Side Slope 4.000000 H : V Right Side Slope 2.500000 H: V H 1 Right Side Slope 2.500000 H : V Discharge 0.96 cfs NTS Discharge 0.77 cfs 0.30 ft 0 Z W Z 0 Z WC\2 o to ODCD Zx "t I LOC\2 W b� 0� W 4 ..� U to - E- rx rr Q)) o 11%;Ij 0 :J w rn EX. H Q °F U TUNG NI ADHIKUSUMA9 No. 026715 ks 03IONAL �� CD f� E Qi C-+ W Q O Q E-+ Q Q iJ' U) ^ W Q [--i O �., E­4 Q Q w E­4, D U) Q Z , , L f- -1 WU wW �Q Cr Z V)Q ww a >- 41 �C w Z U) E-� W � of o Z E-'f W DATE: OCTOBER 2003 SCALE: AS SHOWN DESIGNED BY: NTA v JOB NO. 3137H H 1 NTS SHEET 6 OF 8 O 5 TI -I 6 eA- I 06 36,E� i'1x -r,45 Ex. LiW EX EX. 5AN 6EN 3 P N F� F.EX., TEL. r'er, 0 10 o 20 • o o G11 I , \� X I I I I I Zil k Allow T' 1 III i I • =- it � __,_-•_-_..._. _.._ mot. t j � � � `{ � � --E -- -�- .,III 25 YINTERIOR Y j` LANDSCAPE AREA -— I SHADE TREE REQ'pl ij •' -L.X. ENTRANC_ I e- - I 11 %ex r 2� - xv i pl I INTERIOR / ; ` j T LANDSGAPE AREA ♦ ! I I r i, I �BOX CONTROL / I _-- as PF W ! F_. It MH TO�'68b.•SE ''..•�-....____ _..__-_.... EX. —TER I.INt: ---------- ._�.�_._._.______- .,r ,N\,.&94.51 6MKR / 7 I�IGBvb ��/ G � ..� Il1V•604.83 i.1/ �� GM g 1 Tk4« 3�EET FOR LANDSCAPING AND PAVEt�-'IEN� R(PPfN ON E' f i VQ e a� A IG O. 5 546 P6 213 �.� RP LAN1D5CAI=INC� LrA`1'OUT NOTE: ALL SHRUBS, FLOWERING TREES, AND EVERGREEN TREES ARE TO BE PLANTED IN CONTINUOUS MULCH BED, SHADE TREES TO BE PLANTED IN LAWN WITH MULCH RING. SUh'fMAR1' OF LANDSCAPE 5 TI -I 6 eA- I 06 36,E� i'1x -r,45 Ex. LiW EX EX. 5AN 6EN 3 P N F� F.EX., TEL. r'er, 0 10 o 20 • o o G11 I , \� X I I I I I Zil k Allow T' 1 III i I • =- it � __,_-•_-_..._. _.._ mot. t j � � � `{ � � --E -- -�- .,III 25 YINTERIOR Y j` LANDSCAPE AREA -— I SHADE TREE REQ'pl ij •' -L.X. ENTRANC_ I e- - I 11 %ex r 2� - xv i pl I INTERIOR / ; ` j T LANDSGAPE AREA ♦ ! I I r i, I �BOX CONTROL / I _-- as PF W ! F_. It MH TO�'68b.•SE ''..•�-....____ _..__-_.... EX. —TER I.INt: ---------- ._�.�_._._.______- .,r ,N\,.&94.51 6MKR / 7 I�IGBvb ��/ G � ..� Il1V•604.83 i.1/ �� GM g 1 Tk4« 3�EET FOR LANDSCAPING AND PAVEt�-'IEN� R(PPfN ON E' f i VQ e a� A IG O. 5 546 P6 213 �.� RP LAN1D5CAI=INC� LrA`1'OUT NOTE: ALL SHRUBS, FLOWERING TREES, AND EVERGREEN TREES ARE TO BE PLANTED IN CONTINUOUS MULCH BED, SHADE TREES TO BE PLANTED IN LAWN WITH MULCH RING. SUh'fMAR1' OF LANDSCAPE REQUIRED PROPOSED DECIDUOUS TREES/SHRUBS 22 31 EvERC BEEN TREES/SHRUBS 44 44 TABLE 3.31-8 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Rate Planting Dates Species (lbs./acre) Sept. 1 - Feb. 15 50/50 Mix of Annual Ryegrass (Lolium multi-florum) Cereal (Winter Rye Secal cereale Feb. 16 - Apr. 30 Anual Ryegross (Loliium multi-florum) May 1 - Aug. 31 German Millet (Setaria italica) 50 - 100 50 Seeding Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder. Small grains shall be planted no more than one inch deep. Grasses and legumes shall be planted with no less than 1/4" soil cover. 2 x BALL DIA. MIN —I TABLE 3.32-C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA Total Lbs. Minimum Care Lawn Per Acre - Commercial or Residential 200-250 lbs. - Kentucky 31 or Turf -Type Tall Fescue 90-100% - Improved Perennial Ryegrass * 0-10% - Kentucky Bluegrass 0-10% High -Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. General Slope (3:1 or less) - Kentucky 31 Fescue 128 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop** 20 lbs. 150 lbs Low -Maintenance Slope (Steeper than 3:1) - Kentucky 31 Fescue 108 lbs. - Red Top Grass 2 lbs. - Seasonal Nurse Crop** 20 lbs. - Crownvetch *** 20 lbs. 150 lbs * Perennial Ryegrass will germinate faster and at lower soil temperatures than fescue, thereby providing cover and erosion resistance for seedbed. ** Use seasonal nurse crop in accordance with seeding dates as stated below: March, April through May 15th Annual Rye May 16th through August 15th Foxtail Millet August 16th through Sept.,Oct. Annual Rye November through February Winter Rye *** If Flatpea is used, increase to 30 lbs./acre. All legume seed must be properly inoculated. Weeping Lovegrass may also be included in any slope or low-maintance mixtures during warmer seeding periods; add 10-20 lbs/acre in mixes. CORNER OF ROOT SYSTEM TO BE AT LINE OF ORIGINAL GRADE. FIRMLY COMPACTED SAUCER (U5E TOPSOIL) GENTLY COMPACTED TOP501L MIXTURE. SCARIFY PIT BOTTOM (MIN. 6 "). SCARIFY PIT SIDES NOTEES: 1. MIN. ROOT SPREAD TO BE IN ACCORDANCE WITH "AMERICAN STANDARDS FOR NURSERY STOCK." 2. PRUNE ALL DAMAGED, DISEASED, OR WEAK LIMBS 4 ROOTS. 3. CLEARLY PRUNE ALL DAMAGED ROOT ENDS. 4. DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS. 5. 50AK ROOTS IN WATER OVERNIGHT BEFORE PLANTING. TYPICAL PLANTINC; DETAIL — 5I-1RU5 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 1/6"OF ROOTBALL ABOVE FINISH GRADE 3 BTAKE8 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 (NOT TO SCALE) SET TREE LEVEL AND PLUI"115--6TRAIGHTEN AFTER SETTLEMENT IF REQUIRED. SET TREE WITH TOP 1/8 OF ROOT BALL ABOVE FINISHED GRADE ENCASE WIRE AROUND TRUNCK IN BLACK RUBBER HOSE. SECURE AT HEIGHT ABOVE FINISHED GRADE EQUAL TO 1/3-1/2 OF TREE REMOVE TOP 1/3 OF E3URLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL GUY WIRE 012 GAUGE 2" DOUBLE SHREDDED HARDWOOD 3" SOIL SAUCER 3 STAKES E3ACKFILL LIGHTLY COMPACTED SETTLING MOUND SUBGRADE TYPICAL PLANTING DETAIL-- EVERGREEN TREE5 (NOT TO SCALE) Z W W Z CD M WC\2 O CD 0 In C\2 It a, C\1 co LO �LO Z r, E a I d C\2 C\2 0 .—•1 ,--r cn rn 0 (L) tw wCo w E-H A O f, �O TUNG KUSUMA No. 026715 k'Sa�!IONAL IGO a Q F� �-1 U a � 0 Cf) 0 0 W W O > Z I� W W s ■ � a Z W DATE: OCTOBER 2003 SCALE: 1"=20' DESIGNED BY: NTA JOB NO. 3137H SHEET 7 OF 8 10, CG-2 CG-6 CG-11 DI-1 NOTES: JKX Street approach some (radius to be as +'�, A surfacing as mainline shown on pions) a roadway (Radius to be as shown on plans) 14 SECT ON STEEL �Yi SECTIO CAST IRON '-7" L2Yt'x2%"x)4' 1'-3 NOTES: C ®Radial ombination r2" 10'-4' long cost withcollarJ 1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE. Sr'D CG-12 curb and gutter 4" I B� One welded B B joint [ NOTE �- 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 4000 PSI IF PRECAST. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, (St'd. CG-6) --- FOR DEPTH GREATER THAN 10' USE STANDARD 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG 4000 PSI IF PRECAST. e I 8 T 'I I- A A _ DI-tA. FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 3. COMBINATION CURB & GUTTER HAVING A RADIUS I 1".1 + I L J Optional 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL 4' SIDEWALK ® I °B I ° N Weld Brace Ribs lbs' 4cludin. 66t3 lbs. I 2. THE 'H' DIMENSION SHOWN ON THE STANDARDS ( ) (1�5" DEPTH OR INCREASED AS MUCH AS 3" 21- DEPTH) BE PAID FOR AS RADIAL COMBINATION CURB & V 6" Gloss A3 (H.E.S. • all connectors including nc c AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF THE OUTFALL IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. GUTTER. 6' Optional Flow Line I m P ine •d '' . ° Concrete -- to collar connectors 9 s N PIPE TO THE TOP OF THE STRUCTURE. OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT 4. FOR USE WITH STABILIZED OPEN -GRADED ---- ----- ° cALv STEEL or CASs PLAN H" DIMENSIONS ARE APPROXIMATE ONLY IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN DRAINAGE LAYER, THE BOTTOM OF THE CURB Expansion o I Expansion Joint IRON 14"xijr2"x4' lu s g FOR ESTIMATING PURPOSES AND THE ACTUAL INCREASE IN DEPTH. `4"� 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED AND GUTTER $it9LL BE CONSTRUCTED PARELLEL TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. Joint A .-1 -I SECTION C-C m --� �_ - 914" [-- 14'x4' Stud Shear connectos DIMENSIONS SHALL BE DETERMINED BY THE CONTRACTOR FROM FIELD CONDITIONS. 2"R IS 40 MPH OR LESS ON RURAL HIGHWAYS AND 45 MPH OR LESS IN DEVELOPED URBAN AND 4' 2"R 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED or as Mainline roadway Note: Width 'B" typical shown on typical section. 9/z 2'-% 4'�-2" 1 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS 15 1. SHAPED IN ACCORDANCE WITH STANDARD IS-1. THE COST OF FURNISHING AND PLACING ALL i SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE �- ( IS 40 MPH OR LESS ON RURAL HIGHWAYS AND PLAN VIEW SECTION B-B MATERIALS INCIDENTAL TO THE SHAPING IS TO BE EXCEEDED STANDARD CG-3 IS REQUIRED. 45 MPH OR LESS IN DEVELOPED URBAN AND PLAN INCLUDED IN THE BID PRICE FOR THE STRUCTURE. A to t. SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG-7 IS REQUIRED. (Grote Removed) �-qK�1 �+ 4. IN THE EVENT THE INVERT OF THE OUTFACE PIPE E HIGHER THAN THE BOTTOM U THE STRUCTURE, THE INVERT OF THE STRUCTURE e SHALL BE SHAPED WITH CEMENT MORTAR 70 . 4 • T 2 . 7 PREVENT STANDING OR PONDING OF WATER IN THE STRUCTURE. THE COST OF FURNISHING SURFACE > 1" AND PLACING ALL MATERIALS INCIDENTAL TO SEE e A. DIMENSIONS FOR THE SHAPING E TO BE INCLUDED IN THE BID NOTE 4 e .• �, °-e >•. > CAST IRON ONLY PRICE FOR THE STRUCTURE. .• . '. e •. tr • . • • • . - y A • e D e, > ' e ., ,' d •e•. ,> 10' Parabolic Curve Edge of shoulder 9 b MOx. or Optional Flow Line ----I Slope Change ® D ® Construct Grade changes with a parabolic curve. D When St•d. CC-11 is used for entrances built 4'-2" I� 5. STEPS ARE TO BE PROVIDED WHEN H IS 4'-0' OR GREATER. FOR DETAILS SEE STANDARD ST-1. '' .• • BASE . ° ., ° b .. ' •e o • A °e e. o D ° Mainline Roadway in con unction with VDOT projects, please note Z following: , „ 2 - 7 3' IXo. w hole *� weep 'jr L 6 rr 6. THIS REM MAY BE PRECAST OR CAST IN PLACE. 7. 4XB" SMOOTH DOWELS AT APPROXIMATELY •� • a'. C The bottom of the curb and 8A. Moz Slope Change ® _ �(�(Moinline pavement shall be constructed P D to the R/W line (except any subgrade .- q t/2' 1 ; 2" min. q r- -f-" `� x` f J I `N 12" C-C TO BE PLACED IN ALL AREAS ADJACENT TO ABUTTING CONCRETE TO PREVENT ADJACENT TO ABUTTING CONCRETE TO PREVENT �I gutter may be constructed parallel to the sloe of 40' Min. for Street Connection I P. stabilization which can for mainline pavement which can be omitted in ---lilCdtor n T 4" depth Aggr. I -T I SETTLEMENT. IN RO OF DOWELS A 2" X 4' NOTCH MAY BE PROVIDED. SEE STD T-DI-3,4 2'-0" subbase courses provided o 20' Desirable for Commercial Entr. the entrance.) H I lee. /wid r laxs' .feu FOR ALTERNATE DESIGN. SUBBASE minimum depth of 7" is maintained. 5' Min SECTION A - A ®Radial curb or combination curb I 12 12'-ts'-19•w 24' 1. •,'.•,'.r', C C' WEEP HOLE TO BE LOCATED TO B. 3" DIAMETERSUBBASE DRAIN SUBBASE MATER4LL. WEEP HOLE WITH This area may be concrete and gutter shall not be constructed • I J [� L MMMUMJ I 12'X12' PLASTIC HARDWARE CLOTH 1/4' MESH -6" beyond the R/W line except for OR GALVANIZED STEEL WIRE. MINIMUM WIRE 1-41 2" RADIUS Guidelines for Grade Change D g Maximum replacement purposes. When used in conjunction with standard CG-3 or CG-7, the curb face on this ,' �- !• a �I ly (�j � 0 1 DIAMETER 0.03"• NUMBER 4 MESH HARDWARE CLOTH ANCHORED FIRMLY TO THE OUTSIDE OF THE STRUCTURE. Entrance Volume Desirable Standard is to be adjusted to match the 9. CAST IN PLACE CONCRETE E TO BE CLASS A3 High (more than 1500 VPD) 0 % 3 X mountable curb configuration. SECTION A -A 1}¢ L 1_ 2� I (4W00 PSI). PRECAST CONCRETE E TO BE rI` • .. • 1 Medium 4500-1500 VPD 1 3 % 6 7L ) See Standard CG-12 for Curb Ramp design to be used with this Standard. 4 CONCRETE QUANTITIES FOR MIN. DEPTH 1' 10. ANY ALTERNATE METHODS OF ANCHORAGE n SURFAC o NEER MAYBESUBSTITUTED NG THE AFORFT EECASTI IRON .