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HomeMy WebLinkAbout28-03 Allied Systems Corp. - Manufacturing Facility - Shawnee - BackfileGENERAL 1. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, LABOR, AND EQUIPMENT AND PERFORM ALL WORK INCLUDING RESTORATION OF THE COMPLETED INSTALLATION OF THE UTILITY SYSTEMS AND ALL OTHER IMPROVEMENTS SHOWN OR IMPLIED AS NECESSARY FOR THE COMPLETED FACILITY READY FOR USE. UNLESS OTHERWISE NOTED, SPECIFICATIONS FOR ALL WORK TO BE IN ACCORDANCE WITH APPLICABLE STANDARDS AND CONSTRUCTION SPECIFICATIONS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION, VIRGINIA DEPARTMENT OF HEALTH, FREDERICK COUNTY SANITATION AUTHORITY AND THE CONTRACT DOCUMENTS. 2. THE ENGINEER HAS ATTEMPTED TO LOCATE EXISTING SUBSURFACE UTILITIES, HOWEVER, SUCH MAY EXIST THAT ARE NOT SHOWN. THE CONTRACTOR SHALL EXERCISE CARE IN THIS WORK SO AS TO AVOID DAMAGE TO ANY UTILITIES. ANY DAMAGE SHALL BE THE CONTRACTOR'S RESPONSIBILITY. THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES 72 HOURS PRIOR TO CONSTRUCTION. CALL "MISS UTILITY" 1-800-257-7777. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION STAKEOUT. ALL DIMENSIONS, ELEVATIONS AND LOCATIONS SHALL BE VERIFIED IN THE FIELD BY EACH CONTRACTOR PRIOR TO BEGINNING THE WORK. THE ENGINEER WILL APPROVE ALL CUT SHEETS. 4. ANY UNUSUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING THE COURSE OF THE WORK SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND/OR THE OWNER. 5. CONTRACTOR TO OBTAIN, AT HIS EXPENSE, ALL PERMITS REQUIRED OF THIS WORK AND SHALL FAITHFULLY ADHERE TO THE PERMIT CONDITIONS IMPOSED. 6. ALL GRADING IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA. ANY WORK PERFORMED OFFSITE IS THE CONTRACTOR'S RESPONSIBILITY. 7. CUTSHEETS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO ORDERING STRUCTURES AND START OF CONSTRUCTION. ALL CUTSHEETS SHOULD SHOW EXISTING GROUND ELEVATIONS AT CENTERLINE OF UTILITY, STRUCTURE OR ROAD, AND OFFSET HUB ELEVATION. EROSION CONTROL 1. A LAND DISTURBANCE PERMIT WILL BE REQUIRED PRIOR TO INITIATING ANY SITE WORK. THIS PERMIT CAN BE OBTAINED FROM THE FREDERICK COUNTY PUBLIC WORKS DEPARTMENT. 2. TEMPORARY AND PERMANENT EROSION CONTROL STRUCTURES AND METHODS TO BE IN ACCORDANCE WITH THE VIRGINIA EROSION CONTROL GUIDELINES AND LOCAL ORDINANCES AND TO BE UTILIZED DURING THE CONSTRUCTION PERIOD. 3. ALL EROSION CONTROL STRUCTURES SHOWN OR AS REQUIRED DURING CONSTRUCTION SHALL BE CONTINUOUSLY MAINTAINED THROUGHOUT THE PERIOD IN WHICH AREAS ARE DENUDED. AREAS SHOWN TO BE SURFACED ARE TO HAVE STONE BASE INSTALLED AT THE EARLIEST POSSIBLE DATE AFTER ESTABLISHING GRADE. NO AREA IS TO REMAIN DENUDED FOR MORE THAN 7 CALENDAR DAYS WHEN CONSTRUCTION IS NOT IN PROGRESS. 4. CONTRACTOR TO CLEAN UP AND RESTORE DISTURBED AREAS IMMEDIATELY UPON COMPLETION OF PIPE -LAYING IN THE AFFECTED AREA. 5. ALL UNPAVED AREAS OF THE SITE WHICH ARE DISTURBED BY THIS CONSTRUCTION SHALL BE PROVIDED WITH 6" TOPSOIL, FERTILIZED, SEEDED, COMPACTED AND MULCHED. SEED BEDS TO BE WATERED AND CARED FOR AS NECESSARY TO PROVIDE A GOOD LAWN QUALITY GRASS COVER. AREAS NOT GRADED SHALL BE DISCED, LEVELED, AND SEEDED TO ACHIEVE LAWN CONDITIONS. DIAL k RGQ('° °C 1. BURNING OF LAND CLEARING DEBRIS REQUIRES A PERMIT FROM THE FIRE MARSHAL. BURNING OF CONSTRUCTION DEBRIS ON SITE IS PROHIBITED. 2. ACCESS FOR EMERGENCY VEHICLES MUST BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION. TEMPORARY STREET SIGNS AND ADDRESSES MUST BE POSTED AS CONSTRUCTION BEGINS. PARKED VEHICLES AND STAGING OF CONSTRUCTION MATERIALS ARE PROHIBITED WITHIN 20" OF FIRE HYDRANTS. FIRE HYDRANTS ARE NOT TO BE OBSTRUCTED AT ANY TIME. FREDERICK COUNTY SANITATION AUTHORITY 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND SHALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. THE CONTRACTOR SHALL COORDINATE WITH THIS AGENCY AND ARRANGE FOR INSPECTION BY THE SANITATION AUTHORITY AS NECESSARY. 2. EXACT LOCATIONS FOR SEWER AND WATER SERVICES TO BE DIRECTED BY THE FREDERICK COUNTY SANITATION AUTHORITY INSPECTOR IN THE FIELD. CONTRACTOR TO PROVIDE ASSISTANCE AS THE INSPECTOR MAY REQUIRE IN THIS EFFORT. ARCHITECTURAL DRAWINGS. 3. THE FCSA IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS. BEFORE A PERMANENT METER IS SET THEY WILL REQUIRE: 1) THE FRAME AND COVER BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR, 2) THE FRAME AND COVER BE SET TO FINAL GRADE OF THE LOT, 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND THE 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 CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX INSTALLED CORRECTLY. 4. 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 WITH CORPORATION STOP AND MAKING THE TAP. B) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE,18" LONG STUB PIECES, AND 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. C) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF EACH CONECTION. 5. WHEN AN EXISTING WATER MAIN/ IS TAPPED FOR THE INSTALLATION OF A NEW LINE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIAL TO MAKE THE TAP. B. THE DEVELOPER/CONTRACTOR MUST: (1) MAKE APPLICATION FOR THE TAP, (2) PAY DEPOSIT (BEFORE WORK BEGINS), (3) MAKE THE LOCATION OF THE TAP, (4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 6. FREDERICK COUNTY SANITATION AUTHORITY APPROVAL OF THIS SITE PLAN EXPIRES TWO (2) YEARS FROM DATE OF APPROVAL. 7. WATER LATERALS THAT CROSS THE STREET SHALL BE IN PVC PIPE. THE PIPE SHALL BE 2 INCH DIAMETER SDR-21 OR SCHEDULE 40. IT SHALL RUN ONE (1) FOOT BEYOND THE NEAR SIDE AND THE FAR SIDE OF THE SIDEWALK. 8. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. VIRGINIA DEPARTMENT OF TRANSPORTATION 1. 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 SEDIMENT CONTROL REGULATIONS AND ANY OTHER STATE, FEDERAL OR LOCAL REGULATIONS APPLICABLE. IN THE EVENT OF CONFLICT BETWEEN ANY OF THESE STANDARDS, SPECIFICATIONS OR PLANS, THE MOST STRINGENT SHALL GOVERN. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST U.S. DEPARTMENT OF LABOR OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION AND VOSH RULES & REGULATIONS. 3. WHEN WORKING ON VDOT RIGHT-OF-WAY, ALL TRAFFIC CONTROL, WHETHER PERMANENT OR TEMPORARY, SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF VDOT'S WORK AREA PROTECTION MANUAL. FURTHERMORE, ALL TRAFFIC CONTROL FLAGGERS MUST BE CERTIFIED IN ACCORDANCE WITH VDOT'S JANUARY 1994 (OR,LATEST EDITION OF) ROAD & BRIDGE SPECIFICATIONS, SECTION 104.04-C. 4. THE DEVELOPER SHALL BE RESPONSIBLE FOR RELOCATING, AT HIS EXPENSE, ANY AND ALL UTILITIES, INCLUDING TRAFFIC SIGNAL POLES, JUNCTION BOXES, CONTROLLERS, ETC. OWNED BY VDOT OR PRIVATE UTILITY COMPANY. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER TO LOCATE AND IDENTIFY UTILITY FACILITIES OR ITEMS WHICH MAY BE IN CONFLICT WITH THE PROPOSED CONSTRUCTION ACTIVITY. VDOT APPROVAL OF THESE PLANS DOES NOT RELIEVE THE DEVELOPER OF THIS RESPONSIBILITY. 5. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION, CONTROL AND SAFETY OF TRAFFIC MAY BE SUBJECT TO CHANGE OR DEEMED NECESSARY BY VDOT. ANY ADDITIONAL EXPENSE INCURRED AS A RESULT OF ANY FIELD REVISION WILL BE THE RESPONSIBILITY OF THE DEVELOPER. 6. PRIOR TO INITIATION OF WORK, CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY VDOT LAND USE PERMITS FOR ANY WORK ON VDOT RIGHT-OF-WAY. 7. IF REQUIRED BY THE LOCAL VDOT RESIDENCY OFFICE, A PRECONSTRUCTION CONFERENCE MUST BE ARRANGED AND HELD BY THE ENGINEER AND/OR DEVELOPER WITH THE ATTENDANCE OF THE CONTRACTOR, VARIOUS COUNTY AGENCIES, UTILITY COMPANIES AND VDOT PRIOR TO WORK. 8. CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY OFFICE WHEN WORK IS TO BEGIN OR CEASE FOR ANY UNDETERMINED LENGTH OF TIME. VDOT WILL ALSO REQUIRE 48 HOURS NOTICE FOR ANY INSPECTION. 9. THE CONTRACTOR WILL BE RESPONSIBLE FOR MAINTAINING ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT PUBLIC ROADWAY THROUGH CONSTRUCTION AND MAINTENANCE OF A CONSTRUCTION ENTRANCE IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK, SEC. 3.02. FURTHERMORE, ACCESS TO OTHER PROPERTIES AFFECTED BY THIS PROJECT SHALL BE CERTIFIED BY THE DEPARTMENT OF CONVERSATION AND RECREATION IN EROSION AND SEDIMENT CONTROL WHO SHALL INSPECT EROSION AND SILTATION CONTROL DEVICES AND MEASURES FOR PROPER INSTALLATION AND DEFICIENCIES IMMEDIATELY AFTER EACH RAINFALL, AT LEAST DAILY DURING PROLONGED RAINFALL, AND WEEKLY WHEN NO RAINFALL EVENT OCCURS. 10. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED AND MAINTAINED ON THE SITE DURING AND AT THE END OF CONSTRUCTION. 11. ALL WATER AND SEWER LINES WITHIN EXISTING OR PROPOSED VDOT RIGHT-OF-WAY ARE TO HAVE MINIMUM 36" COVER AND, WHEN POSSIBLE, TO BE INSTALLED UNDER ROADWAY DRAINAGE FACILITIES AT CONFLICT POINTS. 12. ANY USUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING THE COURSE OF CONSTRUCTION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND VDOT. WORK SHALL CEASE IN THAT VICINITY UNTIL ADEQUATE DESIGN CAN BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT. 13. ALL FILL AREAS, BORROW MATERIAL AND UNDERCUT AREAS SHALL BE INSPECTED AND APPROVED BY VDOT INSPECTOR PRIOR TO PLACEMENT OF FILL. WHERE CBR TESTING IS REQUIRED, A VDOT REPRESENTATIVE SHALL BE PRESENT TO ENSURE THE SAMPLE OBTAINED IS REPRESENTATIVE OF THE LOCATION. WHEN SOIL SAMPLES ARE SUBMITTED TO PRIVATE LABORATORIES FOR TESTING, THE SAMPLES SHALL BE CLEARLY IDENTIFIED AND LABELED AS BELONGING TO A PROJECT WHICH WILL BE ACCEPTED BY VDOT AND THAT TESTING SHALL BE CONDUCTED ACCORDING TO APPLICABLE VDOT STANDARDS. 14. ALL ROADWAY FILL, BASE, AND SUBSURFACE MATERIAL AND BACKFILL OF UTILITY/STORM SEWER TRENCHES SHALL BE COMPACTED IN 6- LIFTS TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE FOR THE FULL WIDTH OF ANY DEDICATED STREET RIGHT-OF-WAY. AT THE DIRECTION OF VDOT INSPECTOR DENSITY TESTS PERFORMED BY A QUALIFIED INDEPENDENT AGENCY SHALL BE CONDUCTED AS REQUIRED IN THE VDOT ROAD AND BRIDGE SPECIFICATIONS. A COPY OF ALL TESTS SHALL BE SUBMITTED TO VDOT PRIOR TO FINAL VDOT APPROVAL. 15. VDOT STANDARD CD AND UD UNDERDRAINS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND FURTHER WHERE DETERMINED NECESSARY BY VDOT INSPECTOR. 16. THE INSTALLATION OF ANY ENTRANCES AND MAILBOXES WITHIN ANY DEDICATED STREET RIGHT-OF-WAY SHALL MEET VDOT MINIMUM DESIGN STANDARDS AND IS THE DEVELOPER'S RESPONSIBILITY. 17. PRIOR TO ACCEPTANCE BY VDOT OF ANY STREETS, ANY REQUIRED STREET SIGNAGE AND/OR PAVEMENT MARKINGS MUST BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S DISCRETION, BY VDOT ON AN ACCOUNTS RECEIVABLE BASIS. STOP SIGNS SHALL BE THIRTY (30) INCHES TALL WITH HIGH INTENSITY SHEETING. THE BOTTOM OF THE SIGN SHALL BE SIX (6) FEET ABOVE THE EDGE OF PAVEMENT AND INSTALLED A MINIMUM OF FOUR (4) FEET FROM THE EDGE OF PAVEMENT. SIGN POSTS SHALL BE OF A TYPE FOUND ON VDOT'S APPROVED LIST. A COPY OF THIS LIST MAY BE OBTAINED FROM THE DISTRICT MATERIAL SECTION. CONTACT LOCAL VDOT RESIDENCY OFFICE WITH ANY QUESTIONS REGARDING SIGN MATERIAL AND PLACEMENT. 18. THE DEVELOPER MUST PROVIDE 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 PROVIDED TO THE LOCAL VDOT RESIDENCY OFFICE PRIOR TO ACCEPTANCE OF THE WORK. UNITA AND TOTAL PRICES MAY BE OBSCURED. 19. AGGREGATE BASES AND SUB -BASES SHALL BE PLACED ON THE SUB -GRADE BY MEANS OF A MECHANICAL SPREADER. DENSITY WILL BE DETERMINED USING THE DENSITY CONTROL STRIP AS SPECIFIED IN VDOT'S ROAD AND BRIDGE SPECIFICATIONS (SECTION 304) AND VTM-10. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. A CERTIFIED COPY OF THE TEST RESULTS SHALL BE PROVIDED TO THE RESIDENCY OFFICE. IN ADDITION TO CHECKING STORM DEPTHS, A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP. 20. ASPHALT CONCRETE PAVEMENT SHALL BE PLACED IN ACCORDANCE WITH THE LATEST EDITION OF VDOTS ROAD AND BRIDGE SPECIFICATIONS (SECTION 315). DENSITY WILL BE DETERMINED USING DENSITY CONTROL STRIP AS SPECIFIED IN SECTION 315 AND VTM-76. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. A CERTIFIED COPY OF THE TEST RESULTS SHALL BE PROVIDED TO THE RESIDENCY OFFICE. IN ADDITION TO CHECKING STORM DEPTHS, A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP. 21. APPROVAL OF THESE PLANS SHALL EXPIRE THREE (3) YEARS FOR THE DATE OF APPROVAL LETTER. 22. CG-12 CURB RAMPS (PERSONS WITH MOBILITY IMPAIRMENTS) SHOULD BE CONSTRUCTED AT LOCATIONS SHOWN ON THE PLAN SHEETS OF AS DIRECTED BY THE VDOT ENGINEER / INSPECTOR. WINCHESTER REGIONAL AIRPORT 1. ALL OUTDOOR LIGHTING SHOULD BE SHOEBOX TYPE TO PREVENT LIGHT POLLUTION TO APPROCHING AND DEPARTING AIRCRAFT. 2. TWENTY FOUR HOURS PRIOR TO ALL CRANE OPERATIONS COORDINATION MUST BE MADE WITH DAVID FOLEY, WINCHESTER AIRPORT OPERATIONS SUPERVISOR, IN ORDER TO ENSURE COORDINATION WITH THE DULLES APPROACH CENTER. 3. DUE TO THE PROXIMITY OF THE SITE WITHIN THE AIRPORT FLIGHT PATH OF THE AIRPORT, OUTSIDE BURINING SHOULD BE PROHIBITED IF POSSIBLE AND DEBRIS HAULED FROM SITE, SHOULD BURING TAKE PLACE, COORDINATION WITH AIRPORT OPERATIONS SUPERVISOR MUST BE MADE TWENTY-FOUR HOURS PRIOR IN ORDER TO ALLOW AMPLE TIME TO NOTIFY DULLES APPROACH CENTER. Yl* TEM ALLIED s ki -AL- T _dm_ C� MAIN PROP RTY 001,14 _w_1q all Awl ;�111HA"Et DISTRI(6*.��T _v""k FR D KICK COUNI Y, VIRGINIA VICINITY MAP GRAPHIC SCALE 2000 0 1000 2000 4000 ( IN FEET ) 1 inch = 2000ft. CONTACT "MISS UTILITY" AT . Lo ,111, 10i 80M PROJECT: ALLIED SYSTEMS MAIN PROPERTY FREDERICK COUNTY, V COU A OWNER/DEVELOPER: ALLIED SYSTEMS CORPORATION 1936 MILLWOOD PIKE WINCHESTER, VA 22602 TELEPHONE # 540-665-9600 ENGINEER/SURVEYOR: URBAN ENGINEERING & ASSOCIATES, INC. 600 PEGASUS COURT #101 WINCHESTER, VA 22602 TELEPHONE # 540-450-0211 ZONING: M-1 PIN # 64-A-80K PROPOSED USE: MANUFACTURING; FABRICATION OF HOUSE STRUCTURAL COMPONENTS CURRENT USE: VACANT WOODED LOT TOTAL ACREAGE = 7.15 ACRES TOTAL LOT AREA = 311,454 SQ.FT. PROPOSED INDUSTRIAL BUILDING GROUND FLOOR AREA = 40,000 SQ.FT.. TOTAL FLOOR AREA = 40,000 SQ.FT PROPOSED STORAGE BUILDING GROUND FLOOR AREA=11,000 SQ.FT. TOTAL FLOOR AREA=11,000 SQ.FT. SITE TOTAL GROUND FLOOR AREA = 51,000 SQ.FT. SITE TOTAL FLOOR AREA = 51,000 SQ.FT., F.A.R. = 51,100 / 311,454 F.A.R. = .164 LOT TO BE SERVED BY PUBLIC WATER AND SEWER. NO TITLE REPORT FURNISHED. SETBACK INFORMATION TABLE FRONT SIDE REAR REQUIRED 75' 25' 25' PROPOSED 75' 25' 25' ACTUAL 138' 26' 232' 0 N I N OU O � O o ~ f= a o o Cr W U o w r7�Mr7M�'`�M A r-Mn"OnN QO CR " n \\\\\C \ o N � p.o.j W N U o 0 U w � bJD �y v, c7 w � a a O � U SHEET INDEX ®®®®®®®® ® x 1. COVER SHEET : o �o n� 2. PLAN STATUS AND MISCELLANEOUS DETAILS s �Wcy It z 3. GRADING PLAN 6 o® 4. PLAN & PROFILE - Arbor Court ®`® 5. UTILITY PROFILES '®®00 6. UTILITY PROFILES 7. STORM SEWER PROFILES AND COMPUTATIONS 8. E&S PHASE 1 / DRAINAGE DIVIDES 9. EROSION & SEDIMENT CONTROL DETAILS & NARRATIVE 10. LANDSCAPE PLAN 11. POND DETAILS M 12. POND DETAILS UTILITY CONTACTS FREDERICK COUNTY SANITATION AUTHORITY � PO BOX 1877 Q WINCHESTER, VA 22604 �I (540) 868-1061 ADELPHIA CABLE W JERMAINE BROOKS 1039 N. FREDERICK PIKE H �; WINCHESTER, VA 22603 540-667-0364 ALLEGHENY POWER C) CHRIS STRECKY ® 1 U 3463 VALLEY PIKE �4 WINCHESTER, VA 22602 U 540-722-5859 VERIZON/D-TEL p� TERRY PERSONS 141 RAINVILLE ROAD PMB 116 WINCHESTER, VA 22602 540-868-9860 SHENANDOAH GAS DVOID C. REICHERT 350 HILLANDALE LANE WINCHESTER, VA 22602 (540) 868-7911 DATE )tea SITE PLAN' PPIiOVED II SHEET I OF 12 O x Cn PLAN STATUS 4 1?2 FT MIN. stone beat NOTES: 1. piping far drop to be sarne size as incoming sewer. 2. All pipe and fittings inside rranhoie to k scH 40. r----- existing ben0i elevation. 6" stone bedding FORCE MAIN MANHOLE CONNECTION 0.1 general backfill (see note) select backfill e note) s• i STANDARD NOTE: To be compacted to 95% of ASTM D698 maximum density. TRENCH & BEDDING SOILS LEGEND SYMBOL NAME HYDROLOGICAL GROUP 41 B WEIKERT C/D 41 C WEIKERT C/D 41 E WEIKERT C/D 9B CLEARBROOK D SOIL INFORMATION WAS TAKEN FROM THE "SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA" ISSUED JANUARY 1987 AND PROVIDED BY THE USDA. concrete thrust block 18" dia. concrete encasem en .