-� < Low (less than 500 VPD) _ 6 x 8 x When the entrance radii cannot accommodate 12" cone. I e-1.440 Cu. Yds. Concrete pP the turning requirements of anticipated heavy 15' cone. pipe-1.528 Cu. Yda. Concrete 3 LUGS AS SHOWN HEREON. ••a BASE truck traffic, consideration should be given to 18' cone. pipe-1.620 Cu. Yde. Concrete • 11(' increasing the depth of adjacent proposed sidewalk to 7 inches. 24 con e. pipe-1.817 Cu. Yde. Concrete. p Add 0.469 Cu. Ydaer odditionol toot of depth. SECTION C-C SECTION D-D SUBBASE x Optional flowline may be used for entrances GRATE DETAIL _6 I- in cut sections. APPROXIMATE WEIGHT 12 Optional flowline may require warping of a Cost Iron ACCEPTABLE ALTERNATE portion of gutter to preclude ponding of water. Grata 363 t 18 lbs. IF CURB IS EXTRUDED SPECIFICATION REFERENCE METHOD CONNECTION OF TREATMENT- FOR STREET INTERSECTIONS SPECIFICATION REFERENCE (� [� STANDARD 6 ff CURB SPECIFICATION REFERENCE ff COMBINATION 6 CURB & GUTTER STANDARD DROP INLET 12"-24" PIPE MAXIMUM DEPTH (H)=10' SPECIFICATION REFERENCE 105 VIRGINIA DEPARTMENT 105 502 AND COMMERCIAL ENTRANCES VIRGINIA DEPARTMENT 233 302 502 of TRANSPORTATION 201.01 5D2 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 203.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.01 of TRANSPORTATION SEE DETAIL BELOW VALCO, INC. FIG. NO. 71 BOB LID MARKED SEWER AGGREGATE FILL SUPPORTING BRICK RING VALVE BOX FOUNDATION TEMPORARY PLUG AT END OF LINE 3,-0•, CAST IRON CLEANOUT CAP W/ BRASS PLUG HAVING COUNTER SUNK SQUARE HEAD. PANELLA MODEL PA4SV-CSK RISER(LENGTH VARIES) 4"X4"WYE OR 6"X6"X4"WYE SANITARY LATERAL PVC OR CI A 6 5/16- 1/8 1 1/2' 58 5 7/16' I g g• 6 i 16 DETAIL SECTION A -A NOTES: A.USE A TELESCOPE VALVE BOX. B.THIS ARRANGEMENT TO BE UTILIZED WHEN THE CLEANOUT IS LOCATED IN A TRAVELWAY. HEAVY-DUTY SANITARY LATERAL CLEANOUT Not to Scale I"X4"X4'-&" 5LAT5, 2-FIN15H NAIL AT TOP AND BOTTOM 2"X4"X4' BEAM5, TOE NAIL TO P05T 4"X4"X8' PO5T5 125" / 4'-0' NOTES: I. PRESERVATIVE STAIN ON ALL WOOD. III m mil ZIT o 2. FINI5HED 51DE OF FENCE SHALL FACE 1 rn ADJOINING PROPERTY, IF APPLIGABLE. GOMPAGTED &RAVEL WOOD FENGE DETAIL FOR DUMPSTER ENGLOSURE NOT TO SCALE top of manhole at grade in pavement areas unless otherwise directed t _6„T (top shall be set 24" min. above grade in easement areas) square skid pad 6' thick- - wrap around heat shrinkable sheet [WropidSeal by CANUSA) 4 bolts (3/4' dia.) " max. adjustment rings (11' max.) concrete ASTMC-150 4000 psi 12" or 16" (typ.) i pioneer 301 mastic applied between joints and on • ° exterior side of joints joints are to be sealed with "0' ring gasket 4'-0' I.D. - pipe to manhole 51 connection to be d by flexible sleeve invert channel to provide 11 <� 3'-0' min. smooth transition in toti out, 4'-0" max. for all connections t -0' max. rout bottom of manhole Y r r . estop of bench-woll *: g �' +'`•^"':. ��'`�.'+`.T`� some elev. as to form channel D/2 A•:r`s::y top of pipe A. ..� :.Y �� •a•'! 6' bedding stone NOTES : 1. Manhole sections shall hcve on external tooting of approved bitumastic water proofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with o exterior tooting of bitumastic water proofing, Final la adjustment of manhole frame m be b shim and non -shrink ro t. 3 s e su P 1 Y may9 4. Skid pod to be placed a.-ound manholes located in shoulders of roads. 5. Flat top casting shall be used on shallow manhole (6 ft. or less) installations. STANDARD MANHOLE Figure 12 GATE VALVE Figure B Note: this detail is also used for butterfly valves I trench width as required 6' dia. schedule 40 steel .:- ''•' pipe filled with concrete 3' and pointed yellow 18" die. V-6" concrete encasement 3 concrete thrust block BOLLARD DETAIL direction of setting to be approved prior to installation as required concrete pad 1'-6" sq. x 6" deep 2" min. - 6' max. / 4' ston screw type adjustable stone stone to be minimum valve box of 6' above top of base locator marker ••r'$?r •'•,?; t; ti =; :;rt••;. stone Wi i;i '•:fit• ••i'~�r :��i'•''•.��i' '•ii:' ;',;•••'• megolugs .t.,r .., .t' ,: �)��'�;.:',''f � � -i � isii, •s i;�'1i;';iai0p ;d=sS' ' `a. i .rr •'. ;� , i i ' 't'•ia{' i1 �j. � ' tom' ;fit i� iia r m chonirol :% f e joint swivel tee with .l .t "�" �fMi• 'ii�i�'•i�£i It ,,s;i 6" brooch FIRE HYDRANT ASSEMBLY Figure 9 METER BOX and COVER METER SIZE METER BOX METER BOX COVER W8'x3/4' or 3/4' 18 in. Dia. Non -Traffic M32C-PW Traffic A32HH - T 1' 24 in. Dia. Non -Traffic MG30 (Frame) WITH RML-1-T (Top Lid) Traffic MC-30 (Frame) WITH RML-12-T (Top Lid) Meter Size Coppersetter 5/8' x 3/4' A-C3635-01 w/ 7 Yi Opening 3/4" A-C3635-01 w/7 Y2" Opening - I A-95319-06 w/ 10 Xn' Opening 18'-21' 3' stone surrounding box 1' CTS polyethylene tubing (PET) 200 psi with SS inserts at all connections treated 2'x 4' with meter box top 6' painted blue and cover N 24' meter by F.C.S.A. m �110 `/j `j • . COPPERS meter height service line c size connection bar to 5/8'x3/4" 18' D-31014-12 w/ 1 Ye' O.D. BA13-332 WSN HHCA31-323-TVSN w/ SS Insert nse w/ CSB-43 w/ CSB-43 3/4' 18• D-31014-12 w/ C14-44 1 Y ' O.D. BA13-332 WSN HHCA31-323-TVSN w/ SS Insert w/ CSB-43 w/ CSB43 1' 18' w/ 7 4-44 W/C1 44 1 Ye ' O. D. BA31-444W HHCA31-444-TV w/ SS Insert w/ CSB-44 0 W W WLu O CQ Lf) � CQ -It I O Zx � ti I o t� LU�� �� W 150 U �� Lf3 � �:: H Z\ M T/1 it is Q) O I~ N d W U) O '7 0 H VBHH77-15BHC-11-77 2" custom setter (meter by FCSA) cast in place access standard flat top door, centered in for 4' diameter top (see note 1) monhole varies 2' max. at property line finished (see note 2) grade 6" W 3' riser section for 4' [ 1 roadway box 7L diameter manhole Qr' 2" type K copper ^ with cutouts Q tubing (no joints "f from mainIo curb stop) INSTALLATION NOTES: 1. Exact location of meter box assembly to be approved prior to installation. 2. Water service crossing street a Encase in 3' diameter SCH40 PVC or SDR21 pipe. The I h piping shall run from one foot beyond sidewalk across the PP pp 9 Y street, to one foot beyond sidewalk. b) Install 12 gauge insulated copper wire (for line tracing) from Corp. stop to into the meter box lwrapwire around Corp. stop; wire to be taped to top of PET at 10 foot intervals; come up into meter box and terminate level with angle ball valve]. 5/8"x3/4", 3/4" & 1" METER INSTALLATION (4 FOOT COVER) Revised Figure 5 Oct 03 \-saddle with corporation stop -7 -water main solid support blocks under custom setter boll valve curb at 6" stone bedding with FIP ends, frith 2" gate valve operating nut NOTES: + - 1. Access door shall be by Holliday Products or our approved equal: 8' a) in non -traffic area - model no. S1R3030 b) in traffic area - model no. H1132424 2. Water service crossingr n e street shall s o be encased in 6" dia. SCH40 PVC or SDR21 piping. The CUTOUT AI OU DETAIL piping r I shall run from one foot beyond sidewalk PP 9 Y (typical) across the street, to one foot beyond sidewalk' EX.. p - I -...--_ -- --- 0--- - d �m ci 0) �O0) n o �Ir- 2 LU LU EX. GRADE I II EX. 81I 5AN 5EW _ PROP 40' S R-35 1 1 /2" and 2" METER INSTALLATION Figure 6 PROP. GRADE bq0 PROP. 131, 5DR-21 8" 5AN 5EN - 4 5AN LAT I m EXTEN51' N 1@ 2.08% ® 0.50 i o - - ---- .. I _ _ . 680 i --.... w I t- v CD �� I w z z" 03 w (' z z 1 z Q Ian• to r- 1- j� X -' it 1 -i - � Q _ �Q zz ¢�_ 11 II II to 1­- 11 it X t"z CN it mz j OX �>; trig mO I •>_ N �LU +z- +� i +z 10100 10 50 II+ O 11+50 12+00 12'50 134 S N I TART SENEff PROFILE � I (011 TUNG N11U ADIUKUSUMA� I I No. 026715 II E H r-W Q0 O Q> O I� 00 w E- E­ �D W Z i�1 � W W 0 >�� W Z W 0) DATE: OCTOBER 2003 SCALE: N/A DESIGNED BY: NTA JOB NO. 3137H SHEET 8 OF 8 CENERA L NOTES MOT CENERAL NOTES LECENDVICINITY HAP 1. Methods and materials used in the construction of the improvements herein shall conform to the current Vl. All work on this project shall conform to the latest editions of the Virginia Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and EXISTING INTERMEDIATE CONTOUR -- -- - - -- _ _ - -- - " - '� �� SCALE 1 "]= 2000' AMON � F �;i,,�, . rJ �•,� ,. :�. o � � .,� '��, ,.,,. � •�z ; ,• f,� , ,o ,;- �- _�- �. , . � . , , . ;. -� f , _�._. ;;�+� . .,�,_, .1 . ... ,�.�- •. , ,,... , .- m...: _ �-' ;;. � �. R a ; � �� •� _ , :: `_; :.: �f *'-- a•; • .. a ,. a� �r� � ;. - ;- � , . G';"� .� �' �- r_ . Count construction standards and specifications and/or current VDOT standards and specifications. 3' P / P 2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction, Sediment Control Regulations and any other state, federal or local regulations applicable. In the event of conflict between an of these standards, specifications or laps, the most stringent shall be Y P P O EXISTING INDEX CONTOUR �--- 330 � Y.e must be provided prior to issuance of the site development permit. The approval of these plans in no way P P P P PP P Y relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment P g P g govern. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and PROPOSED CONTOUR 44 �UJ XE� � ! ., ,, .. , fY, .'x a a,s dam%f <.,-,: b ' ., .!,r ._ _, P ;fir, • . ®° , "�.td� �... l,� . � ��;. r .. ,. , ., ,,,. (.. \5. � � .:... �- .�, ,1.: f � � -�. � •. ) `` Control Handbook. Health Administration and VOSH Rules and Regulations. g EXISTING EDGE OF PAVEMENT.;::., ( - o• " " ;- : ` 3 ° � �+- ° � � �,�� 3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation P g � g P P V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall PROPOSED EDGE OF PAVEMENT PROP E/P EX G16 ....- 1 _ ` .. �J( ` ~� " " r�.• • . ' G?,/ : ,_ ..G' }' � ,, � � .. .,, • , i - �-•- ,WW_• �,��1(• ;� L .,,. , .; >__o, t �_- Z (VDOT) and Frederick Count prior to construction in existing State right-of-way. ( Y P g g Y be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all traffic control fla be certified with the latest the VDOT Road TIN EXISTING CURB AND GUTTER --- -- , o ,o o ,;. - -°='-�.p., � !_ � �5 j �1; . , t.F'��� .: ,a. � ��`:, • 1. ;,, . �. e • .,. .4�, 4�*,<<,� . , .� , . � ,,.1, 4., .�,:�f. �=: -'- •..,,'e• -" ��- UJ 4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is P gg err must an accordance edition of and Bridge Specifications, Section 104.04-C. PROPOSED CURB AND GUTTER PROP C&G ,� �_ , .,, . ���` _� , .,r .. ,F:....,, t_„ :� -•-•. ��"`• �k - o required under State law. o, �(' $ ; . ,, Io - g . -.,•.a �� r' l": CO �[ M 5. „ The location be determined by VDOT A inspection be held V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including _ _ TRANSITION FROM CG 6 TO CG 6R G<�-61� _- / _� ri i .. `. �.� l" y't J ; ' �.l ...,. a * _p C /• / �.1 a;' F1 ��.�' _ V `'� c 1. b, - I ?. a., s "" c� exact of all guard rails wall personnel. ,want wall with the Developer, Count Representatives, and Representatives of the Virginia Department of Transportation P Y P P g Pthe ' .p (VDOT) to determine if and where guard rail and/of paved ditches wall be needed. The developer will be traffic signal poles, unction boxes controllers etc. owned b VDOT or private utility company. It as g P , Y P Y sole responsibility of the developer to locate and identify facilities e which y p afy utility facilata s or items, hi h may be in conflict with the proposed construction activity. VDOT approval of these plans does not EXISTING TELEPHONE LINE - =�- - ..?� "- t d> s . ! � < q • 3f ` :5=` 7 r:-= b -r- ,= r �.• • ., r ' _� f c �y-�, , t h`�„ °~: ., .- ° :; �% a._ o 1�: ,. ,� i , ' Q cd ,� 00 responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to relieve the develo er of this responsibility. PEX PROPOSED TELEPHONE LINE " o 7 :'„ • ;t:_,.. e t ° `. r„- . �, .•, tw s4 Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications. V5. Design features relating to field construction, regulations, and control or safety of traffic may EXISTING STORM SEWER i 5 RGP" _ _ =L _ - 1 ; i �' , , / - : 1 ��., - , �,� <. .. a _.q �,� .:_ ` pro a. y �,�J`r''/�1 ,�:t, • -•� �,;rjr-..�,: �;; �Q,r Z x d 6. Ana roved set of laps and all applicable permits must be available at the construction site. Also a PP P pp P PROP. I RGP 0 5 ,� ;� ,. r� ,..: � ,� , ,-_ representative of the developer must be available at all times. be subject to thane as deemed necessary b VDOT. An additional expense incurred as a result of ] g Y Y Y P an field revision will be the res onsibilit of the develo er. responsibility PROPOSED STORM SEWER -� I >> s�, -=-• .+ ," �' .. f .. , ° . , a� :w Y r.', \�, .,.. a f d ` J�` ,� � y, .b ,, W O Y P I - ®i .J..__:��_. ��, :-(� �:.. ' �l'• • { F i ' 4/- '}' �. .� . W y O t - Lo 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 Im r� .l-�i � � Control Devices (MUTCD). land use permits for any work on VDOT right-of-way. PROPOSED SANITARY SEWER �vr� r�nn� PROJECT IN 11 N � Lo Q) 8. All unsuitable material shall be removed from the construction limits of the roadway before placing V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged � EXISTING ELECTRIC SERVICE PARCEL IDENTIFICATION N0. 65A-(7)-8 & 9 embankment. and held by the engineer and/or developer with the attendance of the contractor, various County �' 9. All pavement sections on the approved plans are minimum sections to be utilized when the actual California agencies, utility companies and VDOT prior to initiation of work. PROPOSED ELECTRIC SERVICE SITE LOCATION INTERSECTION OF SENSENY ROAD & GREENWOOD ROAD `' 03 0 0, Bearing Ratio (CBR) of the pavement subgrade is 6 or more. Soils tests of the subgrade shall be performed V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for EXISTING GAS LINE G EX STREET ADDRESS GREENWOOD ROAD 0 0 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. PROJECT AREA 0.729 ACRES course thicknesses shall be designed in accordance with VDOT's "Pavement Design Guide for Subdivision and PROPOSED GAS LINE DISTULvBED AREA 0.729 ACRES w Secondary Roads in Virginia", and shall be based on a sufficient number of CBR tests to determine the true V9. The contractor will be responsible for maintaining adequate access to the project from the CURRENT ZONING B-2 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 accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore, CURRENT USE VACANT and prior to placement. access to other properties affected by this project shall be maintained through construction. The FLOW LINE PROPOSED USE CAR WASH 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 Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation FENCELINE ___,T__� ;� - _ BUILDING HEIGHT: MAXIMUM ALLOWED = 35 PROPOSED = 35 OR LESS THAN 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 SIGNS: ALL SIGNAGE MUST CONFORM WITH THE 11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The a shall PP P P pip at lest daily during prolonged rainfall, and weekly when no rainfall event occurs. STANDARDS OF SECTION 165-30 OF COUNTY ZONING ORDINANCE. 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 THE FREDERICK 12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than g at the end of construction. EXISTING WATERLINE W TEE / _ - OUTDOOR LIGHTING: Pait sane far �*%sS na }p};,� acne ,,P*JA one litter receptacle shall be provided at the construction site. REQUIRED BUILDING SETBACKS: PROPOSED: a c Vll. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum PROPOSED WATERLINE W/ TEE FRONT MINOR STREET: 35' FRONT MI STREET: 35' 13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to 36" cover and, when possible, to be installed under roadway drainage facilities. EXISTING FIRE FOR SIDE: - %, SIDE: 14. REAR: P/'1 �♦ 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 HYDRANT REAR.: - - BUILDING SHALL BE 35' OR LESS 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 MAXIMUM BUILDING HEIGHT: ALL condition at all times. EXISTING WATER VALVE " until an adequate design can be determined by the engineer and approved by VDOT. ENVIROMENTAL FEATURES: NONE LOCATED ON PROPERTY- 14. * Notification shall be given to the appropriate utilit coin an prior to construction of water and/or sanitary gY company P Y V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT PROPOSED WATER METER LANDSCAPE CALCULATIONS sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to existing lines. representative prior to placement and fill. Where CBR testing is required, a VDOT representative EXISTING REDUCER REQUIRED PROVIDED shall be present to insure the sample obtained is representative of the location. When soil samples PROPOSED REDUCER 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 belonging to be VDOT STOP SIGN �- INTERIOR PARKING -� 1 TREE standards and specifications of Frederick County and/or the Frederick County Sanitation Authority. as a project which will accepted b and that testing shall be conducted g g P , P Y g MIN. 1 SHADE TREE PER 10 SPACES 1/10= 1 TREE 16. The location according to all applicable VDOT standards. HANDICAP RAMP (CG-12) _� % FEET 45 EVERGREENS c' � of existing utilities shown in these plans are taken from existing records. It shall be the DENOTES LOCATION OF STD VDOT FULL SCREEN BUFFER 3 PLANTS PER 10 LINEAR �/ ,-, contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed V14. All roadway fill, base. s bsurface material and backfill of utility/storm sewer trenches shall be CG-12 AND OR JURISDICTIONAL S ARD CONSTR MON TAND W 6' * / FENCE MAJORITY EVERGREEN 31 DECIDUOUS � Z prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing compacted in 6" lifts o 95 0 of theoretical maximum density as determined b AASHTO T 99 Method P Y Y A, within plus or minus 2% of optimum moisture for the full width of any dedicated street U A AT LEAST 1/3 DECIDUOUS E­ Z U) U utility verification and the proposed construction. PARKING INDICATOR 17. The developer will be responsible for any damage to the right-of-way. At the direction of VDOT Inspector, density tests performed b a qualified g y P Y P Y q independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A INDICATES THE NUMBER OF TYPICAL PARKING SPACES 0> existing streets and utilities which occurs as a tests be to VDOT to final VDOT * MIN. 5% OF INTERIOR PARKING AREA 11,664 x 5% = 583 S.F. 707 S.F. result of his construction project within or contiguous to the existing right-of-way. copy of all shall submitted prior approval. TEST PIT LOCATION ® REQUIRES LANDSCAPING E- W ® 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to Frederick County Sanitation Authority prior to issuance of grading and/or site V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plans and further where determined necessary by VDOT Inspector. - W + (24 E 4 development permits. HANDICAP PARKING PARKING CALCULATIONS U) f13: W Z V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall E-+ �D 19. The developer will be responsible for the relocation of any utilities which is required as a result of his meet VDOT minimum design standards and is the responsibility of the developer. VEHICLES PER DAY COUNT 10Q USE REQUIRED PROVIDED X U 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 CAR WASH - 1 250 OFFICE S.F. 100 250 = 1 SPACE 1 / / w > W •� 20. These plans identify the location of all known gravesites. Gravesites shown on this plan will be protected markings must be installed by the developer or at VDOT's discretion, by VDOT on an account in accordance with state law. In the event gravesites are discovered during construction, the owner and receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The engineer must be notified immediately. bottom of the sign shall be six (6) feet above the edge of pavement and the post shall be installed a minimum of four (4) feet from the edge of Sign shall be of a type found on EXISTING STREET LIGHT F.A.R. CALCULATIONS W W pavement. posts W 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 field the VDOT's approved list. A copy of this list may be obtained from the District Material Section. Contact the local VDOT Residency Office with an questions regarding sign material and placement. Y y q g g g P PROPOSED STREET NAME SIGN LOT AREA FLOOR AREA (F.A.R.) Q actual conditions and approved plan. PROPOSED SANITARY LATERAL CLEANOUT 0.729 AC = 31 755.24 S.F. CAR WASH = 1524 S.F. 1 524 31 755.24 = 0.047 F.A.R. � � / � (F.A.R.) 22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by V18. The developer must provide to the local VDOT office a list of all material sources prior to construction. Copies of all invoices for materials within any dedicated street right-of-way must be SANITARY MANHOLE IDENTIFIER 12 F-T. U] proctor a registered provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices OPEN SPACE CALCULATION 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. may be obscured. STORM DRAIN STRUCTURE IDENTIFIER 6 SITE AREA IMPERVIOUS PERVIOUS REQUIRED PROVIDED 23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical AREA AREA ZONE B2= 15% spreader. Density will be determined using the density control strip as specified in VDOT's Road and ,,,, 31,755.24 S.F. 15,066.41 S.F. 16,688.83 S.F. 4,763.28 S.F. 16,688.83 S.F. OR 53% 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 Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these tests. A the test be to the Residency EASEMENT LINE certified copy of results shall provided Office. In additions to in Frederick County appear below. These numbers shall also be used to serve in an emergency condition. checking stone depths, a VDOT representative shall be notified and given the opportunity to be during the construction and testing of the density control CENTERLINE SOURCE: ITE. 6th ED. VOL. 1 &2 TIP L'N�' TI®N �4 T Z present strip. 24. Owner shall be responsible for compliance with all discharge in accordance with County &State regulations. EXISTING SPOT ELEVATION 12.0 CLASS USE TRIP RATE BASED ON AVG. RATE TRIP RATE CALCULATIONS VPD 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 VTM-76. A technician these tests. PROPOSED SPOT ELEVATION 1153 and certified compaction shall perform ,1ING 847 SELF SERVICE -CAR WASH WASH STALLS - A certified copy of the test results shall be provided to the Residency Office. A VDOT representative TREE LINE 2 STALLS WEEK DAY 21.60 21.60 TRIPS x 2 x 5 DAYS=216 UTILITY CONTACTS shall be notified and given the opportunity to be present during the construction and testing of the control strip. SATURDAY 26.50 26.50 TRIPS x 2 x 2 DAY=106 46 EXISTING TREE �r �- ,,� ,`-J 15" OAK �j 15" PINE V21. Approval of these plans shall expire three (3) years from the date of the approval letter. Water/Sewer: Frederick County Sanitation Authority Gas: Shenandoah Gas Co. P.O. Box 1877 P.O. Box 2400 V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector. PROPOSED TREE r� e �,9 15" OAK 15" PINE Winchester, VA. 22604 Winchester, VA 22604 CS CONS TRUCTI N NOTES (540) 868-1061 (540) 869-1111 FLOW ARROW Power: Allegheny Power TEST PIT 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL Phone: Verizon P.O. Box 1458 P.O. Box Hagerstown, MD 21741 ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. DATA' REVISION SEAL CO V�'R SHEET , MD 21297 Baltimore, MD 1-800-654-3317 (301) 954-6282 2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY. Project Name: 3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR. � TCARWASI-1 �y T GRE SE1 �TY �jI �I ��T4. MISS UTILITY 1-800-257-7777 THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATERV V\EI JLJ1 ►.J�J1 J� 1 �Y V V / JL/ -Owner: Address, Including Zip Code & Telephone No. 