� 3 BOLLARD DETAIL direction of setting to be approved prior to installation IT_ as required concrete pad 1'-6' sq. x 6' deep r 2' min. - 6" mans. 4' stone screw type I adjustable r stone to be milnimum I valve box of 6' above top of base locator marker stone r 1 ..meaehia� FIRE HYDRANT ASSEMBLY Figure 9 mechanical joint swivel tee with 6' branch 2" SM-2A SURFACE COURSE 4" BM-2 BASE COURSE 7 ➢ 8" SUBBASE VDOT STD. GR-21A COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) TYPICAL ACCESS AND LOADING AREA AREA PAVEMENT SECTION NOT TO SCALE 1.5" SM-2A SURFACE COURSE 2" BM-2 BASE COURSE fl 6" SUBBASE VDOT STD. GR-21A ` COMPACTED SUBGRADE ' (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) TYPICAL PARKING LOT PAVEMENT SECTION NOT TO SCALE METER SIZE METER BOX METER BOX COVER 5i8 O4' or 3W 16 in. Dia. Nan Traffic M32C•PW Traffic A32Hi - T 1" 24 in. Dia Non -Traffic MG30 (Frame) WITH RML-1-T�(TOZ�pUd) Traffic MC30 (Frame) VJ(T'H RML-12-T meter box top 6' painted blue and cover a 24' Meer Size Coppersetter 5ff x 3t4' A-C383541 w17 V Opening 3M' A-C3M-01 wl 7 V Opening 1' A-95319-M W1 10 V41! Opening 1' CTS poiyetlhyienu tubing (PET) 200 psi with SS inserts at ail connectims COPPERS meter h ak" service line bal to n d' size oonnectlan 518"04' 16' D-31014-12 wl 014-44 1 On. BA13.332 W-SN HHCA31-323-TV-SN w1 CSB-43 w1 CSD-43 wl SS Insert 314" 18' D-310114-12 1 Yo ` O Q aA W-SN HHCA31-323-N-SNd wl C14-44 wl CSB-43 wl CSB-43 wl SS Insert 1' 1 ON D-31011-1 1 Ye - O.D. BA31.444 W HHCA31.444-TV w1 CSB-04 w! SS Insert f[:�I INSTALLATION NOTES: 1. Exact location of meter box assembly to be approved prior to installation. 2. Water service crossing street a) Encase in T diarneter SCH40 PVC or SDR21 pipe. The piping shall run ham one foot beyond sidewralik, across the Street, to one foot beyond skWwwalk. b) Install 12 gauge insulated copper wire (Tor line tracing) from Corp. stop to into the meter box [wrap wire amnd Corp. strop; wire to be taped to top of PET at 10 foot intervals: come up into meter box and terminate level with angle ball valve). 5/9'X3/4", 3h4" & 1" METER INSTALLATION (4 FOOT COVER) 13.0' 12.5' 10.00' 1.00' 3.00 I I I I I I I I 0.759 T 300' 16, 00' 1.00' 5.55' I i 0.67 STORM STRUCTURE 13 ENDWALL DETAIL (ANY STRUCTURAL DESIGN REWQUIRED TO BE PREPARED BY OTHERS) 13.0' i 8' HIGH, BOARD ON BOARD FENCING TRASH ENCLOSURE DETAIL N.T.S NOTE: REFER TO SITE PLAN DRAWINGS FOR EXACT LOCATION OF TRASH ENCLOSURE. 0.67' 1.0 0' I----� 3.00' N.T.S (RADIUS TO BE AS i:t§ SHOWN ON PLANS) i r ST'D CC-12 —� 1 4' SIDEWALK I DATE I DESCRIPTION 6" DIA. PIPE FILLED W/ CONCRETE. PAINT W/ (1) COAT PRIMER AND AND (2) COATS ENAMEL TRAFFIC YELLOW FINISHED SURFACE CAST PIPE IN CONCRETE FOOTER xx STREET APPROACH SAME A" SURFACING AS MAINLINE ROADWAY C r (RADIUS TO BE AS SHOWN ON PLANS) d►RADUIL COMBI ON CURB AND GUT / ( ST'D. CG-6) r I� I Wix OPTIONAL. I rn FLOW LINE EXPANSION JOINT I °' A—Ja ---- NOTE: WIDTH "B° 2'-0" OR AS MAINLINE ROADWAY SHOWN ON TYPICAL SECTION. PLAN VIEW 7-07-03 FIRST SUBMISSION 7-29-03 SECOND SUBMISSION TO FCSA AND F.C. DEPT. OF PLANNING 8-13-03 THIRD SUBMISSION TO FCSA 8-22-03 RE -SUBMISSION TO ALL AGENCIES 11-12-03 SUBMISSION TO ZONING FOR SIGNATURE SETS CLASS A3 (H.E.S.) CONCRETE EXPANSION JOINT �r IS — b% . b..s•.•da. -- s — — — — SECTION C-C ® CONSTRUCT (MADE CHANGES WITH A PARABOLIC CURVE. WHEN THE ENTRANCE RADICANNOT ACCOMMODATE ® HEAVY 10' PARABOLIC CURVE THE TURNING REQUIREMENTS OF ANTICIPATED & CURB RAGS WITHIN TRAFF��fFE LIMITTHE STOFFEWALK THE OR RDADI SHOULD BE EDGE OF SHOULDER OR B X MAX. D INCREASED TO 7"OPTIONALOPTION FLOW LIE LOPE ®. --- p WHEN ST'D. CG-11 IS USED FOR ENTRANCES BUILT MAMAINLINE ROADWAY ---- _ —------------------- IN CONJUNCTION WITH VDOT PROJECTS, PLEASE 6 % MAX. -- D NOTE THE FOLLOWING SLOPE ChIAMGE — — D *`,K MAINLINE PAVEMENT SHALL BE CONSTRUCTED 5' MIN. 40' MN. FOR STREET TO THE R/W LINE (EXCEPT ANY SUBGRADE FOR MAINLINE O' DESIRABLE FOR COMMERCI P VEMMENNT WHITION CH BE OMITTED ENTRANCE THE ENTRANCE.) SECTION A — A RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED GUIDELINES FOR GRADE CHANGE D BEYOND THE R/W LIE EXCEPT FOR REPLACEMENT PURPOSES. WHEN USED IN CONJUNCTION WITH STANDARD CG-3 OR CG-7, THE CURB FACE ON THIS ENTRANCE VOLUME DESIRABLE MAXWN STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. HIGH (MORE THAN 1500 VPD) 0 X 3 X RIY'E DESIGN MEDIUM (500-1500 VPD) .53 X 6 X TOO BE USED WITH-11�OST�AI2 LOW (LESS THAN 500 VPD) 5 6 X 6 % )K PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW LIE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS THE ENTRANCE. OPTIONAL FLOWLIE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PRECLUDE POINDING OF WATER. REFERENCE METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS 502 AND COMMERC AL. ENTRANCES VIRGM DEPARTMENT OF TRANSPORTATION 203.04 f-1.00' 0,75' V ' 0.50' STORM STRUCTURE 10 ENDWALL DETAIL (ANY STRUCTURAL DESIGN REWQUIRED TO BE PREPARED BY OTHERS) PARKING TABULATIONS N0. OF EMPLOYEES = 50 PARKING SPACES PER EMPLOYEE = 4/5 TOTAL N0. OF REQUIRED SPACES = 38 TOTAL N0. OF PROVIDED SPACES = 59 N0. OF HANDICAP SPACES = 2 LOADING SPACE TABULATIONS TOTAL FLOOR AREA = 51, 000 SQ. FT. NO. OF LOADING SPACES REQUIRED = 2 NO. OF LOADING SPACES PROVIDED = 4 IIIIIIIZ w r7r7rnnto 7r7 0 0 0 0(D 0 0 Q (�O�r7NOr'`)N C) CN n - - a I` I\ 00 co (D a !00 It IL I L V im, r ZIL O� o VC_� W i 29� o� a: x co N z. ♦� W V. AV � Z i A ; /000 ��111� M O O N Q � � oi 4 r U Cn • �' a w o Q W 4 Q SHEET 2 OF 12 PP-2003 8 INJ CD ! + - I ::D z \\ o f (31 p - u F- [--+ O v 00 v COo Vq T I CIO m Q- oo w >- STq E CR o 0 L_Q OR O � \� ti� i i __ _�� f= i f Q o O I I� t� - ��- _ cci m o T J i CClL- QL i d • •I,.._._. __a---"^._. �% _._.^-.__-__. ....._._�.___.._.._._...._. -.,._____.-...-_.,� 1�...,�� --_; 1 - ic..•-i i� z �^- �."'� z jj J r 1 Q) I /� V �� \ n- _ O _ J o • f I o Lo CD ad�H��/\0 li / - — — od _ — N19°1.2'08"V�L 316.E7 I� - -- - - - J � �- 0 00 --- — Q'I O NI 6 CQ N I Q CD o II !� :r 80l\ O Ln w Z � Q �- I ------- La 9BACK LI'a _ Q E. oICIO _ I. �.. ____- \ I N �u 1 \ m O O w Q / . OOOOO O CD _21-I, LLJ Lf �. .. Q — a p - --fi01 O I o r t ,n \ = Op W ~ cn (n ~ a / \- ! CD ICD >< O w \ o �� I W \ _. I- / o A�.� W I� N r) O J (I1 / w , ICt-I O / \ _l C/� Q \ > \ I > W II ` . 11 I` (Y_ ol (Z) z �. }- (� W 1 \ 1Uo 0 z; O z o oo, z ¢ > o c� o o Q cr I o o� 04 O __. g o OO \. i- \ � I-O H�o O Z o I +m U Z\ O O \CD I O �.:X 1 �v 1 � , w o / 00 �7 CDCY_ F- Q �� CL I \ cry o U' 1 -- Q _ O cu tom) v _ _ F z� \ O f w Lr� n : U� p I I zall b :: o GRINDER 1 �� M P j oa O o -� P U / C� 1— 1 0 x O C�7 w � ` a\ a U ._ 00 I � oo cn I.w. \ \ I O N - I, i . W W� LLCis Z N19120 U W 1RE. I N" �, o �; Q, — c� 8 W m O I-�LU! N �. - >> O 1\1 �J z z v� ; O 4 HU P E 2 4 �� r% , E t o Q b w �? I �� % o .r SANI`�AF�Y L�ATERAI�, 0o 00 G 440# I � � �, , 1 � � w� wf � 6 SD �1 � �� �- \ ° I— - co v' S PT CONC= S W x 5 CONC S/W I ti �Cc�NCLEAN \ Lf� oo 0 fW- 00 0 ` \ ,� c �-� - --d �, \ \ Z 5 z Viz: �6" GATEAL E \ I 1 o I_N � . f-- 1„ WATItR METER �; c , pgo �• m I o I �� ., r� , V '.,` I I 4 CD I l \ : \ 00 � v, � ►-- --_ — ; - � o y Q --- w o - \ a f-- w � Q W \ O\ 1 - DO j R' \ Q -, Cn W z C1 µ'me O Q _ CL o l� Y - p) . A O CD Ln N CD O L 00\ 0 - �zo'�'�\ ,, �Q� o _Q `; LEGEND: a �, I ,r I Q U C-) C) Q H - N, _9b C� � I-- O CD,, r� Q _ C? ,Q, r : , � w II = o c� a_ O cn I- /^J 1 N -- -.--.0 � � (O�) --�.. i..C� Qp 0 CL \, _ � - �� �- :.- _:. � � - o ......., PROPOSED STORM DRAIN fL�j - " /mil LL CD O O- O v I I O \ \\- - 11 `/ �® CD L� �• c� �- _ �_ h N I p0 _ O I_,_ '�\ Q = U _—, _� EXISTING STORM DRAIN / / ^o fi O O p - -- - EXISTING CONTOUR Q cn \ C� O Li-� O Q ki Z :f _ - CONTOUR - � � ;- "LLJ - / - ` � _ � _ PROPOSED cr l� �-- O Q Z Z I =-� (n �- EXISTING SANITARY SEWER E• I n O ff: 2Q' d ! --i / : 6�' \ I \ FMPROPOSED SANITARY FORCEMAIN U ~ '. co / - 1 © I ,\. Cl� W ��- \\ "CL ---__ ___ EXISTING WATER LINE w - W , , . L O O �/ ,' 8" W L PROPOSED WATER LINE H , \ \ �= O !�C. I GAS PROPOSED GAS LINE O Q 'L o O EXISTING TREE LINE o \ % / PROPOSED LIMITS OF OLOCCG-2CLEARING & GRADINGl N N I , U WATER METER CROCK IF . \ '" a / y - PROPOSED FIRE HYDRANTRIPRAP v ,. Aso _ —' H -��- fi+ I � O C � 1 5,� �� � `�-v--.-,•�— �� - C�j STOP SIGN ' \ CL _�_ — — .} c C� -- ACCESS AND LOADING AREA PAVEMENT - � 9 M«gO�Z �•6 �N �! DETAIL SHEET 2 I � � �1 -. __ •_ _.__... _` \ ` � e -r..w _ �--� -- SECTION (SEE DE L ) I 00 L F— u- Q- E >, — - % z I N a - --� — ` _ ___ ` --_ - — h /J O -- - --- --9 --- PARKING T PAVEMENT SEC o �7� � Q � LO - _ (SEE DETAIL SHEET 2)CD l O t \ \\ GRAVEL SECTION (8" MIN w. 9 CD I / A \ _ . O \ - COMPACTED STONE 21-A W CQ ( )) m_ - -------- I J o \ I I \ ► GRAPHIC SCALE SHEET I I I �Y1 I 30 \ 0 15 30 60 120 � OF co \ 12 / E ( IN FEET ) 1 inch _ 30 ft. PP- ZOOSg 12" RCP SPECIAL DESIGN CONCRETE SLAB END TREATMENT 1.00' . \ N \ , 7 1.33' F a WELDED WIRE FABRIC 1.50' (6x6,W2.9xW2.9) 4. 0.50' --I �-- NOTES: ALL CONCRETE TO BE CLASS A-3 IN ACCORDANCE WITH SECTION 217 OF THE CURRENT SPECIFICATIONS. HOOK BOLTS 18" C.C. WILL BE REQUIRED IF STRUCTURE IS ON A SKEW MORE THAN 150. THE REIFORCEMENT IS TO BE IN ACCORDANCE WITH SECTION 223 OF THE CURRENT SPECIFICATIONS AND SHALL BE PLACED IN ACCORDANCE WITH SECTION 406. HOOK BOLT MATERIAL SHALL MEET THE CURRENT ASTM A-307. BOLTS SHALL BE GALVANIZED TO MEET THE CURRENT ASTM A-153. FOR CONCRETE, B-50 WHERE CONTACT IS MADE BETWEEN PIPE AND HOOK BOLTS. HOOK BOLTS HEX BOLTS THREADS FOR BOLTS AND NUTS AMERICAN STANDARD COURSE THREAD SERIES CLASS 2 FIT. APPROXIMATE DIMENSIONS FOR HOOK BOLTS concrel O.D. :elect backfi0 note) 2 O.D. CONCRETE ARCH NOTE-: E I.ENID 2 hSI ()If ISOt EDGE OF SIr1RN11 PIPES STORM CULVERT COMPUTATIONS From Point — To Point Drainage Area C Factor C x A Inlet Time Min. Rain Fall In/Hr uno Q C.F.S. Invert Elevation Length FT. Slope % Dia. IN. Capacity Q C.F.S. VEL. F.P.S. Flow Time MIN. Increment Cumm. Upper Em Lower I End 21 20 0.4 0.5 0.20 0.20 5.00 7.27 11.45 102.88 102.61 53.10 0.50% 12 2.53 3.33 0.27 ARBOR COURT STORM CULVERT INN 60' RIGHT OF WAY CG-6 15' 15' (TYP) 1 /4"y r -may 1/4- SEE TYPICAL PAVEMENT SECTION BELOW 60' RIGHT OF WAY 4' 15' 15' 4' GRAVEL GRAVEL 1 /4" 1 M SHOULDER SHOULDER 1 /4„ —I' MIN D-4 TYP TYPICAL ARBOR COURT STREET SECTION WITH CURB AND GUTTER NOT TO SCALE _ INV &,"9 -s nn+F; IF - - SEE TYPICAL PAVEMENT UD-4 TYP SECTION BELOW TYPICAL ARBOR COURT STREET SECTION WITH SHOULDER NOT TO SCALE ARBOR COURT 60' ROW 25 MPH DESIGN SPEED sol— — ExlsTlr�c� r_Pnv«i 2• SM-12.5A SURFACE COURSE 4' BM-25.0 BASE COURSE 8' SUBBASE VDOT STD. GR-21B OMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 6. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. PVMTSECT TYPICAL ARBOR COURT PAVEMENT SECTION NOT TO SCALE CONCRETE A CH REQ'D /ON WATERMA N/F HARRY HILL TRUSTEE FOR A CIS HILL TRU D8. 967, PG. 217 J � TM. 64—((A))-801 ZONE* M1 USE. -WAREHOUSE +12bva'S' NSCTION � Al C��dC i IocM n \\ i O r d M N co N M O Cn r- h Od od 0i O C-i "i M st to Lri ui ui t0 g W5 CA M C" M O O O O O O1Cq O O O O O O O ------------�—-------� - ------ ----- --� -------� NI --- ---- ---- N - N `! N - -- 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 t N 23+00 vEX. C'c. _v i / Ilr _._NIE-- - w NVL D. KOVACH qt THERESA KOVACH I DB. 849, "PG ,1479 T.M. 64—((A)) 8990t___ ZONE MV O N I N ti 0 0 � Z Q Q o � W U 0 o W C) O 0 W F" r�r'�Mr�r7r`�M 000ooO0 Q rmr7NOMN QO N .-- (N n'- ,� I�nooaorn�� a � o 0 o Con Q �00 .,..., z > C) 0 00 Qn W � M o C!� U z x w a o 0 • ,__) bA p a O W z z 0 z ct QQQ O U /00 %Oi N CV M co• EASEMENT LEGEND o o CQ SS DENOTES COMMON SHARED EASEMENT F' �; w `� N Z A z \ �: DENOTES PUBLIC ACCESS EASEMENT 5 i d DENOTES INGRESS —EGRESS EASEMENT Z a SI DENOTES SIGHT DISTANCE EASEMENT '00000# ee4 41,`` SD DENOTES STORM DRAIN EASEMENT SS DENOTES SANITARY SEWER EASEMENT 10' WIDE UNLESS OTHERWISE NOTED DENOTES WATER MAIN EASEMENT T�i ----- 1 10' WIDE UNLESS OTHERWISE NOTED _E IEEE � LEGEND EXISTING EASEMENT DENOTES COMMON DENOTES INGRESS —EGRESS EASEMENT �■�■� ���fi) DENOTES PUBLIC ACCESS EASEMENT DENOTES SIGHT DISTANCE EASEMENT (,SD,) DENOTES STORM DRAIN EASEMENT �■�■�ii� �■�■���� �■�■1�■Q���11 6EY DENOTES ���-. •r�■�I■■ 1 WIDE UNLESS OTHERWISE NOTED DENOTES WATER MAIN EASEMENT 10' WIDE UNLESS OTHERWISE NOTED PROPOSED CURB PROPOSED ROLL •1 MEMOS PROPOSED HANDICAP RAMP PRE —BLAST FOR FUTURE UTILITIES WATER METER STREET LIGHT ■�)♦�--�STREET SIGN STOP SIGN _�■� SHEET OF ��m� _ —,-PROPOSED 1RAIE`, 12 1 11 1 'PP-20031 II N:ZE ww Q v o Z) 00 ` Qr W ' X N GAS L- -21 FIRE Sl "- 5' COr CLEAN OUT ' GATE VALVE ATER METER SIAMESE CONNECTION 'IF. lab FIRE HYDRANT 'IPA, A 1 51M�� isa- silo S3t1�y■IGi�IF��� �11�1■IW �1�11�� MIME 15" HDPE i' N 15 HDPE �, WATER�INIE a V'�• S rq r cI� l�wRrH f am L Q O Z H r7r7Mr7r7r'�� O O O O O O O A I�Or'7N"�N ON�NM0��r a 0 n N ' g 00 00 a x > �y M U W 00 .� p O o ao z 0 .s W Q S U ,, EASEMENT LEGEND Z'r. 04, � o a -� S> DENOTES COMMON SHARED EASEMENT DENOTES PUBLIC ACCESS EASEMENT q10 DENOTES INGRESS -EGRESS EASEMENT H ( DENOTES SIGHT DISTANCE EASEMENT > Q Q) DENOTES STORM DRAIN EASEMENT DENOTES STORM DRAIN EASEMENT] E�-- W/CONSTANT WIDTH=X', .� U WHERE X=10,15,20 OR 24 FBI <SS> DENOTES SANITARY SEWER EASEMENT w> DENOTES WATER MAIN EASEMENT W H C� G Q� u SIGHT TRIANGLE W U z PROPOSED CURB a ~ PROPOSED CC-12 LQS LINE OF SIGHT WATER METER x a U - � STREET SIGN � -� SIGNS STOP SIGN SHEET A NO PARKING PRIVATE DRIVE LEGEND 5 OF FIRE LANE "A" 12 © © FIRE LANE "B" FIRE LANE "C" SOP GRADE PP-2003 8 GRINDER PUMP DETAIL GRADE MUST SLOPE AWAY FROM STATION • S.S. HARDWARE LD ASSEMBLE - PLACES) ;IKA TAPE FIELD LOCATE - DETAIL, FIELD JOINT SEE INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS BALLAST REQUIREMENTS A CONCRETE ANCHOR IS REQUIRED ON ALL MODEL 2014-129 STATIONS SPECIFIC CONCRETE DIMENSIONS ARE REQUIRED TO ACHIEVE NECESSARY BALLAST EFFECT SEE INSTALLATION INSTRUCTIONS FOR BALLAST DETAILS kLLAST FAINRING NT �� NSF CD RING f: !OMMET IV PIPE 4RD) FIELD JOINT REQUIRED 2 0 FOR MODELS N® BAFFLE 2014-129 �@ 2014-160 WATER TIGHT LID, FRP ACCESS WAY VENT DUAL WALL, CORRUGATED STRAIN RELIEF CORD HDPE ACCESSWAY CONNECTOR POWER & ALARM CABLE 12-6 W/GND INTERNAL WELL VENT ELECTRICAL QUICK DISCONNECT 2.0" DIA. NEMA 6P (EQD) CORE CONTROL COMPARTMENT BREATHER INLET, GROMMET DISCHARGE 1 1/4" FPT TO ACCEPT 4.50' O.D. (304 S.S.) PVC PIPE (STANDARD). DUST COVER SUPPLIED 0 QUICK DISCONNECT ASSY. FOR SHIPMENT (NOT (304 S.S.) SUITABLE FOR BURIAL) S.S. CAST BALL VALVE 1 1/4" DISCHARGE LINE (304 S.S.) 42.8in 1087mm CHECK VALVE DI7m (GLASS FILLED PVC) ALARM 34.Oin ANTI -SIPHON VALVE 864mm (GLASS FILLED PVC) 28.5in 724mm ON 10* OFF 401 LL* 20.5in 521 mm 16.5in 420mm 74 g 280L* HDPE TANK 58 gal* 1/2' NOMINAL WALL THICKNESS 220 L* 150 GALLON CAPACITY EACH SIDE OF BAFFLE. * CAPACITY VALUES ARE FOR EACH SIDE �L NSF 1cp OF BAFFLE. SEMI -POSITIVE DISPLACEMENT TYPE PUMP EACH DIRECTLY DRIVEN BY A 1 HP MOTOR CAPABLE OF DELIVERING 9 gpm AT 138' T.D.H. (34 Ipm AT 42m T.D.H.) BALLAST REQUIREMENTS A CONCRETE ANCHOR IS REQUIRED ON ALL OUTDOOR MODEL 2014 STATIONS SPECIFIC CONCRETE DIMENSIONS ARE REQUIRED TO ACHIEVE NECESSARY BALLAST EFFECT SEE INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS • r . • •rw •a la+fa—� ♦a.f� '�* �#ib*#'i•.. __ 'ice#af��i� r u ##!##fir 1�' ►+) .##f!#�f #laa.