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 I O j FIREMARSHAL'S N T.i 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 P.O. BOX 309 TOM HALL U HERNDON, VA 20172 DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY. TUNG NO ADHIKUSUMA� 1-800-728-3312 Fire lane markings and signage: Any "No Parking" signs and yellow painted curb locations will be installed 5. THE CONTRACTOR SHALL INSTALL WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES. A.) A WATER SERVICE (AND FORCE MAIN SEWER SERVICE) REQUIRES THE INSTALLATION OF A SADDLE "d No.026715 64 r4 �'� 11 /71 n3 Developer: Address, Including Zip Code & Telephone No. by field inspection at the direction of the Fire Marshall's Office. CORPORATION STOP AND WITH MAKING THE TAP. S S101VAL � SAME AS ABOVE B.) A GRAVITY SERVICE EQUIIRINSTALLATION ES THE OF A WYE, 18" LONG STUB PIECES, AND 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. U SHEET INDEX SAME AS ABOVE FIRE FLOW DATA: HYD# FIRE FLOW DATA: HYD# C.) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF STATIC PRESSURE = STATIC PRESSURE = EACH CONNECTION. ,Engineer Certifying Plan: Address, Including Zip Code & Telephone No. 1. COVER SHEET 151 WINDY HILL LANE RESIDUAL PRESSURE = RESIDUAL PRESSURE = 6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: 2. EXISTING CONDITIONS d DEMOLITION PLAN WINCHESTER, VA 22602 A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP. GREENWAY ENGINEERING AVAILABLE FLOW = AVAILABLE FLOW = B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK 3. E d 5 CONTROL PHASE 1 4 E45 NARRATIVE, SOILS MAP (540) 662-4185 BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 4. SITE PLAN PROFESSIONAL SEAL & SIGNATURE SOURCE: SOURCE: 7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. 5. E45 CONTROL PLAN PHASE II APPROVAL DATE: OCTOBER 2003 DATE: DATE: 6, SWM POND, DRAINAGE DIVIDES, POND CALCS, POND DETAILS THESE PLANS ARE IN CONFORMANCE WITH 8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS 7, LANDSCAPING PLAN COUNTY OF FREDERICK STANDARDS AND SCALE: N/A REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT. IS REQUIRED. g ®ETAILS, SANITARY SEWER PROFILES ORDINANCES. ANY DEVIATION OR CHANGE IN THESE PLANS SHALL BE APPROVED BY DESIGNED BY: HANDICAPPED PARKING NOTL' 9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ THE ZONING ADMINISTRATOR PRIOR TO TNA BACKFLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE READOUT IS REQUIRED. CONSTRUCTION. FREDERICK COUNTY ZONING ADMINISTRATOR DATE Handicapped parking spaces and aisles shall slope JOB N0. 3137H *SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEFT APPROVAL no greater than 2% in all directions. * SITE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FCSA APPROVAL SHEET 1 OF 8 BUILDING; NOTES: OWNER d CONTRACTORS NOTES: ALL BUILDINGS SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE i. CBR TEST SHALL BE FIELD VERIFIED BY A CERTIFIED GEOTECHNICAL BUILDING CODE AND SECTION 304, USE GROUP B (BUSINESS) OF THE BOLA I NATIONAL CODE/1996. OTHER CODE THAT APPLIES IS CABO A II1.1-92 USABLE ENGINEER TO DETERMINE FINAL PAVEMENT SECTION. AND ACCESSIBLE BUILDING AND FACILITIES. 2. CONTRACTOR SHALL APPLY TO FREDE RICK COUNTY HEALTH DEPARTMENT \ I r W OWNER SHALL APPLY FOR CHANGE OF USE PERMIT ID REQUIRED FOR THE / FOR WELL ABANDONMENT PERMIT. `�' \\\ \ `r i // uj EXISTING HOME ON THE PROPERTY. 37BXI,�TING 8" WATER LINE ALONG GREENWOOD ROAD SHOWN AS APPROXIMATE, BUILDING PERMIT SHALL BE REQUIRED FOR SIGNS AT THE FRONT OF PROPERTY. CONITRACTOR SHALL FIELD VERIFY ACTUAL\ HORIZONTAL AND VERTICAL 1 LOCITION, EGRESS DOORS SHALL MEET THE REMOTENESS REQUIREMENTS IN BOCA. 1 „ \\Gay ui 4. 8 X6 WET TAP SHALL BE PERFORMED BY F.C.A. \ \ \ I I /�� W o � CHAPTER 11 OF BOCA SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED °D 5. L06ATIONS OF EXISTING SANITARY SEWER ALON GREENWOOD ROAD 15 SHOWN CQ (SOILS, CONCRETE, STEEL ETC.) Ad APPDXIMATE, CONTRACTOR SHALL FIELD VERIFY ACTUAL HORIZONTAL AND A DEMOLITION PERMIT 15 REQUIRED TO REMOVE THE EXISTING STRUCTURES. / V RTICAL LOCATION. \ \ I I / Q m as CO 6. ,4LL DENUDED AREA SHALL BE PERMANENTLY SEFIDED d cat 1. THE EXISTING CISTERN SHALL BE REMOVED PER HEM LTH DEPARTMENT REGULATIONS. in � r � Ln LOH 101 _ I 1 tV CON(. 1 1 FIE D s -PION, ---- -- /(}� _ II I — I 0 (��� !/2"I ESN -N IL IN �FIO I- N �� �� 032;� 2� 9 �1 � ELEV 1 " c �' 12 SAVE" �\ 15 „LoGUST 2s� > ::�. ;° 2 50X ELDER "SAVE' SAVE ,- "SAYE" "SAVE" /' I /� .sw � I , �' � ,, To 5E 24" "LrSSTfREMOVE 30 LOCUST O aiR5AV 10 "5AVE" ,�"5�11 r IIJI JI / LO z1 I E,� � 'III , ONE s iOf�Y I W - qA�L C L • , I ��2Aj 1E ��D� � � I we 1152 P6TO 5E k ` 7 .4Ci�'�5 REMOVED } 12" A�FLE �.3J4r i i - — "5AVE \ 50x I I >� I Jill �, r EX. \ -� — _ _ _ — \ '°""" °Nv-- .tl�, E30X TUNG NUG ADHIKUSUMA� bl,No.026715 4 . TO 5E REMOVEDIONAL PER HEALTH DEFT. SECS EX. F-NTF ' NGE o� _ PROPERTY LINE TO 8E VACATED, TO 5E U5ED FOR I J - - \ -- - POND AccE 55 i � \ -- - ry`� . I TO 3E BE TO \ REMOVED REMOVEDjE4L �'` ► I 12'OX I Q \ 20XDX r.: r \ ELI�`R i I V 12,illJ 11� t=ra 1✓- EL Tc� ' Ix Z 5AVE \ TO , I I , �, \ REMOVES .� � ` "SAVE" � � E X.D I I ,, % � � \ 4 TO SE _�, z O Q RE�10VO TOF E--4 0 SAVE I TO BE I , o U) `r O"UNK ,4 KING Ai�E REMOVED ', / U Z „ �X. GRAVEL f= SAVE r _ -- c W TO BE REMOV#) / I / / E-+ W W "5AVE"OED4 cc F4 TO 5E I � /&=,3— I / < Ix REMOVED 1 --- / I U5 \ 1 OTCz I r T 6311'N1 1 - i i / \ E,Ox EL1D p�'��3) o�0 2 Lfi /ter .- � � Z _ RED 03 � 1� m Isa m DATE: OCTO E 20 ------ --- _--_ _ __ _ EX. CUTTER I" SCALE: = Isa' TO BE REMOVED SCALE: 1"=10' / DESIGNED BY: NTA \ / — ----- — JOB NO. 3137H SHEET 2 OF 8 EROSION AND 5EDI1" PENT CONTROL NARRATIVE: PROJECT DESCRIPTION TH15 PROPERTY 15 LOCATED AT THE INTERSECTION OF SENSENY ROAD AND GREENWOOD ROAD IN THE COUNTY OF FREDERICK. THE SITE AREA 15 APPROXIMATELY 0.13 ACRES. THE TOTAL DISTURBED ACREAGE FOR ALL CONSTRUCTION (INCLUDING OFF -SITE) IS APPROXIMATELY 0.12 ACRES. THIS PROJECT CONSISTS OF THE CONSTRUCTION OF A DOUBLE BAY AUTO CAR WASH, APPROXIMATELY 15,006 SF. OF IMPERVIOUS AREA AND 16,65& SF OF OPEN SPACE INCLUDING: 100 S.F. OF INTERIOR PARKING OPEN SPACE. THE PROJECT WILL BEGIN IN THE WINTER OF 2003 AND CONCLUDE IN THE SPRINGS OF 2004. APPROXIMATE DURATION OF PROJECT 15 6 MONTHS. EXISTING SITE CONDITIONS THE 51TE WAS PREVIOUSLY USED AS A RESIDENCE AND HAS BEEN DORMANT FOR APPROXIMATELY 2 YEARS. GREENWOOD ROAD FRONTAGE IMPROVEMENTS INCLUDE A 50-FOOT TAPER WITH CURB d GUTTER AND CG-11 ENTRANCE, SLOPES VARY FROM 2% TO 4% THROUGHOUT THE SITE. LIMITS OF CLEARING AND GRADING WILL BE VISIBLY FLAGGED PRIOR TO ANY CONSTRUCTION ACTIVITIES. ADDITIONALLY, ALL "SAVE AREAS" WILL BE CLEARLY MARKED. ADJACENT PROPERTY THE SITE 15 BOUNDED BY RESIDENTIAL (ZONED RP) TO THE WEST, 5EN5ENY ROAD TO THE NORTH, GREENWODD ROAD TO THE EAST, AND RESIDENTIAL (ZONED RP) TO THE SOUTH, TYPICALLY, EXISTING RESIDENTIAL PROPERTIES AND BUSINESSES ARE LOCATED NEAR THE DEVELOPMENT. SOILS THE SOILS IDENTIFIED ON THIS 51TE ARE 9B, CLEARBROOK CHANNERY LOAM. PERMEABILITY FOR THESE SOILS 15 MODERATELY SLOW AND RUNOFF IS MEDIUM. POTENTIAL FOR TREE GROWTH IS MODERATELY HIGH. 50IL5 INFORMATION TAKEN FROM "SOILS SURVEY OF FREDERICK COUNTY." EROSION AND SEDIMENT CONTROL MEASURES UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL MEA5URE5 SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO THE MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. GRADING WILL COMMENCE ONLY AFTER ALL EROSION AND SEDIMENT CONTROL DEVICES ARE IN PLACE, STRUCTURAL MEASURES PHASE I: A CONSTRUCTION ENTRANCES (3.02) SHALL BE PROVIDED TO THE PROJECT AREA FROM GREENWOOD ROAD. THE CONSTRUCTION ENTRANCE SHALL REMAIN THROUGHOUT BOTH PHA5E5 OF EROSION CONTROL OR TO A POINT WHEN THE SITE INSPECTOR DEEMS THE DEVICE NO LONGER NECESSARY. SILT FENCE (3.05) SHALL BE INSTALLED AS SHOWN ON THE PLANS TO FILTER RUNOFF FROM DISTURBED AREAS BEFORE IT LEAVES THE SITE. TEMPORARY DIVERSION DIKE5 (3.09) SHALL BE INSTALL TO DIRECT RUNOFF TO SEDIMENT TRAPPING DEVICES AND SHALL REMAIN FUNCTIONAL THROUGHOUT THE CONSTRUCTION PROCE55. A TEMPORARY SEDIMENT TRAP (3.13) SHALL BE INSTALLED IN THE NATURAL SUMP AREA OF THE SITE (LOCATION OF PROPOSED SWM POND) TO FILTER RUNOFF. THE TRAP WILL REMAIN IN PLACE THROUGH PHASE 1 d II AND WILL BE REMOVED AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED. THE TRAP LOCATION WILL BE CONVERTED TO THE PROPOSED SWM POND. TEMPORARY SEEDING (3.31) AND/OR PERMANENT SEEDING (332) SHALL BE PLACED ON ALL CRITICAL SLOPES (3:1 OR GREATER) AND AS NEEDED TO 5TA51LIZE DISTURBED AREAS. THESE AREAS ARE NOTED ON THE PLANS WITH THE APPROPRIATE SYMBOLS. DUST CONTROL (3.39) SHALL BE IMPLEMENTED THROUGH IRRIGATION OR OTHER APPROVED MEANS TO PREVENT FUGITIVE DUST PARTICLES FROM LEAVING THE SITE BY EITHER CONSTRUCTION ACTIVITIES OR WIND. PHASE I I: ALL CONTROLS INSTALLED IN PHASE I SHALL REMAIN FOR THE DURATION OF THE PROJECT WITH THE EXCPETION OF THE SEDIMENT TRAPS (3.13) WHICH WILL BE CONVERTED TO A 5WM POND. THE TEMPORARY DIVERSION DIKES (3.0(-3) MAY BE REMOVED ONCE THE POND 15 FUNCTIONAL AND 51TE GRADING HAS REACHED A POINT THAT REQUIRES THESE DEVICES BE REMOVED. CULVERT INLET PROTECTION DEVICES (3.08) SHALL BE PLACED ON INLETS TO STORM SEWER CULVERTS TO PREVENT SEDIMENT FROM ENTERING, ACCUMULATING IN AND BEING TRANSFERRED BY THE CULVERT. CULVERT OUTLET PROTECTION DEVICES (3.10) SHALL BE PLACED AT THE POINT WHERE STORM WATER IS DISCHARGED THROUGH A PIPE. TEMPORARY SEEDING (3.31) AND/OR PERMANENT SEEDING (3.32) SHALL BE PLACED ON ALL CRITICAL SLOPES (3:1 OR GREATER) AND AS NEEDED TO STABILIZE DISTURBED AREAS. THESE AREAS ARE NOTED ON THE PLANS WITH THE APPROPRIATE SYMBOLS. TEMPORARY SEDIMENT TRAPS (3.13) WILL BE REMOVED UPON INITIATION OF THE SWM POND CONSTRUCTION. UTILITY CONSTRUCTION PROVIDE SILT FENCE AND/OR OTHER CONRTOL DEVICES, AS MAY BE REQUIRED, TO CONTROL 501L EROSION DURING UTILITY CONSTRUCTION. ALL DISTURBED AREAS SHALL BE CLEANED, GRADED AND STABILIZED WITH GRASSING IMMEDIATELY AFTER THE UTILITY INSTALLATION. PROVIDE A TEMPORARY STONE SPLASH PAD AT ALL FIRE HYDRANT5 OR OTHER POINTS OF DISCHARGE DURING TESTING OF THE WATER DISTRIBUTION SYSTEM. VEGETATIVE MEASURES PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (1) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY 501L STABILIZATION SHALL BE APPLIED WITHIN SEVEN CD DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN FOURTEEN (14) DAYS. PERMANENT SOIL STABILIZATION SHALL BE APPLIED TO ALL AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN SIX (6) MONTHS. TOPSOIL THAT HAS BEEN STOCKPILED SHALL BE SURROUNDED WITH SILT FENCE AND PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. ALL EARTH 5ERM5, DIVERSIONS AND SEDIMENT TRAP EMBANKMENTS ARE TO BE MACHINE -COMPACTED, SEEDED AND MULCHED (HAY MULCH OR STRAW) FOR TEMPORARY AND/OR PERMANENT VEGETATIVE COVER WITHIN FIVE (5) DAYS AFTER GRADING. MANAGEMENT STRATEGIES CONSTRUCTION SHALL BE SEQUENCED SUCH THAT GRADING OPERATIONS WILL BEGIN AND END AS QUICKLY AS POSSIBLE. THE RESPONSIBLE LAND DISTURBER SHALL BE RE5PON515LE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. MAINTENANCE OF THESE MEASURES THROUGHOUT THE PROJECT ARE CRITICAL TO THE EFFECTIVENESS OF THE PROGRAM. AFTER AREAS ABOVE CONTROLS HAVE BEEN STABILIZED, THE CONTROLS SHALL BE CLEANED UP AND REMOVED. ELECTRIC POWER, TELEPHONE, STORM, SANITARY, WATER d 1GA6 SUPPLY TRENCHES ARE TO BE COMPACTED, SEEDED AND MULCHED WITHIN FIVE (5) DAYS AFTER BACKFILLING. NO MORE THAN 500 FEET ARE TO BE OPEN AT ANY ONE TIME. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN FIVE (5) DAYS OF COMPLETION OF GRADING. DRAINAGE SWALES SHALL BE STABILIZED WITH CHECK DAMS UNTIL VEGETATION HAS BEEN WELL ESTABLISHED, AT WHICH TIME THE CHECK DAMS SHALL BE REMOVED. DEVICES LISTED ABOVE ARE CONSIDERED MINIMUM EROSION AND SEDIMENT CONTROLS. ADDITIONAL CONTROL MEASURES MAY BE NECESSARY DUE TO CONTRACTOR PHASING OR OTHER UNFORESEEN CONDITIONS. IT 15 THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADDITIONAL MEASURES TO THOSE SHOWN, AS NEEDED, IN ORDER TO CONTROL EROSION AND CONTAIN SEDIMENT ON SITE. ALL MEASURES SHALL BE INSTALLED ACCORDING TO THE STANDARD5 AND SPECIFICATIONS IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK CRITICAL EROSION AREA THERE ARE NO EXISTING CRITICAL SLOPE AREAS ON THIS SITE, MAINTENANCE A CERTIFIED RESPONSIBLE LAND DISTURBER SHALL BE RE5PON515LE FOR ALL EROSION AND SEDIMENT CONTROL MEASURES DURING CONSTRUCTION AND FOR ENSURING THAT PROPER STABILIZATION HAS BEEN PROVIDED PER VE5CH STANDARDS FOR ALL DENUDED AREAS. ALL CON( ROL MEASURES SHALL BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE AND WITHIN 24 HOURS AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF RAIN PER 24 HOUR PERIOD. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND OF GRASS IS MAINTAINED. ALL AREAS 5HALL BE FERTILIZED AND RESEEDED AS NEEDED UNTIL GRASS 15 ESTABLISHED. SILT FENCES AND FILTER BARRIERS SHALL BE INSPECTED (IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL. ANY REPAIRS SHALL BE MADE IMMEDIATELY. SHOULD THE FABRIC ON A 51LT FENCE OR FILTER FABRIC DECOMPOSE OR BECOME INEFFECTIVE PRIOR TO THE END OF THE EXPECTED USABLE LIFE, AND THE BARRIER IS STILL NECESSARY, THE FABRIC SHALL BE REPLACED IMMEDIATELY, SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH ONE-HALF THE HEIGHT OF THE SILT FENCE OR MAKE THE SILT FENCE INEFFECTIVE. TRAP-PED SEDIMENT 15 TO BE REMOVED AS REQUIRED TO MAINTAIN 509. TRAP EFFICIENCY AND DISPOSED OF BY SPREADING ON SITE, GRAVEL OUTLETS SHALL BE CHECKED REGULARLY FOR SEDIMENT BUILD-UP. IF THE GRAVEL OUTLET IS CLOGGED BY SEDIMENT, IT SHALL BE REMOVED AND CLEANED OR REPLACED IMMEDIATELY. THE CONTRACTOR IS RESPONSIBLE FOR KEEPING EXISTING PUBLIC ROADS IN A CLEAN, DUST AND MUD FREE, CONDITION AT ALL TIMES. STORMWATER MANAGEMENT A SMALL SWM POND WILL BE CONSTRUCTED ON THE NORTHWEST CORNER OF THE 51TE TO DETAIN STORM WATER AND WILL BE CONVEYED BY A CONCRETE PIPE INTO THE EXISTING STORM DITCH. THE EXISTING CHANNEL WAS ANALYZED FOR ADEQUACY AND THE RESULTS CAN BE FOUND ON SHEET & ALONG WITH THE OTHER POND CALCULATIONS. PHASES OF LAND DISTURBANCE ACTIVITIES NOTE: THE CONTRACTOR SHALLHOLD A PRE -CONSTRUCTION MEETING WITH ALL RELEVANT STATE AND LOCAL AGENCIES PRIOR TO CONSTRUCTION. A COPY OF THE APPROVED SITE PLAN SHALL BE ON -SITE AT ALL TIMES THROUGHOUT THE CONSTRUCTION PROCESS - I. CLEARING AND GRUBBING FOR SEDIMENT CONTROL DEVICES ONLY. 2. PLACEMENT OF SEDIMENT CONTROL DEVICES. 3. OBTAIN INSPECTOR'S APPROVAL PRIOR TO BEGINNING GRADING OPERATIONS- 4. CLEAR AND GRUB REMAINDER OF SITE. 5. ROUGH GRADE SITE. 6. INSTALL DRAINAGE DEVICES WITH SEDIMENT CONTROL. 1. FINAL GRADING. 0. RESTORATION AND STABILIZATION OF DISTURBED AREAS. 9. REMOVE EROSION AND SEDIMENT CONTROL MEASURES WITH THE APPROVAL OF THE INSPECTOR. RESTORE TO PRE -CONSTRUCTION CONDITIONS. STORM WATER POLLUTION PREVENTION NOTES I. THIS SITE PLAN SET IS TO BE INCORPORATED AS PART OF THE STORM WATER POLLUTION PREVENTION PLANS AND PERMIT. 2. LITTER, CONSTRUCTION DEBRIS AND CONSTRUCTION CHEMICALS EXPOSED TO STORM WATER SHALL BE PREVENTED FROM BECOMING A POLLUTANT SOURCE FOR STORM WATER DISCHARGES. 3, EROSION CONTROL MEASURES SHALL BE INSPECTED BY THE RESPONSIBLE LAND DISTURBER TO ENSURE THEY ARE OPERATING CORRECTLY. D15CHARGE AND DOWNSTREAM LOCATIONS SHALL ALSO BE INSPECTED TO DETERMINE WHETHER EROSION CONTROL MEASURES ARE EFFECTIVE IN PREVENTING SIGNIFICANT IMPACTS TO RECEIVING WATERS. IF EXISTING CONTROL MEASURE5 NEED MODIFICATION OR ADDITIONAL MEASURES ARE NEEDED, IMPLEMENTATION SHALL BE COMPLETED BEFORE THE NEXT ANTICIPATED STORM EVENT. 4. THE RESPONSIBLE LAND DISTURBER SHALL BE RESPONSIBLE FOR PREPARING INSPECTION REPORTS PER PART II, D., 4., C. (INSPECTIONS) AS REQUIRED BY THE PERMIT. 5. THERE ARE NO KNOWN, NONSTORM WATER DISCHARGES ASSOCIATED WITH THIS PLAN. GRA65ING t 5EEDINCs SCHEDULE FESCUE m 40 L55JACRE RYE ® 20 L55JACRE FERTILIZER a 1000 1-55JACREt 10-10-10 OR EQUAL STRAW MULCH 9 2 TONS/ACRE LIMESTONE 9 1 1/2 TONS/ACRE SOILS MAP 110/22/2003 9:26 SENSENY-GREENWOOD CAR WASH 3137H SEDIMENT TRAP DESIGN SCHEDULE (ENGLISH) STORAOF STORAGE WE'r H Ho W 1, AREA EIev.Top Inv.Elev. TRAP Drainage REQUIRED PROVIDED STORAGE HEIGHT WEIR TOP WEIR taBERM of Stone at Stone No. AREA DIMI>NSIONS OF OUTLET WIDTH LENGTH OUTLET Outlet Weir OUTLET BERM HEIGHT HEIGHT WE'r DRY WE'r DRY DEPTH L= W = (AC) (eu-yd) (cu-,d) (eu-yd) (cu-yd) (11) (f0 (B) (B) (ft) (11) (A) (s4-f0 Jt) (fl) 1 0.59 40 lu -11 56 2.6 251 20 2.5 1 1.5 1 2.500 1 3.54 1 15201 688.50 687.00 ER05I0N/5ED IMENT CONTROL LEGEND NO. KEY 5YME30L DESCRIPTION 322 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE 3.05 O X---- 51LT FENCE 3-01 IP STORM DRAIN INLET PROTECTION 3.06 CIP CULVERT INLET PROTECTION 3.013 pD D TEMPORARY DIVERSION DIKE 3.10 FD FD TEMPORARY FILL DIVERSION 3,11 RWD TEMPORARY RIGHT OF WAY DIVERSION 3.12 DV .•�♦••P, DIVERSION 3.13 50T TEMPORARY SEDIMENT TRAP 3.15 OP OUTLET PROTECTION 320 CD --' --' -- ROCK CHECK DAMS 333 50 50 SODDING 3,36 IS O O--O TREE PROTECTION LCG LIMITS OF CLEARING E GRADING DRAINAGE DIVIDES CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED AND TACKED WITHIN 14 DAYS AFTER START OF GRADING, OR 50DDED AND PEGGED WITHIN 14 DAY5 AFTER START -___-__- X------___.____. ' •-,. _.,, I/�)I � � r�l-f -f 1AIL iN F-'GX..E. Arm GONG.- -�T- �_ .`.- �� _.. �- ..,t r ` /� X x -x , x St'-- R- a.� I� I irL�\ _robs. Z W W Z Z W o 0 � 00 �- � It Qco Q0 Lo Z x LON W '0 o W � cm)ato 0 cu ^) Hw s~ ti Q) o z O 5 E� Q �o �r U TUNG NM ADRIKUSUMA� No. 026715 L IONAL 3 �r U) � Q N E r--a p-t W- 0 0 O ?>> W� U � �D � O 410 W W Q C 1:2� OO Z W W Z w DATE: OCTOBER 2003 SCALE: 1"=20' DESIGNED BY: NTA JOB NO. 3137H SHEET 3 OF S \ uj )RO5ERT LIGHTINCx NOTE. 51RENDA Sa STIFF Df3 934 1= 97� i LIGHT POLES AND LAMPS ARE 50MER5 T 1�15UJ GLEAR Tl'*-1 �56,-(0))-3 7 TRA4 J. T/SINCx \ T Z ZONE: - 1ZONE:/ 1 i # , PcDs \\ 1-15MHOOXXC-P V16 D�3 946 I=Cz 213 1 —. \ \ 38 CD do — — - -- -SCREEN T tr J_ CIO CO C \ IBUFFERITMD •SEE LANDSCAPE PLAN -SHEET X "` �.,. +� 1 /� _ l...... ?-- -j_�_' ' _� r=z :•;� , , .,::. ; r �� I tov o °' I \ FOR PLANTING MATERIALS I /! / i i f y --.1 -... - _..,. .......:..::..: .._,...�,.,.. .,-.:�, .:..:.... ...:..,......__ .. 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AUTO WASH51- \\ - VENDOR \ --" �-' i , -` I f -� , ' j UTUNG NIIQ ADIUKUSNA' �O No. 026715 r. (�\:. +m \ 150 20 91 Tc --- __- \ 90 50s`SIONALCs `wi 1-1 2" SM-9.5A 2" �M_2 6" 21-B BASE I ASHa ' AIJTC]:. w o I T T • • , + U!���� �- 1 1 STONE I 920 gl 8 ..920 25'R 10 qjr� , X.D I TRAVEL AISLE PAVEMENT SECTION I I '� • • �! -= 'f I 50 5 �81- 80 92 15C CG-2 92 25 ) ITC BOLLARDS 0 o' 00 Q! Cif INY=�84.0� 90 TG 92 Tc r'! b'-mw A 1 ..r 1. _. - _ I I �� VICE i 2 SER (TYP.) BOLLARD STYLE AND MATERIAL - I TO BE DESIGNATED BY OILIER / 1 qQ'i� �l �' x / /' ! �, ..•- ..•� PRO$ I r . 1 �/-_ mi I II 1 I ,_.i GONif:©L 13OXi>> -- ►w PROP. -2 SAN. C/O I FH ASSY. ( -- __ AUTO OR _ \ VAC (TYP•) -_ -- -50 -_ -_ __ -- 16� A Ib• tQ (Tr I 92 Tc LT POLE 9221 93 \ PROP. Tc g{Tc 1-LAMP - _ -- __ _- -- -_ __ __ 90 Tc ` .1... _ FOR WHEEL STOP I �. I 16/9 94 TC I 300 SIGN \ __ _ 2 __ - - ° -- 0R -- -- -" 15 �° 91 TG -�' - - _ " �! ' ► i �- / f - �_-�" 4S / E.' / / / 0 is I A \ I� RIB- tc ` / -A 5EC ION AAY I 10' WL ESM'T�' `I $�T BASK , --, P ARKW ._--- _- - __ _ \ _ _ HEREBY DEDICATED EX_ PL.E - - R / EX. SIGH - POLE O > WHEEL STO DETAIL NOT TO ALE -40 -- - __ — — -- -" I // " - OP RIGI�T W""'9� 2/7 g / \ _ TH15 AREA _ter— FOR PUi5LIC STREET PURPOSES PP PE �— _ _ - - _ X % / Q ,� 93 _ W z -- 92 �/ ` c - - EX. RIGHT -OF -WA _ - �_ ... J r - 5 ,� ,/ 91X5 '� W Z � \EX� TEL /j WET TAP �" `- � \ � - __— -�-- � �.. _---__ _ r...____---.•.- _ EX. C: Ca _ - 91 - --- -- TO BE REMOVED TIE INTO EX. 0 - ___ �' 1, � 7 BE OVED O -_'-"_ M 50' ry„,.a. �y.:w TAPER WL ;NU)-' 0- 11-1/4' BEND - EX. STORM MN 611 WET TAR , BY FGSA / ' X. WA T Eli LIME w _ TOP = a4.5 8 IN\/=(o84.51 EX. WF�I En IPiL . _._ _.... --._.....-.._ _ _._°. a DATE: OCTOBER 2003 ._ ._.__.._ .,........ TEST PIT REQ D __ J_ _.__ -- -- ----- - - .'GP l,a P> iP� 2� SCALE = 0 E IT rX. �Ar� -rug SAN. ___- �_ - _ - --- -- PROP. MN----�----- - -- -- - - - E.t GG- �_ __._..- - , \� TEST P �-�-- --` - --- - __. - ._ .._ _— -_ -- --.__ �� SCALE 1 = 10 fa£�4.5� O 8" SAN. S W .r .` -'- ---- -- -- --.. e '� `� . (EXTENSION)- -"-- � EX. 5AN ;BEN TEST PIT REQ'D --- CAM+� �- \ •.. E X.D I STOP=�82 �5 G v \NV=(084.8-1 ��- / DESIGNED BY: NTA JOB NO. 3137H GM �� � � ' SHEET 4 OF 8 STONE CONSTRUCTION ENTRANCE EXISTNG 70' MIN. A FILTER CLOTH-� 6- MIN. I A I SIDE ELEVATION 12' MIN. 70' M1N. 9 r- WASHRACK LVDOT /I I I -POWTAIE DRAINAGE COURSE AGGREGATE Ei TO S£D/MENT I TRAPPING DENCf • MUST IXTfNO FULL WIDTH OF INGRESS AND EGRESS PL AN LAN VIEW RD SECTION A -A SECTION B-B 10' MIN. EXISTING - PAVEMENT 5:1 MOUNTABLE BERM (OPPONAL) 110. MIN. 0 EXISTING PAVEMENT 0 110, M1N. SOURCE. ADAPTED from 1983 Marylond Standards for Sall erosion and Sediment Control, and Va. DSWC Plate J.02-1 MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS ACCORDING TO HEIGHT OF EMBANKMENT (FEET) SOURCE: VA. DSWC W i HO W .5 0.5 2.0 !.0 1.0 2.0 !.5 1.5 2.5 LO 2.0 2.5 i.5 2.5 3.0 1.0 3.0 3.0 1.5 3.5 4.0 i.0 4.0 4.5 ORIGINAL GROUND ELEV. PLATE. 3.13-1 CONSTRUCTION OF A SILT FENCE (WITH WIRE S UPPOR T) 1. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. TRENCH UPSLOPE ALONG THE LINE OF POSTS. I ---- _- I �" I FLOW 1�41 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. SOURCE: Shemwd & 4 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. FLOW /// � EXTENSION OF FABRIC IAND WIRE INTO THE TRENCH. FILTER FABRIC � \ �4 d from Installation of Straw and Fabric Filter Barriers for Sediment Control, PLATE. 3.05-1 TEMPORAR Y SEDIMENT TRAP 1' 1 VARIABLE• ORIGINAL VARIABLE GROUND ELEV. 1.0' 67 CU. YD./ACRE VARIABLE N � 67 CU. YD./ACRE (EXCAVATED) 4' MAX. FILTER CLOTH ORIGINAL GROUND ELEV. 'SEE PLATE 3,13-1 COARSE AGGREGATE CLASS I RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) 6 x DRAINAGE AREA (IN AC.) DI O SEION COARSE AGGREGATE / EXCAVATED / FILTER CLOTH AREA "COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC PLATE. 