- � #aafat 51 rrrrrrrrw +fa#i♦ aaf♦#+#•e one / • !'BALLAST IKIFORMATION 2012 SERIES PUMP SPECIFICATIONS THERE WILL BE TWO PUMPS FOR A DUPLEX CONDITION EACH PUMP HAS THE FOLLOWING CHARACTERISTICS 1 HP 1725 RPM 240V 60 HZ (SINGLE PHASE) 15 GAL/MIN 138' HEAD BALLAST CALCULATIONS GP Model Wet Well Volume cu. Ft. Fnet— Buoyant Ib Station Weight Ib Fballast Ib Volume Concrete cu. ft. Weight Concrete n Air Ib 2014-93 22 902.8 470 2787.4 6.1 1 915 2014-129 22 1 86-3.8 1 509 1 5174.4 1 6.1 1 915 2014-1601 22 1 833.8 1 539 1 7253.4 1 6.1 1 915 10+00 I� O O Zt � �Q 'zF, CD � "O zO zZ N :Z a- Q LLj Q 5 ® °O CyX W � ofCn � CZ � J n< J SANITARY FORCEMAIN "N L- -21 FIRE SUPPL y CLEAN OUT 5" GATE VALVE WATER METER i i i SANITARY LATERAL S 12 T E NOR TN - _- -- EASEMENT LEGEND CS DENOTES COMMON SHARED EASEMENT DENOTES PUBLIC ACCESS EASEMENT IE DENOTES INGRESS -EGRESS EASEMENT DENOTES SIGHT DISTANCE EASEMENT DENOTES STORM DRAIN EASEMENT q)DENOTES STORM DRAIN EASEMENT --W/CONSTANT WIDTH=X , WHERE X=10,15,20 OR 24 SS DENOTES SANITARY SEWER EASEMENT DENOTES WATER MAIN EASEMENT o - j LEGEND EXISTING EASEMENT �S> DENOTES COMMON SHARED EASEMENT DENOTES PUBLIC ACCESS EASEMENT ;IE;> DENOTES INGRESS -EGRESS EASEMENT ID DENOTES SIGHT DISTANCE EASEMENT <SD> DENOTES STORM DRAIN EASEMENT DENOTES STORM DRAIN EASEMENT ��-- W/CONSTANT WIDTH=X', WHERE X=10,15,20 OR 24 DENOTES SANITARY SEWER EASEMENT DENOTES WATER MAIN EASEMENT IV — —i — - - - I IF NVf-.VIX?kIJL 71SIGHT LEGEND: TRIANGLE PROPOSED CURB PROPOSED CG-12 1700 VPD PROJECTED TRAFFIC COUNT ' � -- Q — w LQS LINE OF SIGHT WATER METER A STREET SIGN NO PARKING PRIVATE DRIVE PROP.ME STOP SIGN FIRE LANE "A" -..,-EX. GRADE @ FIRE LANE 'B' GRADE ���mEa [: �' QQQQQQQ Q r'mn NO�N QN.2N�� a 0 O •� o0 OQ1 0 C� W 7 y cn x Wz x w � U � Q o • U cn E- O U cJ " w 0 o . bib z C/] O Z Q U , 00i �` U� ' O � O ix �2 O d: P4 N z i QZ \ �o AV r A TA �o= M O O N a W C'� > a II O I I x W U SHEET 6 OF 12 PP-2003 8 STORM SEWER DESIGN COMPUTATIONS From Point To Point Drainage Area C Factor C x A Inlet Time Min. Rain Fall In/Hr Runoff Q C.F.S. Invert Elevation Length FT. Slope % Dia. IN. Capacity Q C.F.S. VEL. F.P.S. Flow Time MIN. Increment Cumm. Upper End Lower End 5 4 1.90 0.85 1.62 1.62 5.00 6.79 10.97 94.11 93.61 100.00 0.50% 24 16.04 5.50 0.30 4 3 0.62 0.85 0.53 2.14 5.00 6.79 14.54 93.36 92.61 100.00 0.75% 24 19.64 6.84 0.24 3 2 0.43 0.85 0.37 2.51 5.00 6.79 17.03 92.36 87.29 168.77 3.00% 24 39.29 12.06 0.23 2 1 0.00 0.85 1 0.00 3.37 5.00 6.79 22.91 87.04 86.29 37.61 2.00% 24 32.08 11.10 0.06 8 7 0.67 0.85 0.57 0.57 5.00 6.79 3.87 94.46 93.70 76.30 1.00% 15 6.48 5.51 0.23 7 6 0.35 0.85 0.30 0.87 5.00 6.79 5.89 93.45 89.95 250.00 1.40% 15 7.66 6.89 0.61 6 2 0.00 0.85 0.00M5.00 5.00 6.79 5.89 89.70 88.04 150.59 1.10% 15 6.79 6.23 0.40 13 12 8.92 0.85 7.585.00 6.79 51.48 90.44 85.35 301.69 1.69% 36 86.94 12.82 0.39 12 11 0.00 0.85 0.005.00 6.79 51.48 85.10 82.26 141.93 2.00% 36 94.58 13.66 0.17 11 10 0.00 0.85 0.00 1 6.79 51.48 1 82.01 78.34 142.12 1 2.58% 36 107.42 15.04 1 0.16 NOTE: PIPE CAPACITIES FOR SEWER SYSTEM TRANSMITTING OFFSITE STORM WATER (STR. 10 - STR 13) WAS CALCULATED USING THE FOLLOWING PARAMETERS: 1) MAXIMUM CAPACITY OF EXISTING 30" PIPES AT 0.8% (26.6 CFS). 2) MAXIMUM CAPACITY OF EXISTING 18" PIPES AT 0.7% (8.18 CFS). 3) DRAINAGE AREA OF 2.9 AC 4) 100-YR STORM EVENT INTENSITY (7.71 IN/HR). F" 00000�o Q I�d�r7NO�N 2 a Nn� r- 0 z STORM SEWER INLET COMPUTATIONS '4 Lt U `� `~ w N �, Q C7 0 o w H o v V w aawo C/S Cn in. o INLET Q Q Q S Sx T W I W/T I Sw JSvv/SxJ Eo I a I S'vv I Se I Lt I P I L/Lt J d I E I h I Q I d/H I Qb T - ------ -- - - r W m m 0 2.5Ln 0 z G m D n x D n x D Z m z cn Z ;cl D X X O m O --i D G� C � m C7 O Cn o7 r O m m D m n m i- m Z - Z n O m (n m 0 D > D O CLA P RAP ___ __._-'-----_.___ i -7 -- _ i ._-_____ _._____ _._ _. ..__ ______.. _ _.._____.i___. _.__ ____ ____-__ _-.-_._ _�u_____. _ _.-_...-- -_-.-_.._.__ __ _____�______. ___.._.. __._._..._... --___.______._ _.___._.-- --.______ _._ ___, __ ____-___ _..__._ -- �.___.._.__ - _ . __.�_._ ___.-- _-- _. --' i 3 DI-7 0.43 0.85 0.37 0.37 5.47 2.00 0.00 2.00 6.5 0.22 4 DI-7 0.62 0.85 0.53 0.53 5.47 2.88 0.001 2.88 6.5 0.28 --- }-- _UJ ----___...._ LAJ-- ----. --- _.-. _ -- --- - -- -- --------- 5 DI-7 1.90 0.85 1.62 1.62 5.47 8.83 0.00 8.83 6.5 0.59 cn i cn _J - LAJ 8 DI-3C 6 0.40 0.85 0.34 0.34 4.00 1.36 1.36 0.01 0.03 5.53 1.5 0.085 2.83 1 9.60 0.23 0.46 0.51 7.77 __ _ w conr 0.27 0.85 0.23 0.23 4.00 0.92 0.00 0.92 4.59 _._,___ _.__.-._ _.__.___ w __ . -- ___-__ .__.^..__,.. _.____..- -------_-.-- -.- _-._._..______ ____.__-- .--.._-.__. __._...__._.__-_.. __ .__._.. r_ - 7 DI-7 0.35 0.85 0.30 0.30 5.47 1.63 0.00 1.63 6.5 0.19 LEGEND--- o Adequate Outfall Narrative Offsite runoff is collected into a closed conduit system via an endwall structure and conveyed though the site to the outfall channel and pre -development flow is maintained (51.48 cfs for 10-yr storm event) . At the outfall structure, flow velocity is diffused with 20 feet of class II rip -rap. Onsite runoff is collected into a separate closed conduit system through inlet structures and conveyed to the storm water management pond. Flow from the pond enters the outflow channel through a riser structure and pipe. Pre -development flow for a 10-yr storm event is maintained (9.92 cfs). The velocity of flow entering the outfall channel is diffused with 12 feet of class II rip -rap. Additional flow into the channel comes from the off -site storm water management pond on the adjacent property designed by Bowman Consulting Group. Information received from BCG indicates that the flow from the pond is approximately 39.2 cfs for a 10-yr storm event. The total flow in the outfall channel from the three point sources and overland flow (2 cfs) is 102.5 cfs. A cross section at the property line shows a flow velocity of 3.0 fps at a depth of 2.74 feet at a slope of 0.50%. Therefore the flow is completely contained within the channel at the property line as shown on the cross section report below, and the velocity is such that erosion is minimized. Immediately downstream of the property line, the channel opens up to a wide flat area which makes up the upper reaches of a farm pond. CROSS SECTION A -A' 79.00 v:10.0 N H:1 NTS 77.00 ,. K 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 PROP. GRADE @ � PIPE _--EX. GRADE @ (L PIPE V _. L i 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 / `��i a ` U '10 o � : � a: W.�:O �za�Al VP1%TAY1, : SHEET 7 OF 12 w a U 10+00 10+50 11 +00 11 +50 12+00 12+50 13+00 13+50 14+00 14+50 10+00 10+50 11 +00 11 +50 12+00 12+50 13+00 13+50 14+00 14+50 PP-20038 �rJ LJ X `� ~ m EROSION AND SEDIMENT N 0 4- 00 U O �. w > CONTROL LEGEND o U-) 00 i �I rLLJ� \ .• R\`_—,--I F�cu sI r i i� z_m _o cfl _ TEMPORARY STONE -r I o 3.02II CONSTRUCTION C�l m v �ENTRANCE ---------- C) 93.08 CULVERT NLET PROTECTION r H�I\ 6.E Z08 31\ CE CI o — a tiZ �cr IrTl 707- - II - I 3.18 OUTLET PROTECTION OP 'O \.. .. �Jo _ a d. z \ ROCK CHECK cD K DAM J L—_ C 6CZ o J , u - oCD v I - .. \., \ \-17 I 3.05 i \ SILT FENCE SF LLB /�.- _-----'00 L O / O Q) Q �cl:�� O -a� ---- 9 \1 I I II I Idi J 4 r 1, ,XI C i I1 \ D A. S Tq TE cRlp N�RTN GRAPHIC SCALE 15 30 60 ( IN FEET ) 1 inch = 30 ft 120 �*1tlpr♦♦♦♦/ 00 O 9 co � :x 82 ♦E- ♦ �i N Zs o O: Z� Ar 5 z~: a ♦ ���♦ SHEET 8 OF 12 PP-2003 8 I992 EROSION & SEDIMENT CONTROL NARRATIVE 5:1 EXISTING PAVEMENT MOUNTABLE BERM (OPTIONAL) 10' MIN. EXISTING PAVEMENT 10' MIN. 3" MIN. - 3" MIN. SILT FENCE CULVERT INLET PR O TE C TION ENDWALl ---------- .. - ---- TOE OF FILL -, CUVERT 1 1 �jI I 1 I i 1 1 + L TOE OF FLL SILT FENCE - * DISTANCE IS 8' MINIMUM IF FLOW IS TOWARD EMBANKMENT L FLOW OPTIONAL STONE ( O-4111BIATATION -LOw _ K VDOT #3, #357 OR #5 COARSE AGGREGATE To REPLACE SILT FENCE IN " HORSESHOF " WHEN HIGH VELWAIT CW FLOW 15 DCPECTED ISource: .Adapted from VDOT Standard I RIPRAP Plate 3.08-1 STONE CONSTRUCTION ENTRANCE FILTER CLOTH EXISTING GROUND 70' MIN. r- WASH RACK z N 10' MIN VDOT #1 B I -POSITIVE DRAINAGE COURSE AGGREGATE TO SEDIMENT * MUST EXTEND FULL WIDTH TRAPPING DEVICE OF INGRESS AND EGRESS PLAN VIEW OPERATION 12' MIN. FILTER CLOTH -� SECTION A -A 6' - 7„ REINFORCED CONCRETE -f `- DRAIN SPACE SECTION B-B Plate 3.02-1 ROCK CHECK DAM 2 ACRES OR LESS OF DRAINAGE AREA: FILTER CLOTH (OPTIONAL) (DOWNSTREAM VIEW) 3' 2-10 ACRES OR LESS OF DRAINAGE AREA: FILTER CLOTH `q (OPTIONAL) VDOT #1 (COURSE AGGREGATE) FLOW _ (DOWNSTREAM VIEW) 3' LASS I RIPRAP CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 44' 2. STAPLE WIRE FENCING TO THE POSES TRENCH UPS'LOPE ALONG THE LINE OF POSTS. Plate 3.20-1 PIPE OUTLET CONDITIONS A ., A 'IPE OUTLET TO FLAT ,REA WITH NO DEFINED :HANNEL L a o% �� d SECTION A -A FIVER CLOTH KEY IN 6"-9•; RECOMMENDED FOR ENTIRE PERIMETER 3d o (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL 3. ATTACH THE FILTER FABRIC TO THE MIME FENCE AND EXTEND IT NdTO THE TRENCH - d SECTION A -A SPECIAL APPLICATION 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 = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Plate 3.18-1 4. BACKFILL AND COMPACT THE EXCAVATED SOIL fL01I ERI045IUN OF FAHIi[K�: MU WIKt WIU IML IKLM.M FILTER FABRIC Plate 3.05-1 TRAP ID TOTAL DRAINAGE AREA STORAGE REQUIRED STORAGE PROVIDED WET STORAGE DRY STORAGE DEPTH AREA VOLUME VOLUME EXCAVATED D2 A2 V2 REQ'D DEPTH BERM HEIGHT (H) TOP BERM WIDTH RISER(Hr)/ OUTLET(Ho) HEIGHT BOTTOM ELEVATION WET STORAGE ELEVATION DRY STORAGE ELEVATION TOP OF BERM ELEVATION SIDE SLOPES OUTLET TYPE PIPE INV. IN. PIPE INV. OUT WEIR PIPE LENGTH DEPTH D1 AREA Al VOLUME V1 VOLUME REQ'D (Acres) (cu.ft.) (cu. ft.) (ft.) sq. ft. (cu. ft.) (cu. ft.) (ft.) sq. ft. (cu. ft.) (cu. ft.) (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) ST1 1 2.65 9588 1 10399 2.00 2900 1 4930 4794 1.75 3350 1 5469 1 4794 2.00 1 2.75 1 3.00 1 1:75 84.00 86.00 87.75 88.75 1:1 PIPE 86.00 84.00 1 25 V1 = 0.85 x D1 x Al V2=[(A1 + A2)/2] x D2 NOTES: 1. TOTAL DRAINAGE AREA IS USED TO DETERMINE THE STORAGE VOLUME REQUIRED. TOTAL DRAINAGE AREAS LESS THAN ONE ACRE ARE ALLOWED TO USE GRAVEL OUTLET STRUCTURES. TOTAL DRAINAGE AREAS FROM ONE TO THREE ACRES ARE TO USE RISER PIPE OUTLET STRUCTURES. 2. THE REQUIRED STORAGE VOLUME IS BASED UPON 134 CU. YD. PER ACRE (OR 3618 CU. FT. PER ACRE) 3. TOTAL DRAINAGE AREA (IN ACRES) IS USED TO DESIGN THE OUTLET STRUCTURE OF THE TRAP. 4. CONSTRUCTION OF SEDIMENT TRAPS SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK. PROJECT DESCRIPTION The purpose of this project is to construct an indistrial site for Allied Systems. The site is located in the Swawnee District of Frederick County, Virginia. Approximately 7.15 acres will be disturbed for this project. EXISTING SITE CONDITIONS The proposed site consists of slopes ranging from 2 to 25%. The site is primarily wooded. ? is currently a gravel surfaced road. ADJACENT PROPERTY The site is surrounded by land in industrial use and farm use. No disturbance of any off -site areas will be required for this project. SOILS (See Status Sheet) EROSION AND SEDIMENT CONTROL MEASURES Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall be constructed and maintained according to minimum standards and specification of the handbook. The minimum standards of the VESCR shall be adhered to unless otherwise waived or approved by a variance. No disturbed area shall be denuded for more than seven (7) days, except for that portion of the site in which work will be continuous beyond seven (7) days. All Temporary Diversions, Silt Trapping Structures, Silt Fence and other perimeter controls as indicated on the plans, shall be placed in conjunction with clearing and prior to rough grading. CONSTRUCTION SEQUENCING 1. Construction shall be sequenced so that grading operations can begin and end as quickly as possible. 2. Install the Temporary Gravel Construction Entrance. 3. Install Silt Fence around perimeter. 4. Install Culvert Inlet Protection and Outlet protection for existing 24" CMP along Arbor Court. 5. Install check damn downstream of existing 24" CMP. 6. Install Culvert Inlet Protection for existing 18" CMP along Arbor Court. 7. Construct Diversion Dikes, Temporary Sediment Basin, and Pond # (to serve as sediment basin). 8. Provide temporary seeding and mulching to all earthen perimeter controls immediately following grading. 9. Install proposed storm sewer pipe, structures 11 and 12; extend halfway to structures 10 and 13. 10. Install Culvert Inlet Protection and Outlet Protection at proposed culvert inlets after installation. 11. Clear remaining site, in phases necessary to stage construction. Begin rough grading. 12. Start re -vegetation as areas are brought to grade or stand idle for more than fourteen (14) days. 13. Stabilize the remainder of the disturbed area with permanent seeding. 14. When the site work is completed, remove all structural practices and apply permanent seeding to all disturbed areas. PERMANENT STABILIZATION All areas disturbed by construction shall be stabilized with permanent seeding immediately following finished grading. Seeding shall be done with Kentucky 31 Tall Fescue according to Std. & Spec. 3.32, Permanent Seeding, of the handbook. Permanent seeded areas shall be protected during establishment with straw mulch. MAINTENANCE All measures are to be inspected daily by the site superintendent. Any damaged controls shall be repaired and/or replaced by the close of the day. No controls are to be removed without the approval of the site inspector. The contractor shall be responsible for any damage or penalties caused by his failure to comply with the erosion and sediment control program or the direction of the site inspector. The design engineer shall be notified of any changes to this program.o 1. The check dam will be checked regularly for sediment and cleaned when necessary. 2. The gravel outlets will be checked regularly for sediment buildup, which will prevent drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or replaced. 3. The silt fence barrier will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches halfway to the top of the barrier. 4. The seeded area will be checked regularly to ensure that a good stand is maintained. Area should be fertilized and reseeded as needed. STRUCTURAL PRACTICES 1. Silt Fence Barrier - 3.05 A temporary barrier consisting of a synthetic filter fabric stretched across and attached to supporting posts and entrenched. 2. Temporary Construction Entrance - 3.02 A gravel pad located at points of vehicular ingress and egress on a construction site to reduce the mud transported onto public roads and other paved areas. 3. Rock Check Dam - 3.20 Small temporary stone dams constructed across a swale or drainage ditch to reduce the velocity of concentrated flows, reducing erosion of the swale or ditch. Limited to use in small open channels which drain 10 acres or less; should not be used in live streams. 4. Culvert Inlet Protection - 3.08 A sediment filter located at the inlet to storm sewer culverts which prevents sediment from entering, accumulating in and being transferred by the culvert. It also provides erosion control at culverts during the phase of a project where elevations and drainage patterns are changing, causing original control measures to be ineffective. 5.Outlet Protection - 3.18 The installation of paved and/or rip -rap channel sections and/or stilling basins below storm drain outlets to reduce erosion from scouring at outlets and to reduce flow velocities before stormwater enters receiving channels below these outlets. VEGETATIVE PRACTICES 1. Permanent Seeding - 3.32 Establishment of perennial vegetative cover by planting seed on rough grading areas that will not be brought to final grade for a year or more or where permanent, long lived vegetative cover is needed on fine grading areas. 2. Temporary Seeding - 3.31 All denuded areas, which will be left dormant for extended periods of time, shall be seeded with fast germinating temporary vegetation immediately following grading. Selection of the seed mixture will depend on the time of year it is applied. 3. Erosion Control Blanket - 3.36 or Mulch - 3.35 Erosion control blankets will be installed over fill slopes, which have been brought to final grade and have been seeded to protect the slopes from rill and gully erosion and to allow seed to germinate properly. Mulch (straw or fiber) will be used on relatively flat areas and will be applied as a second step in the seeding operation. Q 0 L ror-) oo0ooO0 Q r cnt-ocVOPON Z O N- N M Z d \\\0y�\y� ,\To\ a � o g ~ W N >Con 04 Q ['ram A i� o � ZN • > U a o O o w w E- o CZ U En � z w w p., � a g v M O 0 N a h a UE....� ✓� � �OQ� ^�T�. r. w C) ^ W H � � �U cV II 0rA rn Q U O W w SHEET 9 OF 12 PP-2003 8 r- U-i ':g 0000 (Lo' >- cn >< CD _71 �::" CD LANDSCAPING CALCULATIONS: L Q) cr) a- L C-5 X TOTAL IMPERVIOUS AREA 227,266 AC c al C) c_ NO. OF TREES FIRST 100,000 SQ.FT. 50 (1 PER 2000 SQ.FT.) c" co )o C114 NO OF ADDITIONAL TREES 25 (1 PER 5000 SQ.FT.) a L0 Q) Zs oo o o m TOTAL NO. OF PERIMETER TREES REQUIRED 75 Ld 0 8 vy 316. 0 �F n F, X, Ic c_3 LL_ 7a NO. OF INTERIOR TREES REQUIRED 6 (1 PER 10 PARKING SPACES) 20 L LQ_L -4- - R /0% - 01:: L 46 5% OF PARKING LOT AREA 1181 SQ.FT. 'X uo . - PARKING LOT LANDSCAPE AREA 1197 FT. Z Q X TOTAL NO. OF TREES PROVIDED 100 6 .Lj '7 < c::S V LANDSCAPED AREA 67,329 SQ. FT. rD n n ro N, F,17 i 6LCD C) o. ;�u CD C) N� - <�-., -, \ -- :. :.... ::. - \\ ': - �..j..._,- � � -.- -}--_. _ , - � CD >< .\ . r ► SITE LANDSCAPED7% k,/, " :�2 N C4 CD % WOODLANDS DISTRUBED 100% o' CD jl) CD, Q)� c 7". H 1_4 Plant List CIA > c) cn Z do ud Fl. z tL/) I I L_ i i \ IV .. 