3.13-2 SILT FENCE CULVERT INLET PROTECTION DISTANCE IS 6' MINIMUM IF FLOW IS TOWARD EMBANKMENT FLOW OPTIONAL STONE COMBINA TION 1.0, 1.5' h� FLOW 2.5' •VDOT #3, #357, j15, #56 OR #57 COARSE AGGREGATE CLASS I RIPRAP TO REPLACE SILT FENCE IN ' HORSESHOE " WHEN HIGH VELOCITY OF FLOW IS EXPECTED SOURCE: ADAPTED from VOOT Standard Sheets and Va. DSWC PLATE. 3.08-1 TEMPORARY DIVERSION DIKE SOURCE,: VA. DSWC PLATE 3.09-1 PIPE OUTLET CONDITIONS A A 11PE OUTLET TO FLAT LREA WITH NO DEFINED :HANNEL L a 0 R d SECTION A -A FILTER CLOTH KEY IN 8_-9"; RECOMMENDED FOR ENTIRE PERIMETER ado (MIN.) PIPE OUTLET TO WELL Njw DEFINED CHANNEL PLAN VIEW l La oz d SECTION A -A FILTER CLOTH: KEY IN 6'-9"; RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d - 1.6 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN B INCHES. Source: Va. DSWC Plate 3.18-1 0 Z W W W ,q o � Ln Co (0 CQ CO 4 t I CDn I In II Zx ;9 �CQ �C\2 W �) �� WCa U 0� �� Lo -Lo .y ) E-+� t\ U) m 0) O W co 0 w TUNG NIKI ADRIKUSUMA Al No. 026715 h O ONAL ; I1ND4 57/= O/3 934 / 97�,: J. 1161N(5�E%' _.,.... � , ,LONE- li 1p O l � 4 .ZO1'JE i='� 2 O -- _.....-.--- -----'_�"• - .�� 1 ` I .� /-- w_.- .- w- _rr•..ie-ta ------r-an-.aT,F� e s - fv --,-_o-t---- - Tr_I •"tj��o2c�J L'$EES-QL_�. • --.�-L-tt- � .-_-. =10-, r. _ --_..o. _t'.l u_-_1 I iI/- -i -�--/-/u----/ --Y�u%`�-_�-;_ r- -o-I --a- ---l- oL_-`. -- -Fo-�-� -/-c-�Jtgi� .-sp.._ue`',. \- ❑i D x cc ZQp-J# III 'l1 fIHi ,IiII /I5FEllLI 6wt Po 2B 41, �\cit IP 5F op ,Ufy N 65E- 7))- O<A)flY 5. K tPJVb a; II /--IIII E�B 5 /0 Pti 549 EX, ENTPA4--F D x l UHFo1�IH�-BDyL-A+II T-�V-E11 : OCz TOBER 2003�a'1111 Hp 20 IO O 20 40 SCALE: 1u=2056ALE: I 20 (12 DESIGNED BY: NTA I / --- ------ P _--- _--------- - _-----__--= �'� / JOB NO. 3137H --- ----- - - 1 SHEET 5 OF 8 t t i LYJ 154i a:F, r6r6Ms• S � SUB AREA D 0.03 AC. C-030 I 02. 0.05 � Qd 0.08 I B AREAs SUB C i0.48 s C • p. t I q To 8:m1n._ -� SUB AREA B Q2- 0ir -08doolo I., _*7 SCALE: FRE-DEVELOPED GONDITIONS i e SUB AREA D 0.03 AC. C - 0.30 02. 0.05 Qtd 0.06 tur � rH9turt-/l7.fx7 xn�.� SUB AREA B 0.04 AC. C - 0.40 Q2 ■ 0.08 oe 0.10 SCALE: l%50' cat, i tl A,' ;s I t s - � t if I it Ll t eU ' AREA A \ " T EX. SIR 2 0.35 AC. C -0.51 Q2- A93 , -Y10 r, ' ) i �f I UB AR A E ;l - -� 110. 2NIC6 01 ;0 - a03 I� M~ w I I SUS 0.04 6. 'I - p� 1 .VAS Qe 2.53 I - Ta 5 m i rL I NTROLLED .0° ND - - El �{ ra S. -wft�.1.. - -- i-10 4S.EU AREA �A --41i TO EX. STIR. 2 - 1 0.20 AC Qe 0Re F05T-DEVELOFED CONDITIONS Reservoir Report Page 1 Hydraflow Hydrographs by Intelisolve Reservoir No. 1 -Pond 1 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 85.25 02 0.000 0.000 0.75 86.00 430 0.004 0.004 2.75 88.00 1,425 0.043 0.046 Culvert / Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise in = 12.0 1.5 1.5 1.5 Crest Len ft = 1.25 0.00 0.00 0.00 Span in = 12.0 1.5 1.5 1.5 Crest El. It = 86.50 0.00 0.00 0.00 No. Barrels = 1 4 6 8 Weir Coeff. = 3.33 0.00 0.00 0.00 Invert El. ft = 84.00 85.25 85.75 86.00 Weir Type = Riser --- --- Length ft = 50.0 0.0 0.0 0.0 Multi -Stage = No No No No Slope % = 0.68 0.00 0.00 0.00 N-Value = .013 .013 .013 .013 Orif. Coeff. = 0.60 0.60 0.60 0.60 Multi -Stage = n/a Yes Yes Yes Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 it Note: All outflows have been analyzed under inlet and outlet control. Stage / Storage / Discharge Table Stage Storage Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft acft ft cfs cfs cfs cfs cfs cis cfs cfs cfs cfs 0.00 0.000 85.25 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.004 86.00 2.77 0.20 0.15 0.00 0.00 --- --- --- 0.35 2.75 0.046 88.00 2.77 0.39 0.52 0.66 7.65 --- --- 9.22 Storm Water Management Narrative Hydrograph Summary Report 2-*fF, Page 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 0.94 1 5 0.006 ---- ------ ------ Sub Area A Pre-Dev to Ex. Str 2 2 Rational 0.08 1 5 0.001 Sub Area A Post-Dev to Ex Str 2 3 Rational 0.08 1 5 0.001 Sub Area B Pre-Dev (uncontrolled) 4 Rational 0.08 1 5 0.001 ---- ------ ------ Sub Area B Post-Dev (uncontrolled) 5 Rational 0.05 1 5 0.000 ---- ------ --•--- Sub Area D Pre-Dev (uncontrolled) 6 Rational .0 0 5 1 5 0.000 .... ...... ...... Sub Area D Post-Dev (uncontrolled) 7 Rational 0.03 1 :5 0.000 Sub Area E Post Dev (uncontrolled) 8 Rational 0.73 1 16 0.006 ---- ------ ------ Sub Area C Pre-Dev 9 Rational 1.98 1 5 0.014 Sub Area C Post-Dev (routed to Pond 10 Reservoir 0.66 1 f3 0.014 9 86.25 0.009 Hydrograph Report Hyd. No. 10 Page 1 Hydraflow Hydrographs by Intelisolve Hydrograph type = Reservoir Peak discharge = 0.66 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 9 Reservoir name = Pond 1 Max. Elevation = 86.25 ft Max. Storage = 0.009 acft Storage Indication method used. Outflow hydrograph volume = 0.014 acft Hydrograph Discharge Table Time Inflow Elevation Civ 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 0.02 0.40 85.30 1.93 0.02 ----- ----- ----- ----- ----- ----- ----_ 0.02 0.03 0.79 85.45 2.77 0.09 ----- ----- ----- ----- ----- ----- ---- 0.09 0.05 1.19 85.70 2.77 0.15 ----- ----- ----- ----- ----- ----- --_ - 0.15 0.07 1.59 86.00 2.77 0.20 0.15 0.00 ----- ----- ----- ----- -- -- 0.35 0.08 1.98 << 86.09 2.77 0.21 0.18 0.08 ----- ----- ----- ----- ----- 0.47 0.10 1.59 86.17 2.77 0.22 0.21 0.15 ----- ----- ----- ----- ----- 0.58 0.12 1.19 86.22 2.77 0.23 0.23 0.19 ----- ----- ----- ----- ----- 0.64 0.13 0.79 86.25 << 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.66 << 0.15 0.40 86.24 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.65 0.17 0.00 86.21 2.77 0.22 0.22 0.18 ----- ----- ----- ----- ----- 0.63 0.18 0.00 86.17 2.77 0.22 0.21 0.15 ----- ----- ----- ----- ----- 0.58 0.20 0.00 86.14 2.77 0.21 0.20 0.12 ----- ----- ----- ----- ----- 0.53 0.22 0.00 86.10 2.77 0.21 0.19 0.09 ----- ----- ----- ----- ----- 0.49 0.23 0.00 86.07 2.77 0.21 0.18 0.06 ----- ----- ----- ----- ----- 0.45 0.25 0.00 86.05 2.77 0.20 0.17 0.04 ----- ----- ----- ----- ----- 0.41 0.27 0.00 86.02 2.77 0.20 0.16 0.02 ----- ----- ----- ----- ----- 0.38 0.28 0.00 85.99 2.77 0.19 0.15 ----- ----- ----- ----- ----- ----- 0.34 0.30 0.00 85.90 2.77 0.18 0.10 ----- ----- ----- ----- ----- -- -- - 0.28 0.32 0.00 85.83 2.77 0.17 0.05 ----- ----- ----- ----- ----- ----- 0.22 0.33 0.00 85.78 2.77 0.16 0.01 ----- ----- ----- ----- ----- ----- 0.17 0.35 0.00 85.73 2.77 0.15 0.00 ----- ----- ----- ----- ----- ----- 0.16 0.37 0.00 85.69 2.77 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15 0.38 0.00 85.65 2.77 0.14 ----- ----- ----- ----- ----- ----- ----- 0.14 0.40 0.00 85.61 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.42 0.00 85.58 2.77 0.12 ----- ----- ----- ----- ----- ----- ----- 0.12 0.43 0.00 85.55 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.45 0.00 85.52 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.47 0.00 85.49 2.77 0.10 ----- ----- ----- ----- ----- ----- ----- 0.10 0.48 0.00 85.46 2.77 0.09 ----- ----- ----- ----- ----- ----- ----- 0.09 0.50 0.00 85.44 2.77 0.08 ----- ----- ----- ----- ----- ----- ----- 0.08 0.52 0.00 85.41 2.77 0.07 ----- ----- ----- ----- ----- ----- ----- 0.07 0.53 0.00 85.40 2.77 0.07 ----- ----- ----- ----- ----- ----- ----- n rn This site is located at the intersection of Senseny and Greenwood Roads in the Shawnee Magisterial District of Frederick County, Virginia. The site consists of 0.729 Acres and drains into an existing channel along Senseny Road at the NW corner of the property. The existing overall drainage area flowing to this channel is approximately 0.48 Acres. The proposed site plan will increase the drainage area to this channel to 0.58 Acres and therefore, a SWM Pond will be constructed to reduce the discharge. The calculated Sub Area C pre -developed and post -developed conditions are as follows: • Pre -developed 2-yr storm =0.77 cfs Post -developed 2-yr storm =1.98 cfs • Pre -developed) 10-yr storm =0.96 cfs Post -developed 10-yr storm = 2.55 cfs EE F: Based on these increases, the post -developed runoff has been routed to the pond and will be discharged into the existing 18" storm sewer at the following allowable peak discharge rates: • Post -developed peak discharge 2-yr storm = 0.66 cfs • Post -developed peak discharge 10-yr storm = 0.77 cfs • Post -developed peak discharge 10-yr storm = 1.05 cfs In conclusion, the construction of the proposed pond will adequately control the increased storm water drainage from the site and discharge less storm water into the existing storm system than seen during pre -developed conditions. TOP OF 5ERM = 688.00 3 �I EMERGENCY SPILLWAY - 681.00 12" PVC TOP OF RISER = 68650 35 RISER 100 YR US ELEV. 686.59 10 YR WS ELEV. 686.38 8- 1 1/2" DIA. ORIFICE 2 YR WS ELEV. 6,8625 a 4 3/4" O.G. INVERT AT 686.00 000 215- STONES �o INVERT AT Pa' - 12" PVC SDR-35 6 0.68% SLOPE 684.15 � INVERT AT 685.00 4 - 1 1/2" DIA. ORIFICE 6- 1 1/2" DIA. ORIFICE m 9 I/2" O.G. 0 6 O.G. INVERT INVERT At 685.1 At 68525 5 ENTRANCE POND RISER DETAILS NTS w c> 0 Hyd. No. 10 - Reservoir - 2 Yr - Qp = 0.66 cfs - V•V V.t U.e u.0 U.4 U.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) - / Hyd. 9 / Hyd. 10 _ ---- FOND �. PROP GRADE t- 0 T.z`-.._.G 13 ... - Page Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Tlme interval (min) Time to peak (min) Volume (acft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (acft) Hydrograph description 1 Rational 1.21 1 5 0.008 -•-- ---- ---••- Sub Area A Pre-Dev to Ex. Str 2 2 Rational 0.10 1 5 0.001 Sub Area A Post-Dev to Ex Str 2 3 Rational 0.10 1 5 0.001 Sub Area B Pre-Dev (uncontrolled) 4 Rational 0.11 1 5 0.001 :--- Sub Area B Post-Dev (uncontrolled) 5 Rational 0.06 1 5 0.000 ---- --•--- ------ Sub Area D Pre-Dev (uncontrolled) 6 Rational 0.06 1 5 0.000 Sub Area D Post-Dev (uncontrolled) 7 Rational 0.04 1 5 0,000 Sub Area E Post Dev (uncontrolled) 8 Rational 0.96 1 - 6 0.008 ---- ------ ••---- Sub Area C Pre-Dev 9 Rational 2.55 1 5 0.018 ---- •----- ------ Sub Area C Post-Dev (routed to Pond 10 Reservoir 0.77 1 8 0.018 9 86.38 0.012 Hydrograph Report Hyd. No. 10 Page 1 Hydraflow, Hydrographs by Intelisolve Hydrograph type = Reservoir Peak discharge = 0.77 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 9 Reservoir name = Pond 1 Max. Elevation = 86.38 ft Max. Storage = 0.012 acft Storage Indication method used. Outflow hydrograph volume = 0.018 acft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ 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 0.02 0.51 85.32 2.48 0.03 ----- ----- ----- ----- ----- ----- ----- 0.03 0.03 1.02 85.51 2.77 0.10 ----- ----- ----- ----- ----- ----- ---- 0.10 0.05 1.53 85.82 2.77 0.17 0.04 ----- ----- ----- ----- --- - ----- 0.21 0.07 2.04 86.05 2.77 0.20 0.17 0.05 ----- ----- ----- ----- ----- 0.42 0.08 2.55 << 86.17 2.77 0.22 0.21 0.15 --- ----- ----- ----- ----- 0.58 0.10 2.04 86.28 2.77 0.23 0.24 0.21 ----- ----- ----- ----- ----- 0.69 0.12 1.53 86.35 2.77 0.24 0.26 0,25 ----- ----- ----- ----- ----- 0.75 0.13 1.02 86.38 << 2.77 0.24 0.27 0.26 ----- ----- ----- ----- ----- 0.77 <<0.15 0.51 86.38 2.77 0.24 0.27 0.26 ----- ----- ----- ----- ----- 0.77 0.17 0.00 86.35 2.77 0.24 0.26 0.25 ----- ----- ----- ----- ----- 0.75 0.18 0.00 86.30 2.77 0.23 0.25 0.22 ----- ----- ----- ----- ----- 0.70 0.20 0.00 86.25 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.67 0.22 0.00 86.21 2.77 0.22 0.22 0.18 ----- ----- ----- ----- ----- 0.63 0.23 0.00 86.17 2.77 0.22 0.21 0.15 _ ___ ----- ----- ----- ----- - 0.58 0.25 0.00 86.14 2.77 0.21 0.20 0.12 ----- ----- ----- ----- ----- 0.53 0.27 0.00 86.10 2.77 0.21 0.19 0.09 -- -- ----- ----- ----- ----- 0.49 0.28 0.00 86.07 2.77 0.21 0.18 0.06 ----- ----- ----- ----- ----- 0.45 0.30 0.00 86.05 2.77 0.20 0.17 0.04 ----- - -- ----- ----- ----- 0.41 0.32 0.00 86.02 2.77 0.20 0.16 0.02 ----- ----- ----- ----- ----- 0.38 0.33 0.00 85.99 2.77 0.19 0.15 ----- ----- ----- ----- ----- ----- 0.34 0.35 0.00 85.90 2.77 0.18 0.10 ----- ----- ----- ----- ----- ----- 0.28 0.37 0.00 85.83 2.77 0.17 0.05 ----- ----- ----- ----- ----- ----- 0.22 0.38 0.00 85.78 2.77 0.16 0.01 ----- ----- ----- ----- ----- ----- 0.17 0.40 0.00 85.73 2.77 0.15 0.00 ----- ----- ----- ----- - --- - ----- 0.16 0.42 0.00 85.69 2.77 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15 0.43 0.00 85.65 2.77 0.14 ----- ----- ----- ----- ----- ----- ----- 0.14 0.45 0.00 85.61 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.47 0.00 85.58 2.77 0.12 ----- ----- ----- ----- ----- ----- ----- 0.12 0.48 0.00 85.55 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.50 0.00 85.52 2.77 0.11 ----- ----- ----- ----- ----- ----- ----- 0.11 0.52 0.00 85.49 2.77 0.10 ----- ----- ----- ----- ----- ----- ----- 0.10 0.53 0,00 85.46 2.77 0.09 ----- ----- ----- ----- ----- ----- ----- 0.09 Downstream Adequate Channel Analysis Section Data Mannings Coefficient 0.030 Channel Slope 0.037500 ft/ft Depth 0.33 ft Left Side Slope 4.000000 H : V Right Side Slope 2.500000 H: V Discharge 0.96 cfs Cross -Section A 10-yr Pre -Developed Conditions Pre-Dev 10-Yr Cross Section for Triangular Channel loo -yK 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 1.65 1 5 0.011 ------ ------ Sub Area A Pre-Dev to Ex. Str 2 2 Rational 0.14 1 5 0.001 ---- ----- ------ Sub Area A Post-Dev to Ex Str 2 3 Rational 0.14 1 5 0.001 ---- -----• ------ Sub Area B Pre-Dev (uncontrolled) 4 Rational 0.15 1 5 0.001 ---- ------ ------ Sub Area B Post-Dev (uncontrolled) 5 Rational 0.08 1 5 0.001 ---- ------ ------ Sub Area D Pre-Dev (uncontrolled) 6 Rational 0.08 1 5 0.001 - Sub Area D Post-Dev (uncontrolled) 7 Rational 0.06 1 5 0.000 - Sub Area E Post Dev (uncontrolled) 8 Rational 1.31 1 6 0.011 ---- ------ ------ Sub Area C Pre-Dev 9 Rational 3.48 1 5 0.024 ---- ------ --- Sub Area C Post-Dev (routed to Pond 10 Reservoir 1.05 1 8 0.024 9 86.59 0.016 Hydrograph Report Hyd. No. 10 Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 9 Max. Elevation = 86.59 ft Pagel Hydraflow Hydrographs by Intelisolve Peak discharge = 1.05 cfs Time interval = 1 min Reservoir name = Pond 1 Max. Storage = 0.016 acft Storage Indication method used. Outflow hydrograph volume = 0.024 acft Hydrograph Discharge Table Time Inflow Elevation Civ A Civ B Civ C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cts cfs cfs cfs cfs cfs cfs 0.02 0.70 85.34 2.77 0.04 ----- ----- ----- ----- ----- ----- ----- 0.04 0.03 1.39 85.61 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.05 2.09 86.01 2.77 0.20 0.16 0.01 ----- ----- ----- ----- ----- 0.36 0.07 2.79 86.13 2.77 0.21 0.20 0.12 ----- ----- ----- ----- ----- 0.53 0.08 3.48 << 86.30 2.77 0.23 0.25 0.22 ----- ----- ----- ----- ----- 0.70 0.10 2.79 86.45 2.77 0.25 0.28 0.29 0.03 ---- ----- ----- ----- 0.86 0.12 2.09 86.55 2.77 0.26 0.30 0.33 0.10 ----- ----- ----- ----- 0.99 0.13 1.39 86.59 << 2.77 0.27 0.31 0.34 0.13 ----- ----- ----- ----- 1.05 << 0.15 0.70 86.59 2.77 0.27 0.31 0.34 0.13 ----- ----- ----- ----- 1.05 0.17 0.00 86.55 2.77 0.26 0.30 0.33 0.10 ----- ----- ----- ----- 0.99 0.18 0.00 86.49 2.77 0.26 0.29 0.31 0.06 ----- ----- ----- ----- 0.91 0.20 0.00 86.43 2.77 0.25 0.28 0.29 0.02 ----- ----- ----- ----- 0.84 0.22 0.00 86.38 2.77 0.24 0.27 0.26 ----- ----- ----- ----- ----- 0.78 0.23 0.00 86.33 2.77 0.24 0.25 0.24 ----- ----- ----- ----- ----- 0.73 0.25 0.00 86.29 2.77 0.23 0.24 0.22 ----- ----- ----- ----- ----- 0.69 0.27 0.00 86.24 2.77 0.23 0.23 0.20 ----- ----- ----- ----- ----- 0.65 0.28 0.00 ae.2o 2 77 0.22 0.22 0.18 ----- ----- ----- ----- ----- 0.62 0.30 0.00 86.16 2.77 0.22 0.21 0.14 ----- ----- ----- ----- ----- 0.57 0.32 0.00 86.13 2.77 0.21 0.20 0.11 ----- ----- ----- ----- ----- 0.52 0.33 0.00 86.09 2.77 0.21 0.19 0.08 ----- ----- ----- ----- ----- 0.48 0.35 0.00 K.06 2.77 0.20 0.18 0.06 ----- ----- ----- ----- ----- 0.44 0.37 0.00 8P.04 2.77 0.20 0.17 0.03 ----- ----- ----- ----- ----- 0.40 0.38 0.00 86.01 2.77 0.20 0.16 0.01 ----- ----- ----- ----- ----- 0.37 0.40 0.00 85.96 2.77 0.19 0.14 ----- ----- ----- ----- ----- ----- 0.33 0.42 0.00 85.88 2.77 0.18 0.09 ----- ----- ----- ----- ----- ----- 0.27 0.43 0.00 85.81 2.77 0.17 0.04 ----- ----- ----- ----- ----- ----- 0.20 0.45 0.00 85.76 2.77 0.16 0.00 ----- ----- ----- ----- ----- ----- 0.16 0.47 0.00 85.72 2.77 0.15 0.00 ----- ----- ----- ----- ----- ----- 0.15 0.48 0.00 85.68 2.77 0.14 ----- ----- ----- ----- ----- ----- ----- 0.14 0.50 0.00 85.64 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.52 0.00 85.60 2.77 0.13 ----- ----- ----- ----- ----- ----- ----- 0.13 0.53 0.00 85.57 2.77 0.12 ----- ----- ----- ----- ----- ----- ----- 0.12 Hyd. No. 10 - Reservoir -100 Yr - Op =1.05 cfs - 4 - -- 0 2-- 0 0.0 G..1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) / Hyd. 9 / Hyd. 10 Downstream Adequate Channel Analysis Cross -Section A 10-yr Post -Developed Conditions Post 10-Yr Cross Section for Triangular Channel Z tttttttttt- cc Uj Uj z Z WCat o C ,n � � Q d' 00 .4 i:Ul I d3 I Zx �y o LOC\2 W � ) LiJ C)0 0� 0 �' -4 -1W Ew Q)i ^0 0:j w rn OF y j 4 U TUNG NIK ADEWSUMA9 No. 026715 10 J SSIONALyG DATE: OCTOBER 2003 0.33 ft Section Data 0.30 ft SCALE: AS SHOWN Mannings Coefficient 0.030 Channel Slope 0.037500ft/ft DESIGNED BY: NTA 1 Depth v Left Side Slope 0.30 ft 4.000000 H : V 1 v JOB N0. 3137H H 1 Right Side Slope 2.500000 H: V H 1 SHEET 6 OF 8 NTS Discharge 0.77 CIS NTS / i , , I Tk415 6+4EET FOR AND FAVE1IENT STRfPPfN ONE: L,4ND5CAFING LAYOUT NOTE. ALL SHRUBS, FLOWERING TREES, AND EVERGREEN TREES ,4fi;�IIE TO BE PUNTED IN CONTINUOUS MULCH BED. SHADE TREES TO BE PLANTED IN LAWN WITH MULCH RING. Plant List Trees ABB Botanic Name Common Name Qty Size Remarks r Acer RubrumRed Sunset'a unse ape 2 6-8'Deciduous Shade Tree As Acer Saccharum Sugar Maple 3 6-8' Deciduous Shade Tree P Prunus species Flowering Cherry 3 6-8' Deciduous Flowering Tree Pa Picea Abies Norway Spruce 9 6-8' Evergreen Tree Shrubs ABB Botanic Name Common Name Qty Size Remarks F Forsythia species Forsythia Species 7 4'-00" min. Deciduous Shrub Ich Ilex crenata'hetzi' Netzi Juniper 36 4'-00" min. Evergreen Shrub V Viburnum species Viburnum species 16 4'-00" min. Deciduous Shrub SUI„111 ARY OF LANDSCAPE REQUIRED PROPOSED DECIDUOUS TREES/SHRUBS 22 31 EvERCzREEN TREES/SHRUBS 44 44 TABLE 3.31-13 ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Rate Planting Dates Species (lbs./acre) Sept. 1 — Feb. 15 50/50 Mix of Annual Ryegrass (Lolium multi—florum) & 50 — 100 Cereal (Winter Rye Secal cereale Feb. 16 — Apr. 30 Anual Ryegross 60 — 100 (Loliium multi—florum) May 1 — Aug. 31 German Millet 50 (Setaria italica) Seeding Seed shall be evenly applied with a broadcast seeder, drill, cultipacker seeder or hydroseeder. Small grains shall be planted no more than one inch deep. Grosses and legumes shall be planted with no less than 1/4" soil cover. �-+-- 2 x BALL D I A. MIN —i—I TABLE 3.32—C SITE SPECIFIC PERMANENT SEEDING MIXTURES FOR APPALACHIAN/MOUNTAIN AREA Total Lbs. Minimum Care Lawn Per Acre — Commercial or Residential 200-250 lbs. — Kentucky 31 or Turf —Type Tall Fescue 90-100% — Improved Perennial Ryegrass * 0-10% — Kentucky Bluegrass 0-10% High —Maintenance Lawn Minimum of three (3) up to five (5) varieties of bluegrass from approved list for use in Virginia. 125 lbs. General Slope (3:1 or less) — Kentucky 31 Fescue 128 lbs. — Red Top Grass 2 lbs. — Seasonal Nurse Crop** 20 lbs. 150 lbs Low —Maintenance Slope (Steeper than 3: 1) — Kentucky 31 Fescue 108 lbs. — Red Top Grass 2 lbs. — Seasonal Nurse Crop** 20 lbs. — Crownvetch *** 20 lbs. 150 lbs * Perennial Ryegrass will germinate faster and at lower soil temperatures than fescue, thereby providing cover and erosion resistance for seedbed. ** Use seasonal nurse crop in accordance with seeding dates as stated below: March, April through May 15th Annual Rye May 16th through August 15th Foxtail Millet August 16th through Sept.,Oct. Annual Rye November through February Winter Rye *** If Flotpea is used, increase to 30 lbs./acre. All legume seed must be properly inoculated. Weeping Lovegross may also be included in any slope or low—maintonce mixtures during warmer seeding periods; add 10-20 lbs/acre in mixes. CORNER OF ROOT SYSTEM TO BE AT LINE OF ORIGINAL GRADE. FIRMLY COMPACTED SAUCER (USE TOPSOIL) GENTLY COMPACTED TOP501L MIXTURE. SCARIFY PIT BOTTOM (MIN. 6"). SCARIFY PIT 51DES NOTES: I. MIN. ROOT SPREAD TO BE IN ACCORDANCE WITH "AMERICAN STANDARDS FOR NURSERY STOCK." 2. PRUNE ALL DAMAGED, DISEASED, OR WEAK LIMBS d ROOTS. 3. CLEARLY PRUNE ALL DAMAGED ROOT ENDS. 4. DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS. 5. SOAK ROOTS IN WATER OVERNIGHT BEFORE PLANTING. TYPICAL PLAN"rING DET,41L - SHRUB RUBBER HOSE GUY WIRE 72 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 (NOT TO SCALE) SET TREE LEVEL AND PLUMB --STRAIGHTEN AFTER SETTLEMENT IF REQUIRED. SET TREE WITH TOP 1/8 OF ROOT BALL ABOVE FINISHED GRADE ENCASE WIRE AROUND TRUNCK IN BLACK RUBBER HOSE. SECURE AT HEIGHT ABOVE FINISHED GRADE EQUAL TO 1/3-1/2 OF TREE REMOVE TOP 1/3 OF BURLAP AND CUT ROPE AND/OR REMOVE WIRE BASKET FROM BALL GUY WIRE 012 GAUGE 2" DOUBLE SHREDDED HARDWOOD 3" SOIL SAUCER 3 STAKES BACKFILL LIGHTLY COMPACTED SETTLING MOUND SUBGRADE TYPICAL PLANTING DETAIL_-- EVERGREEN TREES (NOT TO SCALE) Z W Z C3 Z W01 o CD N ,O 00 1-4 C\1 CO CD co a CD in Z IL.10) �� x 1 �� o Ll.! o 0 0 a� Ew 0) WW N O W U] 0 W Q rTU N G KUSUMA No. 026715 `sIONAL 11 H Cn I= H Q DATE: OCTOBER 2003 SCALE: 1"=20' DESIGNED BY: NTA JOB NO. 3137H SHEET 7 OF 8 CG-2 CG-6 CG-11 DI-1 NOTES: 1X X Street approach some (radius to be as '• A surfacing as moinline shown on plans) -'j roadway (Radius to be as 1e SECT ON STEEL -}-Ye SECTIO CAST IRON ' NOTES: C I I®Radial ombination shown on plans) 2" L21i'x2Yt'x1(' 1"-31j ugs to be 10'-a' long cast with collar 1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE. STD CG-12 J curb and gutter 4' B� One welded B B joint L NOTES 1. DEPTH OF INLET (H) TO BE SHOWN ON PLANS. 4000 PSI IF PRECAST. 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, (st'd. CG-6) _ - FOR DEPTH GREATER THAN 10' USE STANDARD 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG 4000 PSI IF PRECAST. B i 8 T 1".1 N I-- A A DI -IA. FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 3. COMBINATION CURB &GUTTER HAVING A RADIUS I I L J Optional 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL I c 4' SIDEWALK ® (* CV 3 Weld I Brace Ribs 43.61bs. 66t3 lbs. 2. THE 'H' DIMENSION SHOWN ON THE STANDARDS ((15" DEPTH) OR INCREASED AS MUCH AS 3" (21' DEPTH) BE PAID FOR AS RADIAL COMBINATION CURB & 6" 6" Class A3 (H.E.S. ad ••• all connectors to including including N AND SPECIFIED ON THE PLANS WILL BE MEASURED FROM THE INVERT OF THE OUTFALL IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE GUTTER. I Optional Flow Line Concrete • _ _ collar connectors lugs lugs PIPE TO THE TOP OF THE STRUCTURE. WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT 4. FOR USE WITH STABILIZED OPEN -GRADED ---- n -----Z- �- GALV STEEL or CAST PLAN N' DIMENSIONS ARE APPROXIMATE ONLY IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. DRAINAGE LAYER, THE BOTTOM OF THE CURB AND GUTTER SHALL BE CONSTRUCTED PARELLEL Expansion Joint I Expansion Joint m IRON Yt"xlt/"x4" lugs FOR ESTIMATING PURPOSES AND THE ACTUAL DIMENSIONS SHALL BE DETERMINED BY THE I` 4" 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED TO THE SLOPE OF SUBBASE COURSES AND TO THE DEPTH OF THE PAVEMENT. A _.1 -I SECTION C-C 2+- 7" g 9/:' -- 15" )¢'x4' Stud Shear connectors CONTRACTOR FROM FIELD CONDITIONS. 