1, :� fol . Z,/ U r I- �� => 41, —c) > Li I A AY TER N 00 00 �7— SIGNAGE NOTES: 4& LiJ ONE FREE-STANDING BUSINESS SIGN TO BE LOCATED NEAR THE 5' ��ONU `/W) r 0_4 ENTRANCE (AS SHOWN ) AT A MINIMUM OF 10' FROM THE RIGHT OF WAY. �NV �H rKrv� 6 SD Lij C)C/) x 5' CONC S TW 0' UT SIGN HAS YET TO BE DESIGNED BUT MUST CONFORM TO THE FOLLOWING C''EAN 00 STANDARDS: %11 00 CD 5. 0' pe C) E ALVE� A) SHALL NOT EXCEED FIVE FEET IN HEIGHT. co CO ° % ` - ; ` �. o \ % - i, \`, .. I � x !� a \ 6 GAT 1 WAR MTER T� B) SHALL NOT EXCEED 100 SQ. FT. IN AREA.a. N C) PERMIT TO BE OBTAINED PRIOR TO CONSTRUCTION 6 Ap z NyIL 0 OUTDOOR LIGHTING NOTES C* 1\17 u co , \ OUTDOOR LIGHTING TO BE PROVIDED ON BOTH BUILDINGS, FROM DUSK ------ 00 )o L J, TO DAWN, FOR SECURITY PURPOSES. DETAILS TO BE PROVIDED ON -A L.J ILL - 1L' X. 5�1 -A BUILDING ELECTRICAL DRAWINGS. _(_j 0 1 *' 1) I/ C) A CD ENVIRONMENTAL FEATURES NOTES LLJ 7 c?, I I �§\ T. L I C) V THE SITE IS PARTIALLY WOODED WITH YOUNG -GROWTH TREES AND _j C) _7 C UNDERGROWTH. NO FLOODPLAINS OR STEEP SLOPES ARE PRESENT ON LLj k,3 L X _j THE SITE\ ° A \ tw (Z f 1-2, C, > 77"': . . ......... ... P.-I CIA r / � i 03 C/D ;>1 (D u Ln T_ 7� % 0 "o- ooiK LL_ AN" v II W999 M1990,Z L6 LN LL -D r 6 �p ------ - ----- 97 Q�� \\ I G _T ------------- Q-) Vq, s _ Q) --_j 00 � Q:) LIJ CQ Q� ('p o G-3 ]did "PI, 'xj N C/) GRAPHIC SCALE 30 0 15 30 60 120 SHEET icy l 10 OF _9' 96 IN FEET I inch = 30 ft. 12 —4- 7L R = 7, PP-20038 PRE DEVELOPMENT POND NARRATIVE THIS STORMWATER MANAGEMENT FACILITY IS INTENDED TO PROVIDE QUANTITY CONTROL FOR THIS SITE. OFFSITE DRAINAGE HAS BEEN CONVEYED THROUGH A BY PASS PIPE FROM ONE SIDE OF THE SITE TO THE OTHER. THEREFORE, THIS POND HAS BEEN DESIGNED TO HANDLE THE RUNOFF FOR ONLY THIS SITE. PRE AND POST DEVELOPMENT AREAS WERE DEVELOPED FOR THIS POND UTILIZING THE GRADING SHOWN IN THIS PLAN. TIME OF CONCENTRATION AND RUNOFF COEFFICIENTS WERE BY A COMBINATION OF SITE INSPECTION AND ENGINEERING JUDGMENT. THE BASIC DESIGN OF THE POND IS A BARREL AND RISER STRUCTURE WITH AN EMERGENCY SPILLWAY LOCATED IN CUT. DUE THE DRAINAGE AREA SIZE FOR THIS POND, A RATIONAL METHOD WAS USED TO COMPUTE PEAK OUTFLOW. THE 2, 10, AND 25 YEAR STORM EVENTS ARE CONTROLLED AND DISCHARGED BELOW PREDEVELOPMENT RATES. COMPUTATIONS FOR THE 100 YEAR STORM ARE INCLUDED TO SHOW THE FACILITY DOES NOT OVERTOP FOR THIS EVENT. 2 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O cfs Elevation ft Storage cf 0 0.00 10.56 0 0.00 80.00 0 2.5 10.56 21.12 5.092 10.56 2.73 81.10 587 5 21.12 20.09 28.189 36.77 4.29 82.68 2436 7.5 20.09 19.07 58.995 69.40 5.20 83.93 4815 10 19.07 16.59 86.743 98.15 5.71 84.73 6934 12.5 16.59 14.11 110.294 122.40 6.05 85.32 8726 15 14.11 12.36 128.424 140.99 6.28 85.74 10103 17.5 12.36 10.62 141.997 154.90 6.45 86.04 11134 20 10.62 9.58 151.885 164.98 6.55 86.23 11882 22.5 9.58 8.54 158.850 172.08 6.62 86.36 12410 25 8.54 7.84 163.640 176.97 6.66 86.45 12773 27.5 7.84 7.14 166.633 180.02 6.69 86.50 12999 30 35 7.14 6.16 6.65 5.71 168.202 167.976 181.62 181.39 6.71 6.71 86.53 86.53 13118 13101 37.5 5.71 5.27 166.467 179.85 6.69 86.50 12987 40 5.27 4.98 164.112 177.45 6.67 86.46 12808 42.5 4.98 4.69 161.080 174.36 6.64 86.40 12579 45 4.69 4.40 157.540 170.75 6.60 86.33 12311 47.5 4.40 4.12 153.505 166.63 6.56 86.26 12005 50 4.12 3.93 148.987 162.02 6.52 86.17 11663 52.5 3.93 3.74 144.091 157.03 6.47 86.08 11292 55 3.74 3.54 138.926 151.76 6.42 85.98 10901 57.5 3.54 3.33 133.507 146.20 6.35 85.85 10489 60 3.33 3.20 127.826 140.38 6.28 85.72 10058 62.5 3.20 3.06 121.956 134.36 6.20 85.59 9612 65 3.06 2.92 115.966 128.21 6.12 85.45 9157 67.5 2.92 2.79 109.859 121.95 6.05 85.31 8693 70 2.79 2.65 103.639 115.57 5.97 85.17 8220 72.5 2.65 2.51 97.308 109.08 5.89 85.03 7739 75 2.51 2.36 90.917 102.47 5.78 84.85 7252 77.5 2.36 2.21 84.466 95.80 5.67 84.67 6760 80 2.21 2.08 77.941 89.04 5.55 84.48 6262 82.5 2.08 1.94 71.360 82.23 5.43 84.30 5760 85 1.94 1.80 64.739 75.37 5.32 84.11 5254 87.5 1.80 1.67 58.123 68.48 5.18 83.90 4748 90 1.67 1.53 51.574 61.59 5.01 83.66 4244 92.5 1.53 1.39 45.089 54.77 4.84 83.42 3745 95 1.39 1.26 38.663 48.01 4.67 83.18 3250 97.5 1.26 1.12 32.348 41.31 4.48 82.92 2762 100 1.12 0.98 26.322 34.73 4.20 82.58 2289 102.5 0.98 0.85 20.559 28.43 3.93 82.25 1837 105 0.85 0.70 15.303 22.39 3.54 81.87 1414 107.5 0.70 0.55 10.518 16.85 3.16 81.51 1026 110 0.55 0.41 6.129 11.76 2.82 81.18 671 112.5 0.41 0.27 2.943 7.08 2.07 80.79 376 115 0.27 0.14 1.506 3.63 1.06 80.40 192 117.5 0.14 0.00 0.796 1.92 0.56 80.21 102 L. 120 0.00 0.00 0.387 0.9,31 0.27 80.10 49 cn U U 25.00 20.00 15.00 1 11 5.00 r 11 INFLOW -OUTFLOW HYDROGRAPH 2 YEAR I - I I r I I 1 I I I j I I I � i I I � 0 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - - INFLOW OUTFLOW Subarea Designation and Description "C" Acres 2-Year Runoff (cfs) 10-Year Runoff (cfs) 25-Year Runoff (cfs) 100-Year Runoff (cfs) On -Site 0.40 5.50 = 7.96 10.80 12.68 15.39 Off -Site 0.00 0.00 = 0.00 0.00 0.00 0.00 Total 0.40 5.50 = 7.96 10.80 12.68 15.39 POST DEVELOPMENT Subarea Designation and Description "C" Acres 2-Year Runoff (cfs) 10-Year Runoff (cfs) 25-Year Runoff (cfs) 100-Year Runoff (cfs) On -Site 0.85 6.20 = 19.07 25.87 30.38 36.87 Off -Site 0.00 0.00 = 0.001 0.00 0.00 0.00 Total 0.85 1 6.20 1=1 19.071 25.87 30.38 36.87 10 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O cfs Elevation ft Storage Cf 0 0.00 13.86 0 0.00 80.00 0 2.5 13.86 27.72 7.940 13.86 2.96 81.32 817 5 27.72 26.46 40.095 49.52 4.71 83.23 3361 7.5 26.46 25.20 82.998 94.28 5.64 84.63 6648 10 25.20 22.07 122.256 134.66 6.20 85.60 9634 12.5 22.07 18.93 156.344 169.53 6.59 86.31 12220 15 18.93 16.57 183.405 197.34 6.97 86.82 14278 17.5 16.57 14.22 202.867 218.91 8.02 87.18 15817 20 14.22 12.83 215.864 233.66 8.90 87.40 16857 22.5 12.83 11.44 224.015 242.91 9.45 87.53 17510 25 11.44 10.50 228.745 248.28 9.77 87.61 17888 27.5 10.50 9.56 230.858 250.68 9.91 87.65 18058 32.5 8.86 8.17 229.808 249.48 9.84 87.63 17973 35 8.17 7.61 227.482 246.84 9.68 87.59 17787 37.5 7.61 7.05 224.331 243.27 9.47 87.54 17535 40 7.05 6.62 220.567 239.00 9.21 87.48 17234 42.5 6.62 6.20 216.379 234.24 8.93 87.40 16898 45 6.20 5.84 211.935 229.20 8.63 87.33 16542 47.5 5.84 5.48 207.328 223.97 8.32 87.25 16174 50 5.48 5.22 202.642 218.65 8.01 87.17 15799 52.5 5.22 4.96 197.969 213.35 7.69 87.09 15424 55 4.96 4.71 193.387 208.15 7.38 87.02 15058 57.5 4.71 4.46 188.710 203.06 7.17 86.93 14691 60 4.46 4.28 183.909 197.88 6.99 86.83 14317 62.5 4.28 4.09 179.019 192.65 6.81 86.74 13937 65 4.09 3.92 173.860 187.39 6.76 86.64 13547 67.5 3.92 3.74 168.446 181.87 6.71 86.54 13137 70 3.74 3.54 162.791 176.10 6.65 86.43 12708 72.5 3.54 3.34 156.877 170.07 6.60 86.32 12260 75 3.34 3.15 150.684 163.76 6.54 86.20 11791 77.5 3.15 2.97 144.232 157.18 6.47 86.08 11303 80 2.97 2.79 137.554 150.35 6.40 85.95 10797 82.5 2.79 2.62 130,691 143.32 6.31 85.79 10275 85 2.62 2.43 123.657 136.10 6.22 85.63 9741 87.5 2.43 2.25 116.445 128.70 6.13 85.46 9193 90 2.25 2.05 109.051 121.12 6.04 85.30 8631 92.5 2.05 1.85 101.466 113.34 5.94 85.12 8055 95 1.85 1.67 93.702 105.36 5.83 84.93 7465 97.5 1.67 1.49 85.839 97.22 5.69 84.71 6865 100 1.49 1.31 77.903 89.00 5.55 84.48 6259 102.5 1.31 1.12 69.887 80.70 5.41 84.26 5647 105 1.12 0.94 61.786 72.32 5.27 84.03 5029 107.5 0.94 0.75 53.717 63.85 5.06 83.74 4409 110 0.75 0.56 45.693 55.41 4.86 83.44 3791 112.5 0.56 0.37 37.706 47.01 4.65 83.15 3177 115 0.37 0.19 29.900 38.64 4.37 82.78 2570 117.5 0.19 0.00 22.415 30.46 4.02 82.36 1983 120 0.00 0.00 15.482 22.60 3.56 81.88 1428 35.00 30.00 25.00 20.00 C3 15.00 1 11 5.00 1 11 INFLOW -OUTFLOW HYDROGRAPH 10 YEAR 1 I I I I El 1�1 I� I 0 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - -INFLOW OUTFLOW 25 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O Cfs Elevation ft Storage cf 0 0.00 15.65 0 0.00 80.00 0 2.5 15.65 31.30 9.485 15.65 3.08 81.43 943 5 31.30 30.31 46.670 56.43 4.88 83.48 3866 7.5 30.31 29.32 96.527 108.28 5.88 85.01 7680 10 29.32 25.78 143.225 156.15 6.46 86.06 11227 12.5 25.78 22.25 184.317 198.32 7.00 86.84 14349 15 22.25 19.43 214.708 232.35 8.82 87.38 16765 17.5 19.43 16.61 235.887 256.38 10.25 87.73 18460 20 16.61 15.02 249.076 271.92 11.42 87.96 19537 22.5 15.02 13.44 256.563 280.71 12.07 88.08 20148 25 13.44 12.35 260.256 285.03 12.39 88.13 20448 30 11.25 10.45 259.992 284.72 12.36 88.13 20427 32.5 10.45 9.64 257.401 281.69 12.14 88.09 20216 35 9.64 9.04 253.815 277.49 11.84 88.04 19924 37.5 9.04 8.44 249.567 272.50 11.47 87.97 19578 40 8.44 7.97 244.955 267.05 11.05 87.89 19200 42.5 7.97 7.50 240.145 261.37 10.61 87.81 18807 45 7.50 7.12 235,214 255.62 10.20 87.72 18406 47.5 7.12 6.74 230.118 249.84 9.86 87.64 17998 50 6.74 6.44 224.956 243.98 9.51 87.55 17585 52.5 6.44 6.14 219.809 238.14 9.16 87.46 17173 55 6.14 5.89 214,750 232.39 8.82 87.38 16768 57.5 5.89 5.63 209.803 226.78 8.49 87.29 16372 60 5.63 5.39 204.991 221.32 8.16 87.21 15987 62.5 5.39 5.15 200,314 216.01 7.85 87.13 15612 65 5.15 4.93 195.774 210.86 7.54 87.06 15249 67.5 4.93 4.71 191.308 205.86 7.27 86.98 14894 70 4.71 4.47 186.750 200.94 7.10 86.89 14539 72.5 4.47 4.23 182.094 195.93 6.92 86.80 14176 751 4.23 3.98 177,202 190.79 6.80 86.70 13800 77.5 3.98 3.74 171,928 185.42 6.74 86.60 13400 80 3.74 3.51 166.269 179.65 6.69 86.50 12972 82.5 3.51 3.29 160.258 173.52 6.63 86.38 12517 85 3.29 3.05 153.925 167.06 6.57 86.26 12037 87.5 3.05 2.81 147.263 160.27 6.50 86.14 11532 90 2.81 2.58 140.263 153.13 6.43 86.01 11002 92.5 2.58 2.34 132.971 145.65 6.34 85.84 10448 951 2.34 2.12 125.398 137.89 6.24 85.67 9873 97.5 2.12 1.89 117.564 129.85 6.14 85.49 9278 100 1.89 1.65 109.490 121.57 6.04 85.31 8665 102.5 1.65 1.42 101.169 113.04 5.93 85.12 8033 105 1.42 1.17 92.624 104.24 5.81 84.90 7382 107.5 1.17 0.92 83.900 95.21 5.66 84.65 6717 110 0.92 0.70 74.994 85.99 5.50 84.40 6037 112.5 0.70 0.48 65.936 76.61 5.34 84.14 5346 115 0.48 0.24 56.820 67.11 5.15 83.85 4647 117.5 0.24 0.00 47.714 57.53 4.91 83.52 3947 120 0.00 0.00 38.606 47.95 4.67 83.181 3246 35.00 30.00 25.00 20.00 cn U_ C3 15.00 1 11 5.00 Wei INFLOW -OUTFLOW HYDROGRAPH 25 YEAR Ili Ili I Ill � I Ill I Ill Ill Jill IIiIIII Ill i Ill Ill 1 � I I ` I I I I ( I 1 I I 0 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - -INFLOW OUTFLOW PRE-DEVELOPMET INTENSITY POST-DEVELOPMET INTENSITY tc= 13.00 min. tc= 7.00 min. I (2-year)= 3.62 in/hr I (2-year)= 4.72 in/hr 1 (10-year)= 4.91 in/hr I (10-year)= 6.23 in/hr 1 (25-year)= 5.77 in/hr I (25-year)= 7.21 in/hr 1 (100-year)= 7.00 in/hr I (100-year)= 8.74 in/hr 100 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O Cfs Elevation ft Storage Cf 0 0.00 18.60 0 0.00 80.00 0 2.5 18.60 37.20 12.031 18.60 3.28 81.62 1149 5 37.20 36.38 57.508 67.83 5.16 83.88 4700 7.5 36.38 35.56 118.769 131.09 6.16 85.52 9370 10 35.56 31.44 177.112 190.70 6.80 86.70 13793 12.5 31.44 27.32 225.066 244.10 9.52 87.55 17594 15 27.32 23.78 259.220 283.82 12.30 88.12 20364 17.5 23.78 20.24 281.693 310.31 14.31 88.45 22200 20 20.24 16.51 18.37 15.14 290.469 291.082 325.71 326.98 17.62 17.95 88.62 88.63 23107 23177 25 27.5 15.14 13.77 289.025 322.73 16.85 88.59 22941 30 13.77 12.85 286.706 317.93 15.61 88.54 22674 32.5 12.85 11.94 284.236 313.33 14.55 88.49 22409 35 11.94 11.28 280.605 309.03 14.21 88.44 22111 37.5 11.28 10.63 276.214 303.82 13.80 88.37 21751 40 10.63 10.10 271.404 298.12 13.36 88.30 21357 42.5 10.10 9.57 266.323 292.13 12.90 88.22 20942 45 9.57 9.13 261.078 285.99 12.46 88.15 20515 47.5 9.13 8.69 255.769 279.78 12.00 88.07 20083 50 8.69 8.37 250.490 273.59 11.55 87.99 19653 52.51 8.37 8.05 245.378 267.55 11.09 87.90 19235 55 8.05 7.76 240.504 261.80 10.65 87.81 18836 57.5 7.76 7.47 235.824 256.31 10.24 87.73 18455 60 7.47 7.16 231.195 251.06 9.93 87.66 18084 62.5 7.16 6.85 226.588 245.83 9.62 87.58 17716 65 6.85 6.54 221,978 240.60 9.31 87.50 17347 67.5 6.54 6.22 217.366 235.36 9.00 87.42 16977 70 6.22 5.93 212.753 230.13 8.69 87.34 16608 72.5 5.93 5.63 208.151 224.90 8.38 87.27 16240 75 5.63 5.31 203.572 219.71 8.07 87.19 15873 77.5 5.31 4.99 198.993 214.51 7.76 87.11 15506 80 4.99 4.67 194.390 209.29 7.45 87.03 15138 82.5 4.67 4.36 189.630 204.05 7.21 86.94 14763 85 4.36 4.05 184.635 198.66 7.01 86.85 14374 87.5 4.05 3.74 179,409 193.05 6.82 86.75 13967 90 3.74 3.42 173.672 187.19 6.76 86.64 13532 92.5 3.42 3.11 167.432 180.83 6.70 86.52 13060 95 3.11 2.80 160.700 173.97 6.63 86.39 12550 97.5 2.80 2.49 153.486 166.61 6.56 86.26 12004 100 2.49 2.19 145.798 158.77 6.49 86.11 11421 102.5 2.19 1.89 137.674 150.48 6.40 85.95 10806 105 1.89 1.57 129.173 141.76 6.29 85.75 10160 107.5 1.57 1.25 120.280 132.64 6.18 85.55 9484 110 1.25 0.94 110,981 123.10 6.06 85.34 8778 112.5 0.94 0.62 101.294 113.17 5.94 85.12 8042 115 0.62 0.31 91.285 102.86 5.78 84.86 7280 117.5 0.31 0.00 81.013 92.22 5.60 84.57 6496 1201 0.00 0.00 70.487 81.33 5.42 84.27 5693 45.00 :i1�lIli K1�'�IIIi 30.00 25.00 U U 20.00 15.00 1 11 5.00 1 11 INFLOW -OUTFLOW HYDROGRAPH 100 YEAR ! - -L 11111 111111 1 1 1 1 1 1 1 Ill lill I 0 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - -INFLOW OUTFLOW Q 0 6 z W r7r7Mr7r7r`�� 0000000 Q I,o-)incgCD ` C4 a r- r- cOoorn�� a 1:3 o 0 ~ W N " > Cn � o ,� > > N o U a o O o x ;�1-4+ E- o CA U w 4� o � w z W � W a c� U� o .� clin w �� o U Q �w0 p..,, U SHEET 11 OF 12 PP-2003 8 M 0 0 N 1 91 U U op U w Q -- ? ' C n CD LANDSCAPING CALCULATIONS: Z a �Cr)�'��v �zo-=z 00I .,.� TOTAL IMPERVIOUS AREA = 170,340 SQ.FT. O U W I 'ram T _ _ ...cC m oo • co 60 Q NO. OF TREES FIRST 100,000 SQ.FT. = 50 ( PER 2000 SQ.FT.) ^z O m Q OJ, CDII II w o -- 85. _ 'Q�l � ' NO OF ADDITIONAL TREES - 15 ( PER 5000 SQ ) __ � � _... N� 912 OS ��z l� Cj (�/ N o o- i-` iir l i rr �l 1� 1� TOTAL NO. OF PERIMETER TREES REQUIRED - 6 o w o v "�� �_ g !i l ,mil, l ili 1/i Q 5 O �� ° u rti i „ru��llr � � W i � ,I.. � I , � ,�. � ', � � ;, 316.67 _ � ,lr rl ,r l!i � r r!r ,iTl, i r1 /,�r1r,� ��r rri 1 ;r „r �r /!l��r Q o zo . , �.�,�:I�� � � : � N191208 W �. ii, i ,r , J l��rl rT ��ri� Tl� rrt 1�/ 1�/ r�ii �ii � o W c> 1= m W ,y \ r r -ul,�lr,17r!�ir W ti /,, \,, i ►�I FEET,rl , it ii rl r ✓� l, l, l� l r/i ih,l� `// T /1 111 O \ /r \ iir rT„�r� �11 f iT 'rT T y ' r; rr lr rT r ! r Tit �r i �rri ! 7 //`,ri�iTl!li �rl; rii �r rT�r / , ,/ „ l , ! lr,/Tli , ,�l r ,, _ Q m Z ti � rr 1, r r i! i r/ 1, u! i r l! il, ,�!, r, � u lr, l il,i� ,lll� �ir ,/ „ lr /, l r „ „ �/ � , _ � p II' � Ci/ - / y r' rl i '�/ , lli i ,! �l/ j r ,�lr 1, ! l iu / �i �/ rl i l r ri r !i! !r �!lr ! NO. OF INTERIOR TREES REQUIRED - 6 (1 PER 10 PARKING SPACES W W Q o C� lllll /, may/ 111r�llly/! . 11 I \ ) o Z c� Z + lyfi_ ii l l;7/;�l;�r ,lli mil / r ill ry,, //, / it / �l , r;ll l; rl y i rl yl; l 11 !i ill r� r1i lri rb �r7 7i�ili,r rT �! i Q Q �l � /� r r � 1i r �r �rl i ll� r/ � � r � ly ly li 1, �l //, lli 1, r/ „/7/i / „rr �y r l��rl�i /,�i/, iil,�ill�. l� rlr il,�ll i� �/liJ rT �� li W ' W o c� O r rr u ! l l l r ,� li u ! „l �r lr , r . r ,�r� l� li r/i y r , rl x �- m u 1, 1, l �r l , l ! l 11 lr !A; rll l li rli, ru �� T „� r r ,yll y „ �! ��irl, r ri r�1� / 1� ,r li J u „r �r r u �Tr,� l� l l,� l / TyTir r r�i7/r! r Ti rlli r " l � !T r l �, „r l l r rl; 1, � 1/ rl yi ii yrr rT r Tye r �r rrr l r lam/ J , li � z � Q z C � _ mil/ 11 / 11 � � 11 , ; J l � l �l � � ll, �� yll ,/ 11 / � ,r�ll� l/ ill � � �� `� 11 ��ll l � ll! � 11 rill , l! � / ill �j J / � / ��� 7 /� ill �lT � l� 11 11 11 11 o W c� o N l i� l l/ y it J r � , � i u , , / 7/i 1� �, i it ri l � /, � 1, r! r rgli � 1, c r li I_ y � l yl � � / / ill hT l ri, lr l !;mil , ui �rii iii�l��yl � rf yl�r 1i�r���T /!rim 7ii � � ri ri ,, ir1�T�Gl�Tir Tom! rir��,�r / ii �rJ O rr l rl,ry r ,r 1 J / „ �l y u,�iii r, l r „/ ,� �!r �rii �i l h i J / „ ,rl u. !, l �� � r �r r l � 1, � r 1, r � r -= T / i li � , � /i / „ „ / 1 r / ,,/ ,� , /r/ / � it � r hr �rr, /i /i �i J � ,�! � ,yi, u,� r r, / �, o -3 ri li , 1/ y lrl� l r / r� it 1r� Lr T !l , ri ri l „ „r ,r ,rr , rrl �r a li i i Lr , l? - C� y � � � l � lZ� 11 l J ��(\ �/ �l �l !G � l ` �� rl J H�w�� _ l�' r� T 1, r?� l y \ ;�l , ! l L ! y 1� �/ y , l! r , T 11 r� r l `r/, ri _ 5% OF PARKING LOT AREA 1147 S .FT. �, z l I r r l 11 1! l 11 l l 7/ 11 l l �l 1 1 11 l/ 11 h �� y �/ 11 ll� l! l l Q cn - l , � ��l l 11 l ll� ! l �I ; o v� 7r fir, 1i r1 _ ! rT l N ? l Q � 1 „r r li � l � , ! �� rr, IT li - yl >i, li ri ! r �ri l J J � � z � J �r r, yl, !i r 1, d- ,lr, � , u "r �i' � m u i l yr ri li li i 1i �r y mil, ui li li i J �l r, y7 /r !i l i l J l ��1 l r� . � r� � r ;�rl ! l mil, r� � lr l �7� u i 11 rll l �l 11 yl ! 