3. WHEN SPECIFIED ON THE PLANS THE INVERT IS 2"R IS 40 MPH OR LESS ON RURAL HIGHWAYS AND 45 MPH OR LESS IN DEVELOPED URBAN AND SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE 4' 2"R I 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED IS 40 MPH OR LESS ON RURAL HIGHWAYS AND Note: Width "B" 2'-0" or as Mainline roadway shown on typical section. PLAN VIEW � 4'-2tt SECTION B -B TO BE SHAPED IN ACCORDANCE WITH STANDARD 15-1. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO THE SHAPING IS TO BE i EXCEEDED STANDARD CG-3 IS REQUIRED. 45 MPH OR LESS IN DEVELOPED URBAN AND PLAN INCLUDED IN THE BID PRICE FOR THE STRUCTURE. ,••.a' e a SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG-7 IS REQUIRED. (Grote Removed) �• 9% " I 4. IINTHE IPE rs EVENT NT INVERT F U Taw THE OM 7HE i. . E, E INVERT OF THE N SHALL BE SHAPED WITH CEMENT MORTAR TO PREVENTRSTANDING �' •' + , 4 • a is 1".1' "L T T 2% OR PONDING OFRWATERE IN THE STRUCTURE. THE COST OF FURNISHING AND PLACING ALL MATERIALS INCIDENTAL TO SEE SURFACE ; ' .. p. A e DIMENSIONS FOR THE SHAPING IS TO BE INCLUDED IN THE BID NOTE 4 _ Q « t>Pe p D. p -, o CAST IRON ONLY PRICE FOR THE STRUCTURE. i • • e ' p e e ° A p t , p n ► '.� b � e,: • n 10' Porcbollc Curve Edge of shoulder -�I 8X Mox. or Optional Flow Line Slope Change ® ® Construct Grade changes with a parabolic curve. D D When St'd. CG-11 is used for entrances built + 1+ I 4 - 2 5. STEPS ARE TO BE PROVIDED WHEN H IS 4'-0' OR GREATER. FOR DETAILS SEE STANDARD ST-1. r ;' �• BASE '• e n D .' • I- .pp p a p . .e ► a. e. Mainline Roadway 8% Mox ® in conjunction with VDOT projects, please note the following: D 2r-7' * 3" Dio. I �I p t/z' seep nob + �'+ ' + x JADJACENT 6. THIS REM SAY BE PRECAST OR CAST IN PLACE. 7. 1 4X8" SMOOTH DOWELS AT APPROXIMATELY 12' C-C TO BE PLACED IN ALL AREAS ADJACENT ` • b . .• e D The bottom of the curb and Slope Change X: X Mainline pavement shall be constructed D to the R/W line (except any subgrode � 2" min. - N TO ABUTTING CONCRETE TO PREVENT TO ABUTTING CONCRETE TO PREVENT utter may be constructed g Y 40' Min. for Street Connection stabilization required for mainline conor T SETTLEMENT. IN LIEU OF DOWELS A 2• X 4' parallel to the slope of P P pavement which con be omitted in P - _ 4• - se. depth ep A99 • O NOTCH MAY BE PROVIDED. SEE ST D T-DI-3,4 2'-0' - subbase courses provided o 20' Desirable for Commercial Entr.entrance.) the H I #88, /7e, or ridth Il FOR ALTERNATE DESIGN. SUBBASE minimum depth of 7" is maintained. 5' Min. SECTION A - A A Radial curb or combination curb ti 12' t2•-t5'-1e•w 24 'n,,'.,H» C C= B. 3' DIAMETER WEEP HOLE TO BE LOCATED TO DRAJN SUBBASE MATERLAL WEEP HOLE WITH -6" This area may be concrete and gutter shall not be constructed beyond the Rline except for I Lp ` I / OR GA' PLASTIC HARDWARE CLOTH 1 4I MESH OR GALVANIZED STEEL WIRE MINIMUM WIRE Guidelines for Grade Change Da P purposes. .. •. D N DIAMETER 0.03', NUMBER 4 MESH HARDWARE CLOTH ANCHORED FIRMLY TO THE OUTSIDE .,, When used in conjunction with standard " OF THE STRUCTURE. 1-41 2" RADIUS Entrance Volume Desirable Maximum CG-3 or CG-7, the curb face on this Standard is to be adjusted to match the -a (.D ����1 9. CAST IN PLACE CONCRETE 5 TO BE CLASS A3 High (more than 1500 VPD) 0 X 3 X mountable curb configuration. r SECTION A -A I 2� 1 % [- 1. t-It- (3D00 PSI). PRECAST CONCRETE IS TO BE 4000 P51. n • '. Medium •500-1500 VPD `. X ) 3 % 6 See Standard CG-12 for Curb Ramp design to be used with this Standard. CONCRETE QUANTITIES FOR MIN. DEPTH 4, 1• 10. ANY ALTERNATE METHODS OF ANCHORAGE 1 A SURFAC Low (less than 500 VPD) 6 X 8 X ®When the entrance radii cannot accommodate 12" conc. pipe-1.440 Cu. Yds. Concrete Concrete MEETING THE APPROVAL OF THE ENGINEER MAY BE SUBSTITUTED FOR THE CAST IRON LUGS AS SHOWN HEREON. •a the It requirements of anticipated heavy 15' conc. pipe-1.526 Cu. Yds. - _ a IX BASE truck traffic, consideration should be given to 18' conc. pipe-1.620 Cu. Yde. Concrete 24 conc. pipe-1.817 Cu. Yde. Concrete . ,.a increasing the depth of adjacent proposed sidewalk to 7 inches. Add 0.469 Cu. Yda. per odditionol foot of depth. SECTION C-C SECTION D-D SUBBA XC Optional flowline may be used for entrances GRATE DETAIL _ 6- in cut sections. APPROXIMATE WEIGHT 1- 121 Optional flowline may require warping of a as ran ACCEPTABLE ALTERNATE portion of gutter to preclude ponding of water. Grate 363 t 18 lbs. IF CURB IS EXTRUDED I SPECIFICATION REFERENCE METHOD CONNECTION OF TREATMENT- FOR STREET INTERSECTIONS SPECIFICATION REFERENCE STANDARD 6" CURB SPECIFICATION REFERENCE it COMBINATION 6 CURB & GUTTER STANDARD DROP INLET 12"-24" PIPE MAXIMUM DEPTH (H)=10' SPECIFICATION REFERENCE 105 VIRGINIA DEPARTMENT 105 502 AND COMMERCIAL ENTRANCES VIRGINIA DEPARTMENT 233 302 502 of TRANSPORTATION 201.01 soz VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 203.04 VIRGINIA DEPARTMENT OF TRANSPORTATION 104.0 oof TRANSPORTATION SEE DETAIL BELOW VALCO, INC. FIG. NO. 71 BOB LID MARKED SEWER AGGREGATE FILL SUPPORTING BRICK RING VALVE BOX FOUNDATION TEMPORARY PLUG AT END OF LINE Y-o" CA$TIRON CLEANOUT CAP W/ BRASS PLUG HAVING COUNTER SUNK SQUARE HEAD. PANELLA MODEL PA4SV-CSK RISER(LENGTH VARIES) 4"X4"WYE OR 6"X6"X4"WYE SANITARY LATERAL PVC OR Cl A A 6 5/16- 1/8" -t1 1/2' 558 5 7/16' I 5 8 8116 1 DETAIL SECTION A -A NOTES: A.USE A TELESCOPE VALVE BOX. B.THIS ARRANGEMENT TO BE UTILIZED WHEN THE CLEANOUT IS LOCATED IN A TRAVELWAY. HEAVY-DUTY SANITARY LATERAL CLEANOUT Not to Scale I"X4'X4'-8" 5LAT5, 2-FIN15H NAIL AT TOP AND BOTTOM 2"X4"X4' 5EAM5, TOE NAIL TO P05T 4"X4"X8' P05T5 125" 4'-0' 1) k y ki NOTES: I. PRESERVATIVE STAIN ON ALL WOOD, fTl I I IT o 2. FINISHED 51DE OF FENCE SHALL FACE I m ADJOINING PROPERTY, IF APPLIGABLE. GOMPAGTED GRAVEL WOOD FENGE DETAIL FOR DUMPSTER ENGLOSURE NOT TO SCALE top of manhole at grade in pavement areas unless otherwise directed y (top shall be set 24" min. above grade in easement areas) square skid pad 6" thick -I' -wrap around heat shrinkable sheet [WropidSeal by CANUSA] 4 bolts (3/4' dia.) adjustment rings (11" max.) 1 '• a. concrete ASTMC-150 4000 psi 12" or 16" (typ.) i pioneer 301 mastic applied between joints and on " ° exterior side of joints joints are to be sealed with "0' ring gasket I.D. - pipe to manhole 6� connection to be d by flexible sleeve invert channel to provide a smooth transition in to out, 3'-0" min. for all connections 2'-0" max. 4'-0" max. top of bench -wall grout bottom of manhole to form channel `' = N:ir) ;', D/2 '''' ^=' � '' some elev. os oof P pipe e, , ; • . , a 6" bedding stone NOTES : 1. Manhole sections shall have an external coating of approved bitumostic water proofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of bitumostic water proofing. Final I adjustment of manhole frame m be b shims and non -shrink rout. 3 slope P 1 °Y Y 9 4. Skid pad to be placed around manholes located in shoulders of roads. 5. Flat top costing shall be used on shallow manhole (6 ft. or less) installations. STANDARD MANHOLE Figure 12 trench width •'; as required •' 6' dia. schedule 40 steel pipe filled with concrete 3' %.' and pointed yellow 7' 2, 18' die. -6" concrete encasement k.. concrete thrust block BOLLARD DETAIL 4(e, direction of setting to be approved prior to installation as required pad l'-6" sq. x 6' deep [concrete 2" min. - 6' max. 4" Stan screw type adjustable stone stone to be minimum valve box of 6' above top of base locator marker y stone ;:i7�•_i�1if1•°i•�+•s• megalugs .f'ti;`t�:¢,:.�. 'ii2;=,•''t=f;1, •i,ii+t'¢';l�;i�'•,';i;i•SJ;S�',•i '.''i •-i. ti•. . '•:;:�i mechanical joint %ter'"'"� .• � ���, ,Y;� ice.+'• s swivel tee with • a i sit •i%i•' ?..s.. •.•. ••� �i 6" branch FIRE HYDRANT ASSEMBLY Figure 9 concrete pod 1,_ 6' sq. x 6' deep 4' ston µ= screw type adjustable volve box 36" min. location marker stone valve megolugged megalugs to main .;f r -megalug thrust block 18' to 24' 8'x 8% 16' solid block (for valves 12' and forger) Note: this detail is also used for butterfly valves GATE VALVE Figure B METER BOX and COVER METER SIZE METER BOX METER BOX COVER 5/8'x3/4' or 3/4' 18 in. Dia. Non -Traffic M32C-PW Traffic A32H H - T 1' 24 in. Dia. Non -Traffic MC-30 (Frame) WITH RML-1-T (Top Lid) Traffic MC-30 (Frame) WITH RML-12-T (Top Lid) meter box and cover sidewalk �I - S ft Meter Size Coppersetter 5/8' x 3/4' A-C3635-01 w/7 Ys' Opening 3/4" A-03635-01 /7 O 1' A-95319-06 18'-21' 3' stone _.-- surrounding box 8'-10' top 6' painted blue yc il:lill�l .�� w s' Pening w/ 10 �;' Opening •r:: q 5:.:.;.rr:r:::ri:.: .ri CTSpolyethylenetubing T) 200 psi with SS inserts saddle with ......"" .'.'.. O.D. at all connections corp stop stone 6 V coupling COPPERSETTER COMPONENTS (PJX FIP) C1444 meter height service line copper -Inlet- -Outlet- with SS insert and MIP plastic plug size connection bar tubing size Angle Ball Valve Angle Check Valve 5/8'x3/4" 18' D-3101412 w/ 1 Y• O D BA13-332 WSN HHCA31-323-TV w/SS Insert nse w/ CSB43 w/ CS B-43 3/4' 18' D-3/014-12 w/C7444 1Ye'O.D. BA13S32 WSN HHCA31-323-TV w/ SS Insert w/C5643 w/CS643 1' 18" D-31014-12 w/ C1444 1 Ye' O.D. BA31-444W HHCA31-444-N w/ SS Insert I w/ CSB-44 1' (PET) INSTALLATION NOTES: 1. Exact location of meter box assembly to be approved prior to installation. 2. Water service crossing street e Encase in 3' diameter SCH40 PVC or SDR21 pipe. The piping shall run from one foot beyond sidewalk, acro ss the street, to one foot beyond sidewalk. b) Install 12 gauge insulated copper wire (for line tracing) from corp. stop to into the meter box [wrapwire around Corp. stop, wire to be taped to top of PET at 10 foot intervals; come up into meter box and terminate level with angle ball valve]. 5/8"x3/4", 3/4" & 1" METER INSTALLATION (4 FOOT COVER) Revised Figure 5 Oct 03 VBHH77-15BHC-11-77 2" custom setter (meter by FCSA) cost in place access standard flat top door, centered in for 4' diameter top (see note 1) manhole varies 2' max. at property line finished (see note 2) grode 3' riser section for 4' roadway box- E diameter manhole ` with cutouts 2" type K copper tubing (no joints from main to curb stop) \-saddle with 2' min. corporation stop -water main solid support blocks under custom setter ball valve curb sto 6" stone bedding with FIP ends, witi• 2" gote valve operating nut NOTES: 1. Access door shall be by Halliday Products or our approved equal: 8" a) in non -traffic area - model no. S1R3030 b) in traffic area - model no. H1132424 2. Water service crossing street shall be encased in 6" dia. SCH40 PVC or SDR21 piping. The CUTOUT DETAIL L Pi in9 shall run from one foot beYand sidewalk, • (typical) across the street to one foot be t beyond yo sidewalk. 1 1 /2" and 2" METER INSTALLATION Figure 6 UJ UJ CD M WCQ O co CQ ­4 C\2 d' QN C* COCCC) ' cc Lf3 Z x -' C\2 0 U� W �� �C) W to U .--t R.tC ,--+ Tn (n rr Ilk Q) O Q) W V1 O U TUNG NIKI AD}IIKUSUMA9 No. 026715 76V IDNAL DATE: OCTOBER 2003 SCALE: N/A DESIGNED BY: NTA JOB NO. 3137H SHEET 8 OF 8