11 l l �f ill 11 11 J J 11 - 11 l �l l y ,r ,r , T l!, i li r i!l, rl, li 1�' n lr ll� 11 l J L / / 11� 11 �,7r � ,l IT � l �ll lr l� l C1j ll� ,,,lri �l� Il !l rx _ 0 0 y 11, 1, l� r �i ,,,,_ rl ii PARKING LOT LANDSCAPE AREA - 1197 FT. o ; l\�lll �lll l 7/l. W �l 11 l � ^, o � � ll �ll �� \\ dill `• � N Q '� ill it ill 11 �i 11 iTLI �iyll_ l!`u r w 11/r Il T�, /iil TOTAL NO. OF TREES PROVIDED = 147 � 0 0 w — o rrr ill 1� Li!r� r?l o r„r, Q �u lr yu w w w = O r, r w Ca- c� = U O Z rii T w CD o r1 LANDSCAPED AREA = 75,686 SQ. FT. Q it r yl 1, c U z Q S _< Q z r rT rr riirli lr!li'rul it Q U CO� � Qo � � � ^ bill �l yll!l7Tl ; o �I �I O , U �/ //, Q C� fir— I- OZ Oz OZ Oz OZ� I r/T rTl�,� i/r w O O �-- �- Ivy rr ilr H ��������LO O // / /r,� O Z. (n ili �rl ill o000000o O W rlr rlr !ll cn I— _ Cn ^ o I— ,n ) w ii r % SITE LANDSCAPED = 75,686/298,450 = 25.4% Q O/! ��Cn w O Cn o O Cn O � r Q r`� N O N N O �u O ru ' V) I I cn I — [. rr �l Ti O � �, ON�Nr�T �N Q w cn cn I U I Cn cn ,n cn I w 11 /l l i r, r %WOODLANDS DISTRUBED = 100% a i r- 00 oo a) o f � Lf) O� v� � " � :D � > l l r ' % 11 r lT a w o il�` �l . Q � p p O p 1� ` r�� il; , r C Wit' t-' � t-- 1— F- O . Lu I I ! rli r 111elf-I - � w CQ 11 i i� 1r m w ,�• > Cn �' > w w I= Q lw ill l �� v) r w 0 z > O O p p O > I-- z O Plant List / � C- O O Z OO \ p� OU Z OU Q.- OU Q illlilrr it aril Q CD p �--ou J I-- O =gym F- CDZ Z. 0 ;T T r\ rl T ,rrr r I— Z p O � O d O Z ,till �rTii r� r li - jcv U O O _ Z CD X z !T rl rr/ Ll1�ill O a' 6' — N li 11 i i�, l liiJ / i O lriir l 11 jT l l O I-LLJW,:. (/� — — OLLJ Q � , w w ! r ,� rTi a 11 I „rr J / �Qm Q o P GRINDER i / / // // , `. z, :, r - `• _` O � / / r � y/ill- � PUMP r/ T - // P AE 2 } N �, / OCATIO / J b 110 , O. 1208 W Q 2 yN19IRE ill ly Q CD M N �a 2 it , ,,,! 4 i i, M Q , o �� � �, I 24 ,�.�DPE UA LCD SANITARY CATERCD w_ 00 OOl Y iT ll� r c 6 SI, 21 W L d - . e = W „ N� C S W cn �� 111 � r it 11 � W 5 CON � a � x r! ! r! ,rr ii, w r// 5 CON C S /WLn CLEAN OUT . n J 0o p ,, ! o o� 9IL 0 ;Tl r l iii 1i r\ Symbol Quantity Botanical Name Min. Size Common Name Canopy trees to be selected from the following: k 71 Acer Saccharum 2" Cal. Sugar Maple Acer Rubrum Red Maple Screen (evergreen) trees to be selected from the following: Pinus strobus ° 116 White Pine 6 Picea Spruce Shrubs to be selected o o from the following: a Forsythia 3 gal. 0 o container 0 o Spirea q ~ O W � N z O C W tlu o_ No • •� U ci1 W F" o •tb V U O W � �7 ¢ ct w a � U O ,444###00// L„ J ,\ illl i %� N ATE VALVE; ri, �u / �E 6 G y r0 i/ it yll,1;7T ! ril�ri rii r ll�r 'i,7i!!r z SIGNAGE NOTES: o o O rl, l �iTi P M P� / v ' 1 WA TFR M E TER l!� r rii?l �,�T!Ti �1 iTl �,rT a w m li, o I rrl ri r rT rT i i` " " \' ....- i� li yll � i � � li ,. lI lll��ll 7/i � 11 � lI Tl// �l �/ / H � w � N Z �- ��/ II ` J . w o i rii T, it r? rrl ur ylr r ri r T FREE-STANDING BUSINESS SIGN TO BE LOCATED NEAR THE :'�, o o O 'i Z O I �— 11 rrl it �l ri 1, �// r ! rli! iu l A O PQ ,. - �. �' �Tl 7 � li i i 11 � l� rl �/ r � � ONE y u ii 1! r, !i l i r/ l � � ����. - O � � `: ��, � � �, z � � l li � � � tir � � rr� l �r� l � ENTRANCE (AS SHOWN) AT A MINIMUM OF 10' FROM THE RIGHT OF WAY. ��y d z , _ - -- ,., ., � .. , , L�J lli /ill ill � 111 yl rr l�r l� 11 � 11 , 111 jT � � i A '�y _ O � �` , /i// r i // rii /r „/i ,// „ r�, � / /,'� SIGN HAS YET TO BE DESIGNED BUT MUST CONFORM TO THE FOLLOWING ,� gp ri r rl l rr r R ri r O o l� lrr r l, lr ill 1 l 11 r l a_ i P � O STANDARDS: �� �• J >;ll ire rl!rl/r ! /T 7 iii r ii 1 w ' � �, ,� , . — � •. �.e,q, � _ _ __ . r!i 111 iT, l ,/ rl ri r �!ri�, °o �- Cn r7 u i ri , i i/l iTi w o o l �rlr rr r, rrr ,Trrl ,r l �rl r A) SHALL NOT EXCEED FIVE FEET IN HEIGHT. rl r ,iri CD m �. , I— O , rl r iil� r O — U N w cn w o it l lTil i rr uilr ll!l!, B SHALL NOT EXCEED 100 SQ. FT. IN AREA. u rl 11/y, s Q d o l? !r 11 ! / r / lr l / / r? �ii/ ) t~ w m z '� w oo o Q r ; ri �' 'b !i iy 7 :i ri C PERMIT TO BE OBTAINED PRIOR TO CONSTRUCTION �l ii lli r l iir rl C� cn rn lli rr ri C3 >� CV (n w = op `, ) r'7 C� Lj � I I O Q O Z O O (n Q — �.. l 111 rT/ 111 cv iTi ill/' N o O II C� J Z O 0 F O Z Z w 1a .0��,,.�. �� i 'a Tl it , T rl h �rl I 0 J �- O O r.,� Q O 1 /ii ri li r li �rri rT w — II z p c� O' U•. O O` o O rlri ,rii / 11 l l/i ri rr a l!! i T T OUTDOOR LIGHTING NOTES ru, �r1 ,� ,mw CD 0o WQ3 oo Q � �� w� O iir ri l rl ` U O w— ^ o 1iT r rr °O w N I w Z Z Q �p �, i ri r rl r li rr rii J; / �// i/ r , / /i / i�/ii r li! , J O OUTDOOR LIGHTING TO BE PROVIDED ON BOTH BUILDINGS FROM DUSK z c� ! �� / ri it �- z N z p w c O O '� — — C� ����.� .. _ - � — rn „� � i ii � � li „� ii i // / r r r� it r r/ � ' O Z „ l y, l , rl li 1i ,rr irl rli ,r � � � �u � � '' �`- TO DAWN, FOR SECURITY PURPOSES. DETAILS TO BE PROVIDED ON ti C.� � Z � Q If z _ U c� �- �,�``Q � _o �i; 11 /Al �r , rTi rr b liiir BUILDING ELECTRICAL DRAWINGS. C� ;; lri ll?iT Z �, -� w > 0, rl i/ �r ,�rT l 111 _J w Q w LLJ a _ l � � � - CD�iu m Qj ENVIRONMENTAL FEATURES NOTESw � QQ Z N I rl ,rrr ll� , (D �_D L) THE SITE IS PARTIALLY WOODED WITH YOUNG -GROWTH TREES AND W � U f r. r C•.r - i l,�rl i rn r u , / � ,1/� 1 r , r rrl � it UNDERGROWTH. NO FLOODPLAINS OR STEEP SLOPES ARE PRESENT ON � , , / / �'ru r/ i! � � /i 1rii!Ti lTr �yrll p`L rii , ill �, wll�/r /iii THE SITE. E--+ of I ill lr, �// �1/ 111 111 � J l V 1 o C G �- 2"o s �. - ,,Tlu riiilr i �i r �� ri � � i!r li �rr �rT r r� � � �, H o � rlr 1 T,�r i � y!l� lr, � � / 1 � ll, r �� i ..� - .... .. `•, , ��l!, ii � ,rT rTi � ill � l � � r ,rl ' li l � , , � rli f rri iT �iii N �y N I1 1 , r l� ; yi li l r, , ', 1„ , \ �� _ a U � � `', ' •��r il� �r � l l � � 1 "i?; }t ��y�l� t, _ 03 I CD ,r y , l � 1, � / - _ ._..:..: _ .. _, . � !y ,� � rl��, il: ,; � rl 1, � - .• r--� �--t li it ill 1! i �,rl J � C 96 t � U co l.�, �9't MINOR WgIMI _ n M ( Q 1. _ I I �` O - -= � L O O � w ,�\ �� �� - VA. STA o ---- -` � Rip ND �� I O I ^6,4 I ti - - O i GRAPHIC SCALE z: I 30 o 15 so 60 120 SHEET � I 10 OF r �- t�r, �� (IN FEET ) 12 1 inch 30 ft. _ t -- PP-2003 8 I - r APR 2 i ?nn5 0 N 1 GENERAL 1. THE CONTRACTOR SHALL FURNISH ALL MATERIALS, LABOR, AND EQUIPMENT AND PERFORM ALL WORK INCLUDING RESTORATION OF THE COMPLETED INSTALLATION OF THE UTILITY SYSTEMS AND ALL OTHER IMPROVEMENTS SHOWN OR IMPLIED AS NECESSARY FOR THE COMPLETED FACILITY READY FOR USE. UNLESS OTHERWISE NOTED, SPECIFICATIONS FOR ALL WORK TO BE IN ACCORDANCE WITH APPLICABLE STANDARDS AND CONSTRUCTION SPECIFICATIONS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION, VIRGINIA DEPARTMENT OF HEALTH, FREDERICK COUNTY SANITATION AUTHORITY AND THE CONTRACT DOCUMENTS. I 2. THE ENGINEER HAS ATTEMPTED TO LOCATE EXISTING SUBSURFACE UTILITIES, HOWEVER, SUCH MAY EXIST THAT ARE NOT SHOWN. THE CONTRACTOR SHALL EXERCISE CARE IN THIS WORK SO AS TO AVOID DAMAGE TO ANY UTILITIES. ANY DAMAGE SHALL BE THE CONTRACTOR'S RESPONSIBILITY. THE CONTRACTOR SHALL NOTIFY ALL UTILITY COMPANIES 72 HOURS PRIOR TO CONSTRUCTION. CALL "MISS UTILITY" 1-800-257-7777. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CONSTRUCTION STAKEOUT. ALL DIMENSIONS, ELEVATIONS AND LOCATIONS SHALL BE VERIFIED IN THE FIELD BY EACH CONTRACTOR PRIOR TO BEGINNING THE WORK. THE ENGINEER WILL APPROVE ALL CUT SHEETS. 4. ANY UNUSUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING THE COURSE OF THE WORK SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND/OR THE OWNER. 5. CONTRACTOR TO OBTAIN, AT HIS EXPENSE, ALL PERMITS REQUIRED OF THIS WORK AND SHALL FAITHFULLY ADHERE TO THE PERMIT CONDITIONS IMPOSED. 6. ALL GRADING IMPROVEMENTS TO BE CONFINED TO THE PROJECT AREA. ANY WORK PERFORMED OFFSITE IS THE CONTRACTOR'S RESPONSIBILITY. 7. CUTSHEETS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO ORDERING STRUCTURES AND START OF CONSTRUCTION. ALL CUTSHEETS SHOULD SHOW EXISTING GROUND ELEVATIONS AT CENTERLINE OF UTILITY, STRUCTURE OR ROAD, AND OFFSET HUB ELEVATION. EROSION CONTROL 1, A LAND DISTURBANCE PERMIT WILL BE REQUIRED PRIOR TO INITIATING ANY SITE WORK. THIS PERMIT CAN BE OBTAINED FROM THE FREDERICK COUNTY PUBLIC WORKS DEPARTMENT. 2. TEMPORARY AND PERMANENT EROSION CONTROL STRUCTURES AND METHODS TO BE IN ACCORDANCE WITH THE VIRGINIA EROSION CONTROL GUIDELINES AND LOCAL ORDINANCES AND TO BE UTILIZED DURING THE CONSTRUCTION PERIOD. 3. ALL EROSION CONTROL STRUCTURES SHOWN OR AS REQUIRED DURING CONSTRUCTION SHALL BE CONTINUOUSLY MAINTAINED THROUGHOUT THE PERIOD IN WHICH AREAS ARE DENUDED. AREAS SHOWN TO BE SURFACED ARE TO HAVE STONE BASE INSTALLED AT THE EARLIEST POSSIBLE DATE AFTER ESTABLISHING GRADE. NO AREA IS TO REMAIN DENUDED FOR MORE THAN 7 CALENDAR DAYS WHEN CONSTRUCTION IS NOT IN PROGRESS. 4. CONTRACTOR TO CLEAN UP AND RESTORE DISTURBED AREAS IMMEDIATELY UPON COMPLETION OF PIPE -LAYING IN THE AFFECTED AREA. 5. ALL UNPAVED AREAS OF THE SITE WHICH ARE DISTURBED BY THIS CONSTRUCTION SHALL BE PROVIDED WITH 6" TOPSOIL, FERTILIZED, SEEDED, COMPACTED AND MULCHED. SEED BEDS TO BE WATERED AND CARED FOR AS NECESSARY TO PROVIDE A GOOD LAWN QUALITY GRASS COVER. AREAS NOT GRADED SHALL BE DISCED, LEVELED, AND SEEDED TO ACHIEVE LAWN CONDITIONS. FIRE & RESCUE 1. BURNING OF LAND CLEARING DEBRIS REQUIRES A PERMIT FROM THE FIRE MARSHAL. BURNING OF CONSTRUCTION DEBRIS ON SITE IS PROHIBITED. 2. ACCESS FOR EMERGENCY VEHICLES MUST BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION. TEMPORARY STREET SIGNS AND ADDRESSES MUST BE POSTED AS CONSTRUCTION BEGINS. PARKED VEHICLES AND STAGING OF CONSTRUCTION MATERIALS ARE PROHIBITED WITHIN 20" OF FIRE HYDRANTS. FIRE HYDRANTS ARE NOT TO BE OBSTRUCTED AT ANY TIME. FREDERICK COUNTY SANITATION AUTHORITY 1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS AND SPECIFICATIONS AND SHALL ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY. THE CONTRACTOR SHALL COORDINATE WITH THIS AGENCY AND ARRANGE FOR INSPECTION BY THE SANITATION AUTHORITY AS NECESSARY. 2. EXACT LOCATIONS FOR SEWER AND WATER SERVICES TO BE DIRECTED BY THE FREDERICK COUNTY SANITATION AUTHORITY INSPECTOR IN THE FIELD. CONTRACTOR TO PROVIDE ASSISTANCE AS: THE INSPECTOR MAY REQUIRE IN THIS EFFORT. ARCHITECTURAL DRAWINGS. 3. THE FCSA IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS. BEFORE A PERMANENT METER IS SET THEY WILL REQUIRE: 1) THE FRAME AND COVER BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR, 2) THE FRAME AND COVER BE SET TO FINAL GRADE OF THE LOT, 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND THE 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 CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX INSTALLED CORRECTLY. 4. 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 WITH CORPORATION STOP AND MAKING THE TAP. B) A GRAVITY SEWER SERVICE REQUIRES THE INSTALLATION OF A WYE,18" LONG STUB PIECES, AND 15" LONG, FULL CIRCLE, STAINLESS STEEL REPAIR CLAMPS. C) THE FCSA INSPECTOR ASSIGNED TO THE PROJECT SHALL BE PRESENT FOR THE INSTALLATION OF EACH CONECTION. 5. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE: A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIAL TO MAKE THE TAP. B. THE DEVELOPER/CONTRACTOR MUST: (1) MAKE APPLICATION FOR THE TAP, (2) PAY DEPOSIT (BEFORE WORK BEGINS), (3) MAKE THE LOCATION OF THE TAP, (4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED. 6. FREDERICK COUNTY SANITATION AUTHORITY APPROVAL OF THIS SITE PLAN EXPIRES TWO (2) YEARS FROM DATE OF APPROVAL. 7. WATER LATERALS THAT CROSS THE STREET SHALL BE IN PVC PIPE. THE PIPE SHALL BE 2 INCH DIAMETER SDR-21 OR SCHEDULE 40. IT SHALL RUN ONE (1) FOOT BEYOND THE NEAR SIDE AND THE FAR SIDE OF THE SIDEWALK. 8. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE. VIRGINIA DEPARTMENT OF TRANSPORTATION 1. 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 SEDIMENT CONTROL REGULATIONS AND ANY OTHER STATE, FEDERAL OR LOCAL REGULATIONS APPLICABLE. IN THE EVENT OF CONFLICT BETWEEN ANY OF THESE STANDARDS, SPECIFICATIONS OR PLANS, THE MOST STRINGENT SHALL GOVERN. 2. ALL CONSTRUCTION SHALL COMPLY WITH THE LATEST U.S. DEPARTMENT OF LABOR OCCUPATIONAL SAFETY & HEALTH ADMINISTRATION AND VOSH RULES & REGULATIONS. 3. WHEN WORKING ON VDOT RIGHT-OF-WAY, ALL TRAFFIC CONTROL, WHETHER PERMANENT OR TEMPORARY, SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF VDOT'S WORK AREA PROTECTION MANUAL. FURTHERMORE, ALL TRAFFIC CONTROL FLAGGERS MUST BE CERTIFIED IN ACCORDANCE WITH VDOT'S JANUARY 1994 (OR LATEST EDITION OF) ROAD & BRIDGE SPECIFICATIONS, SECTION 104.04-C. 4. THE DEVELOPER SHALL BE RESPONSIBLE FOR RELOCATING, AT HIS EXPENSE, ANY AND ALL UTILITIES, INCLUDING TRAFFIC SIGNAL POLES, JUNCTION BOXES, CONTROLLERS, ETC. OWNED BY VDOT OR PRIVATE UTILITY COMPANY. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER TO LOCATE AND IDENTIFY UTILITY FACILITIES OR ITEMS WHICH MAY BE IN CONFLICT WITH THE PROPOSED CONSTRUCTION ACTIVITY. VDOT APPROVAL OF THESE PLANS DOES NOT RELIEVE THE DEVELOPER OF THIS RESPONSIBILITY. 5. DESIGN FEATURES RELATING TO CONSTRUCTION OR TO REGULATION, CONTROL AND SAFETY OF TRAFFIC MAY BE SUBJECT TO CHANGE OR DEEMED NECESSARY BY VDOT. ANY ADDITIONAL EXPENSE INCURRED AS A RESULT OF ANY FIELD REVISION WILL BE THE RESPONSIBILITY OF THE DEVELOPER. 6. PRIOR TO INITIATION OF WORK, CONTRACTOR SHALL BE RESPONSIBLE FOR ACQUIRING ALL NECESSARY VDOT LAND USE PERMITS FOR ANY WORK ON VDOT RIGHT-OF-WAY. 7. IF REQUIRED BY THE LOCAL VDOT RESIDENCY OFFICE, A PRECONSTRUCT►ON CONFERENCE MUST BE ARRANGED AND HELD BY THE ENGINEER AND/OR DEVELOPER WITH THE ATTENDANCE OF THE CONTRACTOR, VARIOUS COUNTY AGENCIES, UTILITY COMPANIES AND VDOT PRIOR TO WORK, 8. CONTRACTOR SHALL NOTIFY THE LOCAL VDOT RESIDENCY OFFICE WHEN WORK IS TO BEGIN OR CEASE FOR ANY UNDETERMINED LENGTH OF TIME. VDOT WILL ALSO REQUIRE 48 HOURS NOTICE FOR ANY INSPECTION. 9. THE CONTRACTOR WILL BE RESPONSIBLE FOR MAINTAINING ADEQUATE ACCESS TO THE PROJECT FROM THE ADJACENT PUBLIC ROADWAY THROUGH CONSTRUCTION AND MAINTENANCE OF A CONSTRUCTION ENTRANCE IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK, SEC. 3.02. FURTHERMORE, ACCESS TO OTHER PROPERTIES AFFECTED BY THIS PROJECT SHALL BE CERTIFIED BY THE DEPARTMENT OF CONVERSATION AND RECREATION IN EROSION AND SEDIMENT CONTROL WHO SHALL INSPECT EROSION AND SILTATION CONTROL DEVICES AND MEASURES FOR PROPER INSTALLATION AND DEFICIENCIES IMMEDIATELY AFTER EACH RAINFALL, AT LEAST DAILY DURING PROLONGED RAINFALL, AND WEEKLY WHEN NO RAINFALL EVENT OCCURS. 10. CONTRACTOR SHALL ENSURE ADEQUATE DRAINAGE IS ACHIEVED AND MAINTAINED ON THE SITE DURING AND AT THE END OF CONSTRUCTION. 11. ALL WATER AND SEWER LINES WITHIN EXISTING OR PROPOSED VDOT RIGHT-OF-WAY ARE TO HAVE MINIMUM 36" COVER AND, WHEN POSSIBLE, TO BE INSTALLED UNDER ROADWAY DRAINAGE FACILITIES AT CONFLICT POINTS. 12. ANY USUAL SUBSURFACE CONDITIONS ENCOUNTERED DURING THE COURSE OF CONSTRUCTION SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER AND VDOT. WORK SHALL CEASE IN THAT VICINITY UNTIL ADEQUATE DESIGN CAN BE DETERMINED BY THE ENGINEER AND APPROVED BY VDOT, 13. ALL FILL AREAS, BORROW MATERIAL AND UNDERCUT AREAS SHALL BE INSPECTED AND APPROVED BY VDOT INSPECTOR PRIOR TO PLACEMENT OF FILL. WHERE CBR TESTING IS REQUIRED, A VDOT REPRESENTATIVE SHALL BE PRESENT TO ENSURE THE SAMPLE OBTAINED IS REPRESENTATIVE OF THE LOCATION. WHEN SOIL SAMPLES ARE SUBMITTED TO PRIVATE LABORATORIES FOR TESTING, THE SAMPLES SHALL BE CLEARLY IDENTIFIED AND LABELED AS BELONGING TO A PROJECT WHICH WILL BE ACCEPTED BY VDOT AND THAT TESTING SHALL BE CONDUCTED ACCORDING TO APPLICABLE VDOT STANDARDS. 14. ALL ROADWAY FILL, BASE, AND SUBSURFACE MATERIAL AND BACKFILL OF UTILITY/STORM SEWER TRENCHES SHALL BE COMPACTED IN 6" LIFTS TO 95% OF THEORETICAL MAXIMUM DENSITY AS DETERMINED BY AASHTO T-99 METHOD A, WITHIN PLUS OR MINUS 2% OF OPTIMUM MOISTURE FOR THE FULL WIDTH OF ANY DEDICATED STREET RIGHT-OF-WAY. AT THE DIRECTION OF VDOT INSPECTOR DENSITY TESTS PERFORMED BY A QUALIFIED INDEPENDENT AGENCY SHALL BE CONDUCTED AS REQUIRED IN THE VDOT ROAD AND BRIDGE SPECIFICATIONS. A COPY OF ALL TESTS SHALL BE SUBMITTED TO VDOT PRIOR TO FINAL VDOT APPROVAL. 15. VDOT STANDARD CD AND UD UNDERDRAINS SHALL BE INSTALLED WHERE INDICATED ON THESE PLANS AND FURTHER WHERE DETERMINED NECESSARY BY VDOT INSPECTOR. 16. THE INSTALLATION OF ANY ENTRANCES AND MAILBOXES WITHIN ANY DEDICATED STREET RIGHT-OF-WAY SHALL MEET VDOT MINIMUM DESIGN STANDARDS AND IS THE DEVELOPER'S RESPONSIBILITY. 17. PRIOR TO ACCEPTANCE BY VDOT OF ANY STREETS, ANY REQUIRED STREET SIGNAGE AND/OR PAVEMENT MARKINGS MUST BE INSTALLED BY THE DEVELOPER OR, AT VDOT'S DISCRETION, BY VDOT ON AN ACCOUNTS RECEIVABLE BASIS. STOP SIGNS SHALL BE THIRTY (30) INCHES TALL WITH HIGH INTENSITY SHEETING. THE BOTTOM OF THE SIGN SHALL BE SIX (6) FEET ABOVE THE EDGE OF PAVEMENT AND INSTALLED A MINIMUM OF FOUR (4) FEET FROM THE EDGE OF PAVEMENT. SIGN POSTS SHALL BE OF A TYPE FOUND ON VDOT'S APPROVED LIST. A COPY OF THIS LIST MAY BE OBTAINED FROM THE DISTRICT MATERIAL SECTION. CONTACT LOCAL VDOT RESIDENCY OFFICE WITH ANY QUESTIONS REGARDING SIGN MATERIAL AND PLACEMENT. 18. THE DEVELOPER MUST PROVIDE 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 PROVIDED TO THE LOCAL VDOT RESIDENCY OFFICE PRIOR TO ACCEPTANCE OF THE WORK. UNITA AND TOTAL PRICES MAY BE OBSCURED. 19. AGGREGATE BASES AND SUB -BASES SHALL BE PLACED ON THE SUB -GRADE BY MEANS OF A MECHANICAL SPREADER. DENSITY WILL BE DETERMINED USING THE DENSITY CONTROL STRIP AS SPECIFIED IN VDOT'S ROAD AND BRIDGE SPECIFICATIONS (SECTION 304) AND VTM-10. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. A CERTIFIED COPY OF THE TEST RESULTS SHALL BE PROVIDED TO THE RESIDENCY OFFICE. IN ADDITION TO CHECKING STORM DEPTHS, A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING THE CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP. 20. 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 DENSITY CONTROL STRIP AS SPECIFIED IN SECTION 315 AND VTM-76. A CERTIFIED COMPACTION TECHNICIAN SHALL PERFORM THESE TESTS. A CERTIFIED COPY OF THE TEST RESULTS SHALL BE PROVIDED TO THE RESIDENCY OFFICE. IN ADDITION TO CHECKING STORM DEPTHS, A VDOT REPRESENTATIVE SHALL BE NOTIFIED AND GIVEN THE OPPORTUNITY TO BE PRESENT DURING CONSTRUCTION AND TESTING OF THE DENSITY CONTROL STRIP. 21. APPROVAL OF THESE PLANS SHALL EXPIRE THREE (3) YEARS FOR THE DATE OF APPROVAL LETTER. 22. CG-12 CURB RAMPS (PERSONS WITH MOBILITY IMPAIRMENTS) SHOULD BE CONSTRUCTED AT LOCATIONS SHOWN ON THE PLAN SHEETS OF AS DIRECTED BY THE VDOT ENGINEER / INSPECTOR. WINCHESTER REGIONAL AIRPORT 1. ALL OUTDOOR LIGHTING SHOULD BE SHOEBOX TYPE TO PREVENT LIGHT POLLUTION TO APPROCHING AND DEPARTING AIRCRAFT. 2. TWENTY FOUR HOURS PRIOR TO ALL CRANE OPERATIONS COORDINATION MUST BE MADE WITH DAVID FOLEY, WINCHESTER AIRPORT OPERATIONS SUPERVISOR, IN ORDER TO ENSURE COORDINATION WITH THE DULLES APPROACH CENTER. 3. DUE TO THE PROXIMITY OF THE SITE WITHIN THE AIRPORT FLIGHT PATH OF THE AIRPORT, OUTSIDE BURNING SHOULD BE PROHIBITED IF POSSIBLE AND DEBRIS HAULED FROM SITE. SHOULD BURING TAKE PLACE, COORDINATION WITH AIRPORT OPERATIONS SUPERVISOR MUST BE MADE TWENTY-FOUR HOURS PRIOR IN ORDER TO ALLOW AMPLE TIME TO NOTIFY DULLES APPROACH CENTER. Y S"'O� TEM -ALLIED S M,AIN PROP RTY se-4 f I EE �'."T e DIST-mIt",.� F -w-4% _'%k­rlA �'-m RICK GRAPHIC SCALE 2000 0 1000 2000 4000 ( IN FEET ) 1 inch = 2000ft. CONTACT "MISS UTILITY" AT . �.. � e ,. 8000 PROJECT: ALLIED SYSTEMS MAIN PROPERTY FREDERICK COUNTY, VA OWNER/DEVELOPER: ALLIED SYSTEMS CORPORATION 1936 MILLWOOD PIKE WINCHESTER, VA 22602 TELEPHONE # 540-665-9600 ENGINEER/SURVEYOR: URBAN ENGINEERING & ASSOCIATES, INC. 600 PEGASUS COURT #101 WINCHESTER, VA 22602 TELEPHONE # 540-450-0211 ZONING: M-1 'L .�'.il PROPOSED USE: MANUFACTURING; FABRICATION OF HOUSE STRUCTURAL COMPONENTS CURRENT USE: VACANT WOODED LOT TOTAL ACREAGE = 7.15 ACRES TOTAL LOT AREA = 311,454 SQ.FT. PROPOSED INDUSTRIAL BUILDING GROUND FLOOR AREA = 40,000 SQ.FT. TOTAL FLOOR AREA = 40,000 SQ.FT PROPOSED STORAGE BUILDING GROUND FLOOR AREA=11,000 SQ.FT. TOTAL FLOOR AREA=11,000 SQ. FT. SITE TOTAL GROUND FLOOR AREA = 51,000 SQ.FT. SITE TOTAL FLOOR AREA = 51,000 SUT. F.A.R. = 51,100 / 311,454 F.A.R. = .164 LOT TO BE SERVED BY PUBLIC WATER AND SEWER. NO TITLE REPORT FURNISHED. SETBACK INFORMATION TABLE FRONT SIDE REAR REQUIRED 75' 25' 25' PROPOSED 75' 25' 25' ACTUAL 138' 26' 232' SHEET INDEX 1. COVER SHEET 2. PLAN STATUS AND MISCELLANEOUS DETAILS 3. GRADING PLAN 4. PLAN & PROFILE - Arbor Court 5. UTILITY PROFILES 6. UTILITY PROFILES 7. STORM SEWER PROFILES AND COMPUTATIONS 8. E&S PHASE 1 / DRAINAGE DIVIDES 9. EROSION & SEDIMENT CONTROL DETAILS & NARRATIVE 10. LANDSCAPE PLAN 11. POND DETAILS 12. POND DETAILS UTILITY CONTACTS j O O Q O o E_- o U 0 � Q o Q 6 •- Z W r7 V.) ro p) pe) H 0 0 0 0 0 0 0 Q tOv-)NOl')N a r- r- 00 oo o) PLO Cn o 0 N O ® 0 x w 0 U U w N O C , o a b.o � o c7 'd m Z w � W a d o � U ®®0#000 00 U N� :o o 000 rA ® Cv a .� A �® ® w o ®® AV Z ®0 ®® o Y ®® 00###***k44 FREDERICK COUNTY SANITATION AUTHORITY PO BOX 1877 WINCHESTER, VA 22604 (540) 868-1061 ADELPHIA CABLE W UU JERMAINE BROOKS 1039 N. FREDERICK PIKE W �; WINCHESTER, VA 22603 4 � ®Q � 540-667-0364 6 ALLEGHENY POWER W O CHRIS STRECKY ® U 3463 VALLEY PIKE �4 WINCHESTER, VA 22602 U 540-722-5859 g VERIZON/D-TEL Q TERRY PERSONS 141 RAINVILLE ROAD PMB 116 WINCHESTER, VA 22602 540-868-9860 ® I SHENANDOAH GAS DAVID C. REICHERT FfA , SITE. p[jA 350 HILLANDALE LANE , WINCHESTER, VA 22602 t €' ; �� ` (540) 868-7911 m , ,Ill1_9,4_011 SHEET DATE of 12 SITE PLAN VALID FOR FIVE (5) YEARS FROM APPROVAL DATE PP-20038 M 0 N 2 a PLAN STATUS V �a + rt r boot coredr'IIi_ - • g0° Jena �\. e4 �• i d . solvent wek: a` SCH 40 n ° . . stainless steel band 4 1 /2 FT MIN. SDR 21 NOTES: 1. Piping for drop to be same size as I incoming sewer. 45" bend 2. All pipe and fittings inside rrantlole :a t • SCH 40. rr existing bench elevation. I, a a f� 0" stone —f bedding FORCE MAIN MANHOLE CONNECTION general backfill (see note) 'select backfill e note) s' 3' STANDARD NOTE: To be compacted to 95% of ASTM D698 maximum density. TRENCH & BEDDING SOILS LEGEND SYMBOL NAME HYDROLOGICAL GROUP 41 B WEIKERT C/D 41 C WEIKERT C/D 41 E WEIKERT C/D 9B CLEARBROOK D SOIL INFORMATION WAS TAKEN FROM THE "SOIL SURVEY OF FREDERICK COUNTY, VIRGINIA" ISSUED JANUARY 1987 AND PROVIDED BY THE USDA. concrete thrust block 18" dia. concrete encasem ant t 1._6. 3 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. i 4' stone screw type t adjustable stone to be minimum I valve box of 6' above top of base locator marker stone t I111K.A.0aluns- FIRE HYDRANT ASSEMBLY Figure 9 mechanical joint swivel tee with 6' branch 2" SM-2A SURFACE COURSE 4" BM-2 BASE COURSE 8" SUBBASE VDOT STD. GR-21 A ���•�� - ��� COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) TYPICAL ACCESS AND LOADING AREA AREA PAVEMENT SECTION NOT TO SCALE 1.5" SM-2A SURFACE COURSE 2" BM-2 BASE COURSE - 6" SUBBASE VDOT STD. GR-21A COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) TYPICAL PARKING LOT PAVEMENT SECTION NOT TO SCALE METER SIZE METER BOX METER BOX COVER 5/8"x3/a' or 3/4' 18 in. Dla. Non -Traffic M32C-PW Traffic A32HH - T 1' 24 in. Dia. Non -Traffic MG-30 (Frame) VVITH RML.-1-T (Top Lid) Traffic MG3D (Frame) Vtil 'H RML-12-T (Top Lid) Meter Size Coppersetter S/8' x 3/4' A-C3635-01 w/ 7)c7 Opening 3/4' A-om-o1 w/ 7 & Opening :1-�JA,95319-06 w1 10 Yi Opening 3' stone_ surrounding box - W-10' 1' CTS polyethylene 1•ubing (PET) 200 psi with SS inserts at all connections treated 2'x 4' with meter box top 6' painted blue and cover r� 24' iI:N�Iit ��� win �i rr eow ew ... • , . .jam ,:f/.. ETTER COMPONENTS , copper 4rdet •Outlet- COPPERS rnelar hefgM 8erviCe the bar tvbn+g Angle Bail Valve Angie Check ValvB sirs connection sits 5MNX4` 18' D-31014-12 wt C14.44 1 Ye' O.D- Bp13,.=w_SN HHCN A31-323--SN w/ CSB- 3 w/ CSB•43 w/ SS Insert 314 16' D-31014-12 1 Ye - O.D- BA13 = W-SN HHCA31-323-N-SN wI C14-44 wl CSB-43 w/ OS843 w/ SS Insert 1 • 18' D-31014-12 w/ C14-44 1 Ye' 0.0. Bp�gt.444 W HHCA31 -144N w1 SS Insert w/ CSB 44 INSTALLATION NOTES: 1. Exact location of mebox e�asembiy to be approved prior to irlstaiiatwn. ter 2. Water service crossing street: a) Encase in T diameter SCH40 PVC or SDR21 pipe. The piping shall run horn one foot beyond sidewalk, across the street, to one Foot beyond sidewalk. b) Install 12 gauge insulated oopper wire (for fine tracing) from Corp. stop to into the meter box [wrap wire around 001`p- stop; wire to be taped to top of PFT at 10 That intervals; come up into meter box and terminate level with angle ball valve}. S/V'X3/4% 3/4, & I"METER INSTALLATION (4 FOOT COVER) 13.0, 12.5' 4" CONCRETE PAD ON COMPACTED MATERIAL 13.0' 12.5' BOLLARD DETAIL (TYP. OF 2 ) CENTER IN SPACE, 0.5' O.C. 1' AWAY FROM BACK WALL 10.00' 1. 00' 3, 00 I I I I 0.759 T 300' 16.00' 1.00 7.55' _ I I I i 0.67 STORM STRUCTURE 13 ENDWALL DETAIL (ANY STRUCTURAL DESIGN REWQUIRED TO BE PREPARED BY OTHERS) 8' HIGH, BOARD ON BOARD FENCING TRASH ENCLOSURE DETAIL N.T.S NOTE: REFER TO SITE PLAN DRAWINGS FOR EXACT LOCATION OF TRASH ENCLOSURE. 0.67' 1.00' 6" DIA. PIPE FILLED W/ CONCRETE. PAINT W/ (1) COAT PRIMER AND o <° AND (2) COATS ENAMEL TRAFFIC YELLOW FINISHED SURFACE <. a a. p. a 0 i CAST PIPE IN ° e CONCRETE FOOTER �., 6" 7" PIPE BOLLARD N.T.S. 4 ((RADIUS TO BE AS i SHOWN ON PLANS) I Ih I ST'D CG-12 xx STREET APPROACH SAME A + I SURFACING AS MAINLINE ROADWAY C I (RADIUS TO BE AS SHOWN ON PLANS) d►R/1DIAL CO MBINA ON CURB AND GUT DATE I DESCRIPTION 7-07-03 FIRST SUBMISSION 7-29-03 SECOND SUBMISSION TO FCSA AND F.C. DEPT. OF PLANNING 8-13-03 THIRD SUBMISSION TO FCSA 8-22-03 RE -SUBMISSION TO ALL AGENCIES 11-12-03 SUBMISSION TO ZONING FOR SIGNATURE SETS 4' SIDEWALK CLASS A3 i ®` �� I x (H.E.S.) 6" N FOPTION LOW LIt1E 6° CONCRETE EXPANSION JXONINT On EXPANSION JOINT A _-I -----NOTE WIDTH "B" 2'-0" OR AS MAINLINE ROADWAY SHOWN ON TYPICAL SECTION. PLAN VIEW SECTION C-C M CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE ® HEAVY THE TURNING REQUIREMENTS OF ANTICIPATED URB THE DMTSTOFFTHE RADI LDBE 10' PARABOLIC CURVE SHOUDEWALK RCS WITHINTRAFFIC, TFE LIM LDER Oft 6 X MAX, OF LOOW INCREASED TO 1". OPTIONAL FLEDGE LINE OPE ®. _- -- - --•--- - WHEN ST'D. CG-11 IS USED FOR ENTRANCES BUILT MIMAINLINE__INE ROADWAY -----"------------- W CONJUNCTION WITH VDOT PROJECTS, PLEASE 8 X MAX. -___ D NOTE THE FOLLOWING: SLOPE CHANGE "` D )K)K MAINLINE PAVEMENT SHALL BE CONSTRUCTED 5' MN. 40'MIN. IN. FOR STREET TO THE R/W LINE (EXCEPT ANY SUBGRADE QMCTION STABILIZATION QUIRED F OR IN0'DESIRABLE FOR COMMERCI ET WHICH OMITTED ENTRANCE THE ENTRANCE.) SECTION A - A RADIAL CURB OR COMBINATION CURB AND GUTTER SHALL NOT BE CONSTRUCTED GUIDELINES FOR GRADE CHANGE D BEYOND THE R/W LINE EXCEPT FOR REPLACEMENT PURPOSES. WHEN USED IN CONJUNCTION WITH STANDARD THE ENTRANCE VOLUME DESIRABLE MAXIMUM STANDARDCS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. HIGH (MORE THAN 1500 VPD) 0 % 3 X SEE STANDARD CG-12 FOR CURB RAMP DESIGN MEDIUM (500-1500 VPD) S 3 % 6 % TO BE USED WITH THIS STANDARD. LOW (LESS THAN 500 VPD) S 6 X 8 % )K PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS THE ENTRANCE. OPTIONAL. FLOWLINE MAY REQUIRE WARPING OF A PORTION OF GUTTER TO PRECLUDE PONDNG OF WATER. SPECIIFICATIION REFERENCE METHOD OF TREATMENT - CONNECTION FOR STREET INTERSECTIONS 502 AND COMMERCLAL ENTRANCES VI2G04A DEPARTMENT OF TRANSPORTATION 203.04 � 1.00' 0.75 u 0, 50 I 1 I, �I STORM STRUCTURE 10 ENDWALL DETAIL (ANY STRUCTURAL DESIGN REWQUIRED TO BE PREPARED BY OTHERS) PARKING TABULATIONS N0, OF EMPLOYEES - 50 PARKING SPACES PER EMPLOYEE 4/5 TOTAL N0. OF REQUIRED SPACES = 38 TOTAL N0. OF PROVIDED SPACES = 59 N0. OF HANDICAP SPACES = 2 LOADING SPACE TABULATIONS TOTAL FLOOR AREA = 51,000 SQ.FT, NO. OF LOADING SPACES REQUIRED = 2 NO. OF LOADING SPACES PROVIDED = 4 05 tW- Q O Z W F" rrOr7t�r)nr�r7 0000000 Q r-C)r•)CVOr7cV a p 04 ~ W N > Q •� U " 04 W ce)W P. El En W • U F-� o � N Q � ¢ n o o z w W � a. In � w a � � o 110 U M O O N .� � ��Wo 'w U 03 w SHEET 2 OF 12 PP-2003 8 1 12" RCP SPECIAL DESIGN CONCRETE SLAB END TREATMENT 7. � sl o le d / WELDED WIRE FABRIC (64,W2.9xW2.9) 0. 50' _ • +-F HOOK BOLTS 60' RIGHT OF WAY CG-6 15' 15' (TYP) f4' 161 SEE TYPICAL PAVEMENT `--l' MIN 1.00' 4.00 — 2.13' 4.00' - SECTION BELOW UD-4 TYP 1.33' NOTES: ALL CONCRETE TO BE CLASS A-3 IN ACCORDANCE WITH SECTION 217 OF THE CURRENT SPECIFICATIONS. HOOK BOLTS 18" C.C. WILL BE REQUIRED IF STRUCTURE IS ON A SKEW MORE THAN 150. THE REIFORCEMENT IS TO BE IN ACCORDANCE WITH SECTION 223 OF THE CURRENT SPECIFICATIONS AND SHALL BE PLACED IN ACCORDANCE WITH SECTION 406. HOOK BOLT MATERIAL SHALL MEET THE CURRENT ASTM A-307. BOLTS SHALL BE GALVANIZED TO MEET THE CURRENT ASTM A-153. FOR CONCRETE, B-50 WHERE CONTACT IS MADE BETWEEN PIPE AND HOOK BOLTS. HEX BOLTS THREADS FOR BOLTS AND NUTS AMERICAN STANDARD COURSE THREAD SERIES CLASS 2 FIT. APPROXIMATE DIMENSIONS FOR HOOK BOLTS ;ate bawl -to) 2 O.D. CONCRETE ARCH NOTE: CONCRETE AROH 'TO EXTEMD 2' rj"F t}EcOS!E. tIORNi PIPES STORM CULVERT COMPUTATIONS From Point — To Point Drainage Area C Factor C x A Inlet Time Min. Rain Fall In/Hr Runoff Q C.F.S. InvertElevation Length FT. Slope % Dia. IN. Capacity Q C.F.S. VEL. F.P.S. Flow Time MIN. Increment Cumm. Upper End Lower End 21 20 0.4 0.5 0.20 0.20 5.00 7.27 1.45 102.88 102.61 53.10 0.50% 12 2.53 3.33 0.27 ARBOR COURT STORM CULVERT f TYPICAL ARBOR COURT STREET SECTION WITH CURB AND GUTTER NOT TO SCALE -g l 00+61r M co M v�i., VVIYJ II O1O+OZ 60' RIGHT OF WAY 4' 15' 15' 4' GRAVEL GRAVEL SHOULDER SHOULDER 2--/ SEE TYPICAL PAVEMENT UD-4 TYP SECTION BELOW TYPICAL ARBOR COURT STREET SECTION WITH SHOULDER NOT TO SCALE ,EXI` T f!f! 31-1 J aONCj ul 2!I roCn ARBOR COURT 60' ROW 25 MPH DESIGN SPEED d 1,4? O d N N cD r1 M O C" co efi M N O .— d' O O O� I� O CV Kj Ih 4 vi Ui Ui Ui LA Lo O O O C.2 O O O O O O O O miisiiw"=� 2" SM-12.5A SURFACE COURSE 4" BM-25.0 BASE COURSE 8" SUBBASE VDOT STD. GR-21B OMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 6. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. PVMTSECT TYPICAL ARBOR COURT PAVEMENT SECTION NOT TO SCALE CONCRETE A CH REQ'D ON WATERMA N/F HARRY HILL TRUSTEE FOR A VIS HILL TRO j D8. 967, PG. 217 T.M. 64—((A))-80I ZONE M1 USE --WAREHOUSE' �t 170� ONS�JCTII3T� 25+00 I TEx. 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O m Li uJ 0 O W =� (/1 Z OW Z ¢ v o I i O =� W o = I I = V) %N -�, z o Li O -- ¢ o Lj CD L C-N \' ' z ¢ 0o o 2 � cc wm w [��Lj a �Q 6 -> Q Z ~ Z Z Q CG-2 I 0 cv l l CG-2 i--i af a 10+00 murt, I, N GAS 3AMESE CONNECTION FIRE HYDRANT 15" HDPE' i' N 15 HDPE WATERLINE k*44#00000 00 EASEMENT LEGEND o o 0 CSC DENOTES COMMON SHARED EASEMENT H ; N Z DENOTES PUBLIC ACCESS EASEMENT A o o - IE DENOTES INGRESS -EGRESS EASEMENT 5 z iva A � SI DENOTES SIGHT DISTANCE EASEMENT DENOTES STORM DRAIN EASEMENT ���///// ®DENOTES STORM DRAIN EASEMENT --W/CONSTANT WIDTH=X', WHERE X=10,15,20 OR 24 SS DENOTES SANITARY SEWER EASEMENT �N DENOTES WATER MAIN EASEMENT LEGEND M 0 0 EXISTING EASEMENT N a DENOTES COMMON SHARED EASEMENT LPN DENOTES PUBLIC ACCESS EASEMENT ql > DENOTES INGRESS -EGRESS EASEMENT H � > DENOTES SIGHT DISTANCE EASEMENT (SD) DENOTES STORM DRAIN EASEMENT DENOTES STORM DRAIN EASEMENT CJ W/CONSTANT WIDTH=X', • �' T U Q/, WHERE X=10,15,20 OR 24 � �SS> DENOTES SANITARY SEWER EASEMENT CW,j DENOTES WATER MAIN EASEMENT a - c� LEGEND: w o SIGHT TRIANGLE H Z U Z PROPOSED CURB90, a ~ PROPOSED CG-12 03 a w I LQS LINE OF SIGHT a 85 WATER METER STREET SIGN SIGNS 0 1' SIGN 4 1 PARKING PRIVATE DRIVE , 0 ..1. . ,1 SHEET i��'7�=1� ���■�[ � ��� i" "i�E-'Jn� 5 .It NW. momomR.:� ���������i�■��■� ��L�Cs��i■mil■" �i+��■1■��1■:■� Iri����L::1�����+■L:�►ii��r�■`�G�����►■Sil■ ���������t�■��� ����E�■�i■ ' - I■ i■ .. ■ - I�iiie�i:i■�� E'�����rt1����ii7 ■■aYi:�41�■■�■i������J�.:i■ ���������5'i�■��� iiEit �■�■I■' �lirr■1��1�� ����������iil■li•rii�r■■�Y�������■� ������������■■��■�� �n� 9■�III■ ���n■�■u���■ >u�����■■�����n■■r>•mim�■r�■ir.■r�����lu�u■�ll ����������il■��■� i•i�■ii•�■�i■ !_1�iln�il�� -������ii�����■mni�l�■■�w�����Aw■��1 irvi�■�Ni■ '��■i�r�� 11 � ��� �i0�����►M ilr+`�::�N..7■E%iliH�����ril��ti��5OF �������i��d■�i•��sl�■�I ■ rI•����L�l�����Elil�Wi>l�Ib■1�!■ ���►.9!_9■ �r�►�E■�; to �J� i�����C�� i=� i�� �� �= =�: iu�iM. jf,�mmllmsr i'■■�c-ririi GRINDER PUMP DETAIL I= �GRADE MUST OPE AWAY FROM STATION ZC1)14 - IZ�� S.S. HARDWARE .LD ASSEMBLE - PLACES) 3IKA TAPE -FIELD LOCATE - DETAIL, FIELD JOINT SEE INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS BALLAST REQUIREMENTS A CONCRETE ANCHOR IS REQUIRE ON ALL MODEL 2014-129 STATIONS SPECIFIC CONCRETE DIMENSIONS ARE REQUIRED TO ACHIEVE NECESSARY BALLAST EFFECT SEE INSTALLATION INSTRUCTIONS FOR BALLAST DETAILS LLAST fAINMENT RING @ NSF CP 1• OMMET RD) IPE FIELD JOINT REQUIRED ®� FOR MODELS N® BAFFLE 2014-129 k 2014-160 WATER TIGHT LID, FRP ACCESS WAY VENT DUAL WALL, CORRUGATED STRAIN RELIEF CORD HDPE ACCESSWAY CONNECTOR POWER & ALARM CABLE 12-6 W/GND INTERNAL WELL VENT ELECTRICAL QUICK DISCONNECT 2.0" DIA. NEMA 6P (EQD) CORE CONTROL COMPARTMENT BREATHER DISCHARGE 1 1/4" FPT INLET, GROMMET (304 S.S.) TO ACCEPT 4.50' O.D. PVC PIPE (STANDARD). DUST COVER SUPPLIED 0 QUICK DISCONNECT ASSY. FOR SHIPMENT (NOT (304 S.S.) SUITABLE FOR BURIAL) S.S. CAST BALL VALVE 1 1/4" DISCHARGE LINE IL (304 S.S.) 42.8in 1087mm CHECK VALVE DISCH (GLASS FILLED PVC) ALARM 34.Oin ANTI -SIPHON VALVE 864mm (GLASS FILLED PVC) 28.5in 724mm ON 10 401 L L* � OFF 20.5in 521 mm 16.5in 420mm 280 L* HDPE TANK 58 gal* 1/2' NOMINAL WALL THICKNESS 220 L* 150 GALLON CAPACITY EACH SIDE OF BAFFLE. * CAPACITY VALUES ARE FOR EACH SIDE uC NSF c5p OF BAFFLE. SEMI -POSITIVE DISPLACEMENT TYPE PUMP EACH DIRECTLY DRIVEN BY A 1 HP MOTOR CAPABLE OF DELIVERING 9 gpm AT 138' T.D.H. (34 Ipm AT 42m T.D.H.) BALLAST REQUIREMENTS A CONCRETE ANCHOR IS REQUIRED ON ALL OUTDOOR MODEL 2014 STATIONS SPECIFIC CONCRETE DIMENSIONS ARE REQUIRED TO ACHIEVE NECESSARY BALLAST EFFECT SEE INSTALLATION INSTRUCTIONS FOR FURTHER DETAILS r ' • ►+w "r ��* �#try# - -- �•rt�•r•���i PRO pritr � F+•H��l� 1�liri•i•i•*i t "i+r4•iiti' � �, 1 �#••#r. r•rri#w�iT �� �� �-**,yam+�►*.- ����-�; �. �• 'firs Sri 1\'.�r!r�' 1/1 J{`jib-5r\iJ ' mww pia-•mot-r!a• e o n • �'AS2012 T IWORMATION SERIES PUMP SPECIFICATIONS THERE WILL BE TWO PUMPS FOR A DUPLEX CONDITION EACH PUMP HAS THE FOLLOWING CHARACTERISTICS 1 HP 1725 RPM 240V 60 HZ (SINGLE PHASE) 15 GAL/MIN 138' HEAD BALLAST CALCULATIONS GP Model Wet Well Volume cu. Ft. Fnet- Buoyant Ib Station Weight Ib(lb) Fballast Volume Concrete cu. ft. Weight Concrete in Air Ib 2014-93 22 902.8 470 2787.4 6.1 915 12014-1291 22 1 863.8 1 509 1 5174.4 1 6.1 915 12014-1601 22 1 833.8 1 539 1 7253.4 1 6.1 1 915 10+00 Q `z J �Q a0 N :::z- 8- III~ Q o Cy oo ' X rQ SANITARY FORCEMAIN 75 L -2— 1 FIRE SUPPL� V CLEAN OUT 6" GATE VALVE WATER METER V W O � Co � N I ty = 0 Q 41 zZC4 :Z zco z Q O V SANITARY LATERAL 10+50 00 00 10+50 [/A Sr r E �Rlp AV/0RTH h o000000 Z -1C4r2NMT d o� fit` no ao o) MR I' 000 ,%% EASEMENT LEGEND �` L)� r o� o Cv 0 . ` w co N Z CSC DENOTES COMMON SHARED EASEMENT P� DENOTES PUBLIC ACCESS EASEMENT 0 z o =Zw IE DENOTES INGRESS -EGRESS EASEMENT Z A = Ar SI DENOTES SIGHT DISTANCE EASEMENT 0 gg� 1�•� ���� SD DENOTES STORM DRAIN EASEMENT q)--DENOTES STORM DRAIN EASEMENT _W/CONSTANT WIDTH=X', WHERE X=10,15,20 OR 24 SS DENOTES SANITARY SEWER EASEMENT DENOTES WATER MAIN EASEMENT LEGEND o EXISTING EASEMENT C> DENOTES COMMON SHARED EASEMENT �a> DENOTES PUBLIC ACCESS EASEMENT q IE;> DENOTES INGRESS -EGRESS EASEMENT H SI > DENOTES SIGHT DISTANCE EASEMENT Q �SD> DENOTES STORM DRAIN EASEMENT >..sl Z DENOTES STORM DRAIN EASEMENT W/CONSTANT WIDTH=X', �p � U p.! WHERE X=10,15,20 OR 24 F-�-1 SS> DENOTES SANITARY SEWER EASEMENT �'� � W ` WO DENOTES WATER MAIN EASEMENT c'3 CA [—' >_4 a ~H LEGEND: SIGHT TRIANGLE o Fw U Z a x� PROPOSED CURB y 1 C/) Q � PROPOSED CG-12 � 1700 VP:Dl PROJECTED TRAFFIC �I COUNT 0 LQS LINE OF SIGHT II� WATER METER W STREET SIGN U SIGNS STOP SIGN SHEET O2 NO PARKING LEGEND 6 O3 PRIVATE DRIVE OF FIRE LANE "A" EX. GRADE ®12 © FIRE LANE "B" PROP. GRADE © FIRE LANE "C" -- PP-2003 8 STORM SEWER DESIGN COMPUTATIONS From Point To Point Drainage Area C Factor C x A Inlet Time Min. Rain Fall In/Hr Runoff Q C.F.S. Invert Elevation Length FT. Slope % Dia. IN. Capacity Q C.F.S. VEL. F.P.S. Flow Time MIN. Increment Cumm. Upper End Lower End 5 4 1.90 0.85 1.62 1.62 5.00 6.79 10.97 94.11 93.61 100.00 O.50% 24 16.04 5.50 0.30 4 3 0.62 0.85 0.53 2.14 5.00 6.79 14.54 93.36 92.61 1 100.00 0.75% 24 19.64 6,84 0.24 3 2 0.43 0.85 0.37 2.51 5.00 6.79 17.03 92.36 87.29 168.77 3.00% 24 39.29 12.06 0.23 2 1 0.00 0,85 0.00 3.37 5.00 6.79 22.91 87,04 86.29 37.61 2.00% 24 32.08 11.10 0.06 8 7 0.67 0.85 0.57 0.57 5.00 6.79 3.87 94.46 93.70 76.30 1.00% 15 6.48 5.51 0.23 7 6 0.35 0.85 0.30 0.87 1 5.00 6,79 5.89 93.45 89.95 250.00 1.40% 15 7.66 6.89 0.61 6 2 0.00 0.85 0.00 0.87 5.00 6.79 5.89 89.70 88.04 150,59 1.10% 15 6.79 6.23 0.40 13 12 8.92 0.85 7.58 7.58 5.00 6.79 51.48 90.44 85.35 301.69 1.69% 36 86.94 12,82 0.39 12 11 0.00 0.85 0.00 7.58 5.00 6,79 51.48 85.10 82.26 141.93 2.00% 36 94.58 13.66 0.17 11 10 0.00 0.85 0.00 7.58 5.00 6.79 51.48 82.01 78.34 142.12 2.58% 36 107.42 15.04 0.16 NOTE: PIPE CAPACITIES FOR SEWER SYSTEM TRANSMITTING OFFSITE STORM WATER (STR. 10 - STR 13) WAS CALCULATED USING THE FOLLOWING PARAMETERS: 1) MAXIMUM CAPACITY OF EXISTING 30" PIPES AT 0.8% (26.6 CFS). 2) MAXIMUM CAPACITY OF EXISTING 18" PIPES AT 0.7% (8.18 CFS). 3) DRAINAGE AREA OF 2.9 AC 4) 100-YR STORM EVENT INTENSITY (7.71 IN/HR). 04 C14 CN n�7 - I ti 6 Z Con 0 STORM SEWER INLET COMPUTATIONS ----------- ---------- - -------- -------- r__ > INLET Q Q Q S Sx T W I WIT I Sw JSvv1SxJ Eo I a I S'w I Se I Lt I P I LILt I d I E I h I Q I d/H I Qb T ------ - ------- -- - ------------ -- -- - --- ------- ------- ---- ... . ....... ------ Z Cn m Cn > 0 C -0 >► T 0 03 X 0 Z m m > 03 > Cl) m m ------------ C) "4 Z m > m Cf) C/) > Z > > --1 0 G) 0 < m 0 m Cf) > > rfi 0 m > X Cn T Z m m > > 7 T_ 2.5 04 3 DI-7 0.43 0.85 0.37 0.37 5.47 2.00 0.00 2.00 6.5 0.22 C-4 --------- U0 00 . . .... -- - ---- ---- 4 DI-7 0.62 0.85 0.53 0.53 5.47 2.88 0.00 2.88 6,5 0.28 - ------- - ---_---- - 5 DI-7 1.90 0.85 1.62 1.62 5.47 8.83 0.00 8.83 6.5 0.59r rZ 5 - 0 La 8 D1-3C 6 0.40 0.85 0.34 0.34 4.00 1.36 1.36 0,01 0.03 5.53 1.5 0.085 2.83 9.60 0.23 0.46 0.51 LUa. LU 4- 0.27 0.85 0.23 0.23 4.00 0.92 0.00 0.92 4.59 IJJ M -------- 7 DI-7 0.35 0.85 0.30 0.30 5.47 1.63 0.001 1.63 6.5 1 10.19 1 L I I ta al < > --------- :S_ r- - - - --- - -_ - LEGEND _"S 1 Adequate Outfall Narrative Offsite runoff is collected into a closed conduit system via an endwall structure and conveyed though the site to the outfall channel and pre -development flow is maintained (51.48 cfs for 1 0-yr storm event) . At the outfall structure, flow velocity is diffused with 20 feet of class 11 rip -rap. Onsite runoff is collected into a separate closed conduit system through inlet structures and conveyed to the storm water management pond. Flow from the pond enters the outflow channel through a riser structure and pipe. Pre -development flow for a 1 0-yr storm event is maintained (9.92 cfs). The velocity of flow entering the outfall channel is diffused with 12 feet of class 11 rip -rap. Additional flow into the channel comes from the off -site storm water management pond on the adjacent property designed by Bowman Consulting Group. Information received from BCG indicates that the flow from the pond is approximately 39.2 cfs for a 1 0-yr storm event. The total flow in the outfall channel from the three point sources and overland flow (2 cfs) is 102.5 cfs. A cross section at the properly line shows a flow velocity of 3.0 fps at a depth of 2.74 feet at a slope of 0.50%. Therefore the flow is completely contained within the channel at the properly line as shown on the cross section report below, and the velocity is such that erosion is minimized. Immediately downstream of the property line, the channel opens up to a wide flat area which makes up the upper reaches of a farm pond. • �00W§111 Fee NJ full • 79.00 77.00 0+00 0+10 0+20 0+30 0+40 0+50 0+60 0+70 V:10.0 L H: 1 N1 GRADE @ C PIPE ,-EX. GRADE @ I PIPE 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 t I V t r) Nrt k T I LO i to m- M ------------ CD Cn M -4- N-1 7- - 4-- Z ---------- ----------- V- 7­11 f T -- - --------- Iq ------ ----- ...... --A -4- 7- MITI? E _V -------------- ---------- - ---- --------- C14 _4 -------------- ---- - ------ ---------------- ­LL -7 --- -------- ---- --- - ---- -- -- - ---- ------ ----- ----- --- -- - -- LLJ _7 M Er- 0 PC) -PC)- ------------ f 4 L CN al ± i -1 1 -_ C) C:' Ca ----------- ------- - ----- - ----- r1_ co _10 100 In 44 _8 - --------- T_ + L ;> 0 IL AV IL o Ar E-- �4 C4 40. 4111wr 6 Z Ar Ar Ar '0000 1IL IL % 0 44 ', A, 644 06 06 PP-20038 ti 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 ]992 �.08 EROSION & SEDIMENT CONTROL NARRATIVE SILT FENCE C CL VER T INLET PROTECTION ENOWALL --------------- TOE OF FILL-J*-...---- CUL'JERT I I I 1 I I �I I I I I I ------- --T---------- - + L TOE OF F1 L SILT FEN: L � "OI;TWJCE IS 6' MINIMUM IF FLOW I5 TOWARD EMBANKMENT L FLOW OPTIONAL STONE COIYIBIA 4 TION -LOW 'v7 T 03, #357 OR f5 COARSE AGGREGATE TO REPLACE SILT FENCE IN ' HCRSESHOF " WHEN HIGH VELMIY OF FLOW 15 ECPECrED ISource: Adapted from VDOT Standard I RIPRAP Plate 3.08-1 STONE CONSTRUCTION ENTRANCE FILTER CLOTH EXISTING GROUND z N VDOT #1 B COURSE AGGREGATE * MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION FILTER CLOTH 70' MIN. WASHRACK 10' MIN --*--POSITIVE DRAINAGE TO SEDIMENT TRAPPING DEVICE r-%I A►1 III r1 A SECTION A -A 5:1 EXISTING PAVEMENT MOUNTABLE BERM (OPTIONAL) MIN. 10' EXISTING PAVEMENT 10' MIN. 3" MIN. - 3" MIN. REINFORCED CONCRETE J DRAIN SPACE SECTION B-B Plate 3.02-1 ROCK CHECK DAM 2 ACRES OR LESS OF DRAINAGE AREA: FILTER CLOTH (OPTIONAL) (DOWNSTREAM VIEW) VDOT #1 (COURSE AGGREGATE) FLOW 3' 2-10 ACRES OR LESS OF DRAINAGE AREA: FILTER CLOTH (OPTIONAL) VDOT #1 (COURSE AGGREGATE) FLOW _ (DOWNSTREAM VIEW) 3' I RIPRAP CONSTRUCTION OF A SILT FENCE (WITH WIRE SUPPORT) 1. SET POSTS AND EXCAVATE A 44' 2. STAPLE MIRE FENCING TO THE POSTS TRENCH UPSLOPE ALW THE LINE OF POSTS. Plate 3.20-1 PIPE OUTLET CONDITIONS A _. A 'IPE OUTLET TO FLAT AREA WITH NO DEFINED :HANNEL L a I 1�f1 d SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER 3d o (MIN.) 'IPE OUTLET TO WELL )EFINED CHANNEL 3. ATTACH THE FILTER FABRIC TO THE MARE FENCE AND EXTEND IT IMO THE TRENCH v r d SECTION A -A F� SPECIAL APPLICATION 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 = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Plate 3.18-1 4. BAWLL AND COMPACT THE EXCAVATED SOIL fLON' LXTLPC UN OF rAtW ANU WIML wIU IML IKrM;H FILTER FABRIC Plate 3.05-1 TRAP ID TOTAL DRAINAGE AREA STORAGE REQUIRED STORAGE PROVIDED WET STORAGE DRY STORAGE DEPTH AREA VOLUME VOLUME EXCAVATED D2 A2 V2 REQ'D DEPTH BERM HEIGHT (H) TOP BERM WIDTH RISER(Hr)/ OUTLET(Ho) HEIGHT BOTTOM ELEVATION WET STORAGE ELEVATION DRY STORAGE ELEVATION TOP OF BERM ELEVATION SIDE SLOPES OUTLET TYPE PIPE INV. IN. PIPE INV. OUT WEIR / PIPE LENGTH DEPTH D1 AREA Al VOLUME V1 VOLUME REQ'D (Acres) (cu.ft.) (cu. ft.) (ft.) sq. ft.')(cu. ft.) (cu. ft.) (ft.) sq. ft. (cu. ft.) (cu. ft.) (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) ST1 2.65 1 9588 10399 2.00 2900 1 4930 1 4794 1 1.75 3350 1 5469 4794 2.00 2.75 3.00 1.75 84.00 86.00 87.75 88.75 1:1 PIPE 86.00 84.00 25 V1 = 0.85 x D1 x Al V2=[(A1 + A2)/2] x D2 NOTES: 1. TOTAL DRAINAGE AREA IS USED TO DETERMINE THE STORAGE VOLUME REQUIRED. TOTAL DRAINAGE AREAS LESS THAN ONE ACRE ARE ALLOWED TO USE GRAVEL OUTLET STRUCTURES. TOTAL DRAINAGE AREAS FROM ONE TO THREE ACRES ARE TO USE RISER PIPE OUTLET STRUCTURES. 2. THE REQUIRED STORAGE VOLUME IS BASED UPON 134 CU. YD. PER ACRE (OR 3618 CU. FT. PER ACRE). 3. TOTAL DRAINAGE AREA (IN ACRES) IS USED TO DESIGN THE OUTLET STRUCTURE OF THE TRAP. 4. CONSTRUCTION OF SEDIMENT TRAPS SHALL BE IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK. PROJECT DESCRIPTION The purpose of this project is to construct an indistrial site for Allied Systems. The site is located in the Swawnee District of Frederick County, Virginia. Approximately 7.15 acres will be disturbed for this project. 1= 0- EXISTING SITE CONDITIONS O LLl � The proposed site consists of slopes ranging from 2 to 25%. The site is primarily wooded. ? is currently a gravel surfaced road. I ADJACENT PROPERTY W The site is surrounded by land in industrial use and farm use. OFFSITE AREAS L No disturbance of any off -site areas will be required for this project. Q 0 SOILS 0 Z (See Status Sheet) EROSION AND SEDIMENT CONTROL MEASURES M r7 r7 M o00o000 r7 I`) Q f�a'P2Nco) Unless otherwise indicated, all vegetative and structural erosion and sediment control practices shall be constructed and maintained according to minimum standards and specification of the ¢ ) 04 handbook. The minimum standards of the VESCR shall be adhered to unless otherwise waived or approved by a variance. aa. r- 1-- 00 co m r-'- No disturbed area shall be denuded for more than seven (7) days, except for that portion of the site in which work will be continuous beyond seven (7) days. All Temporary Diversions, Silt Trapping Structures, Silt Fence and other perimeter controls as indicated on the plans, shall be placed in conjunction with clearing and prior to rough grading. U Cn N � w � CONSTRUCTION SEQUENCING 1. Construction shall be sequenced so that grading operations can begin and end as quickly as possible. C's z o 2. Install the Temporary Gravel Construction Entrance. " U C > o 3. Install Silt Fence around perimeter. O a w w !Q 4. Install Culvert Inlet Protection and Outlet protection for existing 24" CMP along Arbor Court. rj H U 5. Install check damn downstream of existing 24" CMP. v 6. Install Culvert Inlet Protection for existing 18" CMP along Arbor Court. x � w 7. Construct Diversion Dikes, Temporary Sediment Basin, and Pond # (to serve as sediment basin). r� 8. Provide temporary seeding and mulching to all earthen perimeter controls immediately following grading. b1J W z! o 9. Install proposed storm sewer pipe, structures 11 and 12; extend halfway to structures 10 and 13. r� V4 N o0 10. Install Culvert Inlet Protection and Outlet Protection at proposed culvert inlets after installation. 11. Clear remaining site, in phases necessary to stage construction. Begin rough grading. d) w 12. Start re -vegetation as areas are brought to grade or stand idle for more than fourteen (14) days. a a 13. Stabilize the remainder of the disturbed area with permanent seeding. aA O 14. When the site work is completed, remove all structural practices and apply permanent seeding to all disturbed areas. w PERMANENT STABILIZATION � Z d � w a o All areas disturbed by construction shall be stabilized with permanent seeding immediately following finished grading. Seeding shall be done with Kentucky 31 Tall Fescue according to �:) > v Std. & Spec. 3.32, Permanent Seeding, of the handbook. Permanent seeded areas shall be protected during establishment with straw mulch. All measures are to be inspected daily by the site superintendent. Any damaged controls shall be repaired and/or replaced by the close of the day. No controls are to be removed without the approval of the site inspector. The contractor shall be responsible for any damage or penalties caused by his failure to comply with the erosion and sediment control program or the A7 direction of the site inspector. The design engineer shall be notified of any changes to this program.o 1144*0#00 0/00 1. The check dam will be checked regularly for sediment and cleaned when necessary. 2. The gravel outlets will be checked regularly for sediment buildup, which will prevent drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or replaced. C O 3. The silt fence barrier will be checked regularly for undermining or deterioration of the fabric. Sediment shall be removed when the level of sediment deposition reaches halfway to the 1, H c top of the barrier. AV 6 z ~= A �. 4. The seeded area will be checked regularly to ensure that a good stand is maintained. Area should be fertilized and reseeded as needed. 000 Qg01� /000 ♦11111, STRUCTURAL PRACTICES 1. Silt Fence Barrier - 3.05 A temporary barrier consisting of a synthetic filter fabric stretched across and attached to supporting posts and entrenched. 2. Temporary Construction Entrance - 3.02 A gravel pad located at points of vehicular ingress and egress on a construction site to reduce the mud transported onto public roads and other paved areas. M 3. Rock Check Dam - 3.20 0 0 N Small temporary stone dams constructed across a swale or drainage ditch to reduce the velocity of concentrated flows, reducing erosion of the swale or ditch. Limited to use in small open a channels which drain 10 acres or less; should not be used in live streams.`7� 4. Culvert Inlet Protection - 3.08 A sediment filter located at the inlet to storm sewer culverts which prevents sediment from entering, accumulating in and being transferred by the culvert. It also provides erosion control at 1W culverts during the phase of a project where elevations and drainage patterns are changing, causing original control measures to be ineffective. Cd a � � 5.Outlet Protection - 3.18 The installation of paved and/or rip -rap channel sections and/or stilling basins below storm drain outlets to reduce erosion from scouring at outlets and to reduce flow velocities before n/ stormwater enters receiving channels below these outlets. F-1 hh++� T F^�i VEGETATIVE PRACTICES 1. Permanent Seeding - 3.32 n/ W Establishment of perennial vegetative cover by planting seed on rough grading areas that will not be brought to final grade for a year or more or where permanent, long lived vegetative is fine hh�ill ^ W 0 F-I-j cover needed on grading areas. � N II 2. Temporary Seeding - 3.31 All denuded be left dormant for extended of time, shall be seeded with fast temporary vegetation immediately following Selection of the seed Ca`6 U M-I x areas, which will periods germinating grading. vi W U mixture will depend on the time of year it is applied. O Q 3. Erosion Control Blanket - 3.36 or Mulch - 3.35 W �' Erosion control blankets will be installed over fill slopes, which have been brought to final grade and have been seeded to protect the slopes from rill and gully erosion and to allow seed to germinate properly. Mulch (straw or fiber) will be used on relatively flat areas and will be applied as a second step in the seeding operation. SHEET 9 OF 12 PP-2003 8 0 M W r- L.Lj Cl- 0 CD ILL3 CO C"11 L CD cr) 1w LANDSCAPING CALCULATIONS: C- Cl- � ca x mi TOTAL IMPERVIOUS AREA = 227,266 AC Cj M LLj TREES FIRST 100,000 SQ.FT. 50 (1 PER 2000 SQ.FT.) -IN( EXI S71 (31 C NO. OF 0-4 NO OF ADDITIONAL TREES 25 (1 PER 5000 SQ.FT.) CL Ln A 4'. dBi ------ ---- 0 0- 'I I JAO :> -­ ­.--­----- / ­ 't —0::0. `08 j 6.6-IC-1-1 "I q TOTAL NO. OF PERIMETER TREES REQUIRED 75 7m C4. L N191,2' p" TF Q vwN cm Q 000 U) 0 011, 0 0 0 00 - go NO. OF INTERIOR TREES REQUIRED 6 (1 PER 10 PARKING SPACES) ti j z 5% OF PARKING LOT AREA 1181 SQ.FT. CD N PARKING LOT LANDSCAPE AREA 1197 FT. j TOTAL NO. OF TREES PROVIDED 100 < LANDSCAPED AREA 67,329 SQ. FT. (-n- top'o pp'off) N -C:) CD CD Xj < % SITE LANDSCAPED `4 -j��ZS-Z­ C:�) 67,329/294,595 23% T j 0-4 r- 00 oo cn % WOODLANDS DISTRUBED 100% < 4 j Plant List L 01 -3: C� C-4 - - - - - - - Ln 0 coo C4 z O O E-1 L) rn u L) 2111 0 ww C") 0 Z 04 u 0 z 0 �024,- y I T�RLL Lt L 00 OOL C- ­:C V-F SIGNAGE NOTES: 21 LL-1 iNJ 'S 4 ONE FREE-STANDING BUSINESS SIGN TO BE LOCATED NEAR THE N 00 'COD) S vv__Ir S/w'� V') ENTRANCE (AS SHOWN) AT A MINIMUM OF 10' FROM THE RIGHT OF WAY. x 1 5' CON C E A N U T SIGN HAS YET TO BE DESIGNED BUT MUST CONFORM TO THE FOLLOWING LLJY. �po • q41f p %J 7 '6 T E J j, U STANDARDS: ILVE� L A) SHALL NOT EXCEED FIVE FEET IN HEIGHT. k w. Fx- INA MqTER �k B) SHALL NOT EXCEED 100 SQ. FT. IN AREA. NC 14, m W4 C) PERMIT TO BE OBTAINED PRIOR TO CONSTRUCTION Pz • 00 00 'AL p OUTDOOR LIGHTING NOTES 00 DO 615 CD DO co _+_____-____ --- .•-. � ___�:-- . ____ -- , \ ' - M , ; .�,.. � , OUTDOOR LIGHTING TO BE PROVIDED ON BOTH BUILDINGS, FROM DUSK < C 00 TO DAWN, FOR SECURITY PURPOSES. DETAILS TO BE PROVIDED ON BUILDING ELECTRICAL DRAWINGS. �c to - X­ (-D in 2 CD A------ - L ENVIRONMENTAL FEATURES NOTES 'D C) :­ 11 -- " CD LLJ J') Q— L4 Qj 00• THE SITE IS PARTIALLY WOODED WITH YOUNG -GROWTH TREES AND j L-J :cD -7 UNDERGROWTH. NO FLOODPLAINS OR STEEP SLOPES ARE PRESENT ON THE SITE. LES,/ -_ A -A I LJ-J I Z zz� IAJ 0 P-4 1 -V Q) C' N "AR I _u 7:1 --4 VW7' u 1 77 Mm 90,Z 1061 N WASI M99 ft�-Rf me-1 # L4�9-LL OOL U --- -------- C) ---------- VA CQ C/ (Z) CZ\4 -zz:Q Q-) L Q3 ,2� 'X] N GRAPHIC SCALE 50 120 30 0 15 30 SHEET 10 OF 96 IN FEET 4- R=7-5 I inch = 30 ft. Lz PP-20038 POND NARRATIVE THIS STORMWATER MANAGEMENT FACILITY IS INTENDED TO PROVIDE QUANTITY CONTROL FOR THIS SITE. OFFSITE DRAINAGE HAS BEEN CONVEYED THROUGH A BY PASS PIPE FROM ONE SIDE OF THE SITE TO THE OTHER. THEREFORE, THIS POND HAS BEEN DESIGNED TO HANDLE THE RUNOFF FOR ONLY THIS SITE. PRE AND POST DEVELOPMENT AREAS WERE DEVELOPED FOR THIS POND UTILIZING THE GRADING SHOWN IN THIS PLAN. TIME OF CONCENTRATION AND RUNOFF COEFFICIENTS WERE BY A COMBINATION OF SITE INSPECTION AND ENGINEERING JUDGMENT. THE BASIC DESIGN OF THE POND IS A BARREL AND RISER STRUCTURE WITH AN EMERGENCY SPILLWAY LOCATED IN CUT. DUE THE DRAINAGE AREA SIZE FOR THIS POND, A RATIONAL METHOD WAS USED TO COMPUTE PEAK OUTFLOW. THE 2, 10, AND 25 YEAR STORM EVENTS ARE CONTROLLED AND DISCHARGED BELOW PREDEVELOPMENT RATES. COMPUTA11ONS FOR THE 100 YEAR STORM ARE INCLUDED TO SHOW THE FACILITY DOES NOT OVERTOP FOR THIS EVENT. 2 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O Cfs Elevation ft Storage Cf 0 0.00 10.56 0 0.00 80.00 0 2.5 10.56 21.12 5.092 10.56 2.73 81.10 587 5 21.12 20.09 28.189 36.77 4.29 82.68 2436 7.5 20.09 19.07 58.995 69.40 5.20 83.93 4815 10 19.07 16.59 86.743 98.15 5.71 84.73 6934 12.5 16.59 14.11 110.294 122.40 6.05 85.32 8726 15 14.11 12.36 128.424 140.99 6.28 85.74 10103 17.5 12.36 10.62 141.997 154.90 6.45 86.04 11134 20 10.62 9.58 151.885 164.98 6.55 86.23 11882 22.5 9.58 8.54 158.850 172.08 6.62 86.36 12410 25 8.54 7.84 163.640 176.97 6.66 86.45 12773 27.5 7.84 7.14 166.633 180.02 6.69 86.50 12999 30 35 7.14 6.16 6.65 5.71 168.202 167.976 181.62 181.39 6.71 6.71 86.53 86.53 13118 13101 37.5 5.71 5.27 166.467 179.85 6.69 86.50 12987 40 5.27 4.98 164.112 177.45 6.67 86.46 12808 42.5 4.98 4.69 161.080 174.36 6.64 86.40 12579 45 4.69 4.40 157.540 170.75 6.60 86.33 12311 47.5 4.40 4.12 153.505 166.63 6.56 86.26 12005 50 4.12 3.93 148.987 162.02 6.52 86.17 11663 52.5 3.93 3.74 144.091 157.03 6.47 86.08 11292 55 3.74 3.54 138.926 151.76 6.42 85.98 10901 57.5 3.54 3.33 133.507 146.20 6.35 85.85 10489 60 3.33 3.20 127.826 140.38 6.28 85.72 10058 62.5 3.20 3.06 121.956 134.36 6.20 85.59 9612 65 3.06 2.92 115.966 128.21 6.12 85.45 9157 67.5 2.92 2.79 109.859 121.95 6.05 85.31 8693 70 2.79 2.65 103.639 115.57 5.97 85.17 8220 72.5 2.65 2.51 97.308 109.08 5.89 85.03 7739 75 2.51 2.36 90.917 102.47 5.78 84.85 7252 77.5 2.36 2.21 84.466 95.80 5.67 84.67 6760 80 2.21 2.08 77.941 89.04 5.55 84.48 6262 82.5 2.08 1.94 71.360 82.23 5.43 84.30 5760 85 1.94 1.80 64.739 75.37 5.32 84.11 5254 87.5 1.80 1.67 58.123 68.48 5.18 83.90 4748 90 1.67 1.53 51.574 61.59 5.01 83.66 4244 92.5 1.53 1.39 45.089 54.77 4.84 83.42 3745 95 1.39 1.26 38.663 48.01 4.67 83.18 3250 97.5 1.26 1.12 32.348 41.31 4.48 82.92 2762 100 1.12 0.98 26.322 34.73 4.20 82.58 2289 102.5 0.98 0.85 20.559 28.43 3.93 82.25 1837 105 0.85 0.70 15.303 22.39 3.54 81.87 1414 107.5 0.70 0.55 10.518 16.85 3.16 81.51 1026 110 0.55 0.41 6.129 11.76 2.82 81.18 671 112.5 0.41 0.27 2.943 7.08 2.07 80.79 376 115 0.27 0.14 1.506 3.63 1.06 80.40 192 117.5 0.14 0.00 0.796 1.92 0.56 80.21 102 120 0.00 0.00 0.387 0.93 0.27 80.10 49 Cf)UL U C3 INFLOW -OUTFLOW HYDROGRAPH 2 YEAR 25.00 0[0 10.00 5.00 "FPO 0 10 20 30 40 50 60 70 80 90 100 TIME (MIN) - - - INFLOW OUTFLOW 110 120 PRE DEVELOPMENT Subarea Designation and Description "C" Acres 2-Year Runoff (cfs) 10-Year Runoff (cfs) 25-Year Runoff (cfs) 100-Year Runoff (cfs) On -Site 0.40 5.50 = 7.96 10.80 12.68 15.39 Off -Site 0.00 0.00 = 0.001 0.00 0.001 0.00 Total 0.40 5.50 = 7.96 10.80 12.68 15.39 POST DEVELOPMENT Subarea Designation and Description "C" Acres 2-Year Runoff (cfs) 10-Year Runoff (cfs) 25-Year Runoff (cfs) 100-Year Runoff (cfs) On -Site 0.85 6.20 = 19.07 25.87 30.38 36.87 Off -Site 0.00 1 0.00 = 0.00 0.00 0.00 0.00 Total 0.85 1 6.20 1=1 19.071 25.871 30.381 36.87 10 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O Cfs Elevation ft Storage Cf 0 0.00 13.86 0 0.00 80.00 0 2.5 13.86 27.72 7.940 13.86 2.96 81.32 817 5 27.72 26.46 40..095 49.52 4.71 83.23 3361 7.5 26.46 25.20 82..998 94.28 5.641 84.63 6648 10 25.20 22.07 122.256 134.66 6.20 85.60 9634 12.5 22.07 18.93 156.344 169.53 6.59 86.31 12220 15 18.93 16.57 183.405 197.34 6.97 86.82 14278 17.5 16.57 14.22 202.867 218.91 8.02 87.18 15817 20 14.22 12.83 215.864 233.66 8.90 87.40 16857 22.5 12.83 11.44 224.015 242.91 9.45 87.53 17510 25 11.44 10.50 228.745 248.28 9.77 87.61 17888 27.5 32.5 10.50 8.86 9.56 8.17 230.858 229.808 250.68 249.48 9.91 9.84 87.65 87.63 18058 17973 35 8.17 7.61 227.482 246.84 9.68 87.59 17787 37.5 7.61 7.05 224.331 243.27 9.47 87.54 17535 40 7.05 6.62 220.567 239.00 9.21 87.48 17234 42.5 6.62 6.20 216.379 234.24 8.93 87.40 16898 45 6.20 5.84 211..935 229.20 8.63 87.33 16542 47.5 5.84 5.48 207..328 223.97 8.32 87.25 16174 50 5.48 5.22 202.642 218.65 8.01 87.17 15799 52.5 5.22 4.96 197.969 213.35 7.69 87.09 15424 55 4.96 4.71 193..387 208.15 7.38 87.02 15058 57.5 4.71 4.46 188.710 203.06 7.17 86.93 14691 60 4.46 4.28 183.909 197.88 6.99 86.83 14317 62.5 4.28 4.09 179.019 192.65 6.81 86.74 13937 65 4.09 3.92 173.860 187.39 6.76 86.64 13547 67.5 3.92 3.74 168.446 181.87 6.71 86.54 13137 70 3.74 3.54 162.791 176.10 6.65 86.43 12708 72.5 3.54 3.34 156..877 170.07 6.60 86.32 12260 75 3.34 3.15 150.684 163.76 6.54 86.20 11791 77.5 3.15 2.97 144..232 157.18 6.47 86.08 11303 80 2.97 2.79 137.554 150.35 6.40 85.95 10797 82.5 2.79 2.62 130.691 143.32 6.31 85.79 10275 85 2.62 2.43 123.657 136.10 6.22 85.63 9741 87.5 2.43 2.25 116.445 128.70 6.13 85.46 9193 90 2.25 2.05 109.051 121.12 6.04 85.30 8631 92.5 2.05 1.85 101..466 113.34 5.94 85.12 8055 95 1.85 1.67 93.702 105.36 5.83 84.93 7465 97.5 1.67 1.49 85.839 97.22 5.69 84.71 6865 100 1.49 1.31 77.903 89.00 5.55 84.48 6259 102.5 1.31 1.12 69.887 80.70 5.41 84.26 5647 105 1.12 0.94 61.786 72.32 5.27 84.03 5029 107.5 0.94 0.75 53.717 63.85 5.06 83.74 4409 110 0.75 0.56 45.693 55.41 4.86 83.44 3791 112.5 0.56 0.37 37.706 47.01 4.65 83.15 3177 115 0.37 0.19 29.900 38.64 4.37 82.78 2570 117.5 0.19 0.00 22.415 30.46 4.02 82.36 1983 120 0.00 0.00 15.482 22.60 3.56 81.88 1428 35.00 30.00 25.00 20.00 U)U_ C� 15.00 1 11 5.00 0.00 0 INFLOW -OUTFLOW HYDROGRAPH 10 YEAR I r I 1 I I i i l I I I 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - - INFLOW OUTFLOW 25 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O cfs Elevation ft Storage Cf 0 0.00 15.65 0 0.00 80.00 0 2.5 15.65 31.30 9.485 15.65 3.08 81.43 943 5 31.30 30.31 46.670 56.43 4.88 83.48 3866 7.5 30.31 29.32 96.527 108.28 5.88 85.01 7680 10 29.32 25.78 143.225 156.15 6.46 86.06 11227 12.5 25.78 22.25 184.317 198.32 7.00 86.84 14349 15 22.25 19.43 214.708 232.35 8.82 87.38 16765 17.5 19.43 16.61 235.887 256.38 10.25 87.73 18460 20 16.61 15.02 249.076 271.92 11.42 87.96 19537 22.5 15.02 13.44 256.563 280.71 12.07 88.08 20148 25 13.44 11.25 12.35 10.45 260.256 259.992 285.03 284.72 12.39 12.36 88.13 88.13 20448 20427 30 32.5 10.45 9.64 257.401 281.69 12.14 88.09 20216 35 9.64 9.04 253.815 277.49 11.84 88.04 19924 37.5 9.04 8.44 249.567 272.50 11.47 87.97 19578 40 8.44 7.97 244.955 267.05 11.05 87.89 19200 42.5 7.97 7.50 240.145 261.37 10.61 87.81 18807 45 7.50 7.12 235.214 255.62 10.20 87.72 18406 47.5 7.12 6.74 230.118 249.84 9.86 87.64 17998 50 6.74 6.44 224.956 243.98 9.51 87.55 17585 52.5 6.44 6.14 219.809 238.14 9.16 87.46 17173 55 6.14 5.89 214.750 232.39 8.82 87.38 16768 57.5 5.89 5.63 209.803 226.78 8.49 87.29 16372 60 5.63 5.39 204.991 221.32 8.16 87.21 15987 62.5 5.39 5.15 200.314 216.01 7.85 87.13 15612 65 5.15 4.93 195.774 210.86 7.54 87.06 15249 67.5 4.93 4.71 191.308 205.86 7.27 86.98 14894 70 4.71 4.47 186.750 200.94 7.10 86.89 14539 72.5 4.47 4.23 182.094 195.93 6.92 86.80 14176 75 4.23 3.98 177.202 190.79 6.80 86.70 13800 77.5 3.98 3.74 171.928 185.42 6.74 86.60 13400 80 3.74 3.51 166.269 179.65 6.69 86.50 12972 82.5 3.51 3.29 160.258 173.52 6.63 86.38 12517 85 3.29 3.05 153,925 167.06 6.57 86.26 12037 87.5 3.05 2.81 147.263 160.27 6.50 86.14 11532 90 2.81 2.58 140.263 153.13 6.43 86.01 11002 92.5 2.58 2.34 132.971 145.65 6.34 85.84 10448 95 2.34 2.12 125.398 137.89 6.24 85.67 9873 97.5 2.12 1.89 117.564 129.85 6.14 85.49 9278 100 1.89 1.65 109.490 121.57 6.04 85.31 8665 102.5 1.65 1.42 101.169 113.04 5.93 85.12 8033 105 1.42 1.17 92.624 104.24 5.81 84.90 7382 107.5 1.17 0.92 83.900 95.21 5.66 84.65 6717 110 0.92 0.70 74.994 85.99 5.50 84.40 6037 112.5 0.70 0.48 65.936 76.61 5.34 84.14 5346 115 0.48 0.24 56.820 67.11 5.15 83.85 4647 117.5 0.24 0.00 47.714 57.53 4.91 83.52 3947 120 0.00 0.00 38.606 47.95 4.67 83.18 3246 35.00 30.00 25.00 20.00 cn U_ U_ C3 15.00 1 11 0.00 0 INFLOW -OUTFLOW HYDROGRAPH 25 YEAR Ill Ill Jill Ill ill 1111 I ill Ill Jill ill ill Ill 1 I i I 1 I I , I -- i --- -}- I -- I r- � I\ _.. - -- I I I ---- I - - �- - I 1 C I I 1 1 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - -INFLOW OUTFLOW PRE-DEVELOPMET INTENSITY POST-DEVELOPMET INTENSITY tc= 13.00 min. tc= 7.00 min. I (2-year)= 3.62 in/hr I (2-year)= 4.72 in/hr 1 (10-year)= 4.91 in/hr 1 (10-year)= 6.23 in/hr 1 (25-year)= 5.77 in/hr I (25-year)= 7.21 in/hr 1 (100-year)= 7.00 in/hr I (100-year)= 8.74 in/hr 100 Year Storm Computations Time min. Inflow li Inflow Ij 2S/dt-O 2S/dt+O Outflow, O Cfs Elevation ft Storage Cf 0 0.00 18.60 0 0.00 80.00 0 2.5 18.60 37.20 12.031 18.60 3.28 81.62 1149 5 37.20 36.38 57.508 67.83 5.16 83.88 4700 7.5 36.38 35.56 118.769 131.09 6.16 85.52 9370 10 35.56 31.44 177.112 190.70 6.80 86.70 13793 12.5 31.44 27.32 225.066 244.10 9.52 87.55 17594 15 27.32 23.78 259.220 283.82 12.30 88.12 20364 17.5 23.78 20.24 281.693 310.31 14.31 88.45 22200 20 25 20.24 16.51 18.37 15.14 290.469 291.082 325.71 326.98 17.62 17.95 88.62 88.63 23107 23177 27.5 15.14 13.77 289.025 322.73 16.85 88.59 22941 30 13.77 12.85 286.706 317.93 15.61 88.54 22674 32.5 12.85 11.94 284.236 313.33 14.55 88.49 22409 35 11.94 11.28 280.605 309.03 14.21 88.44 22111 37.5 11.28 10.63 276.214 303.82 13.80 88.37 21751 40 10.63 10.10 271.404 298.12 13.36 88.30 21357 42.5 10.10 9.57 266.323 292.13 12.90 88.22 20942 45 9.57 9.13 261.078 285.99 12.46 88.15 20515 47.5 9.13 8.69 255.769 279.78 12.00 88.07 20083 50 8.69 8.37 250.490 273.59 11.55 87.99 19653 52.5 8.37 8.05 245.378 267.55 11.09 87.90 19235 55 8.05 7.76 240.504 261.80 10.65 87.81 18836 57.5 7.76 7.47 235.824 256.31 10.24 87.73 18455 60 7.47 7.16 231.195 251.06 9.93 87.66 18084 62.5 7.16 6.85 226.588 245.83 9.62 87.58 17716 65 6.85 6.54 221.978 240.60 9.31 87.50 17347 67.5 6.54 6.22 217.366 235.36 9.00 87.42 16977 70 6.22 5.93 212.753 230.13 8.69 87.34 16608 72.5 5.93 5.63 208.151 224.90 8.38 87.27 16240 75 5.63 5.31 203.572 219.71 8.07 87.19 15873 77.5 5.31 4.99 198.993 214.51 7.76 87.11 15506 80 4.99 4.67 194.390 209.29 7.45 87.03 15138 82.5 4.67 4.36 189.630 204.05 7.21 86.94 14763 85 4.36 4.05 184.635 198.66 7.01 86.85 14374 87.5 4.05 3.74 179.409 193.05 6.82 86.75 13967 90 3.74 3.42 173.672 187.19 6.76 86.64 13532 92.5 3.42 3.11 167.432 180.83 6.70 86.52 13060 95 3.11 2.80 160.700 173.97 6.63 86.39 12550 97.5 2.80 2.49 153.486 166.61 6.56 86.26 12004 100 2.49 2.19 145.798 158.77 6.49 86.11 11421 102.5 2.19 1.89 137.674 150.48 6.40 85.95 10806 105 1.89 1.57 129.173 141.76 6.29 85.75 10160 107.5 1.57 1.25 120.280 132.64 6.18 85.55 9484 110 1.25 0.94 110.981 123.10 6.06 85.34 8778 112.5 0.94 0.62 101.294 113.17 5.94 85.12 8042 115 0.62 0.31 91.285 102.86 5.78 84.86 7280 117.5 0.31 0.00 81.013 92.22 5.60 84.57 6496 120 0.00 0.00 70.487 81.33 5.42 84.27 5693 45.00 40.00 35.00 30.00 25.00 U 20.00 15.00 1 11 5.00 0.00 0 INFLOW -OUTFLOW HYDROGRAPH 100 YEAR I 1 I I � I 1 t---- - - I I t- I I ! ---� -- ' \ I 10 20 30 40 50 60 70 80 90 100 110 120 TIME (MIN) - - - INFLOW OUTFLOW Q 0 6 Z W MMr7r�r�r7r7 OOo00(Do QON�Nh7�r r-r�00000) a, � o 0 ~ W N > c'3 x N •� U' z o O o w 0 "v Wz 3 bA moo^' a aoo w CCn a � w a SHEET 11 OF 12 a U Allied System - Main Property - POND 1 ELEVATION VS. DISCHARGE AND STORAGE TABULATIONS 2 YR., 10 YR., AND 25 YR. STORMS z 0 U w o ti Q 0 0 z W r'-) ro ro r7 r7 M r7 F" 000000C) Q r-Mr7NOMN Z ON�N�''��.- -� ^ r- 00 00 � .- L� QNO ~ W N � d � Q � o Q > o U O w Cn w[� .� � o a. w c7 `� z w > g TRASH RACK DETAIL PROVIDE LOCKABLE ACCESS DOOR - 95 •�, 0 I` U� i ANTI -VORTEX PLATE 2" WIDE X 1 4" (15 16 1 A AV (1/4" STEEL) THICK STEEL RING, - o BOLTED TO RISER ♦ ��., ` w co N Z - - -I 90 �ti q z o OSED � ��IL 00 Ar A -- G E AV Y�O "•` 0000 144% EASTING G E 85 REBAR 1'-0 (TYP.) L4 TOP VIEW --- so 0 N NOT TO SCALE a 0 0 - o 1/2" THICK STEEL PLATE ANTI -VORTEX PLATE °- a - 75 W (1 /4" STEEL) (DIA=18 ) � � 1~ TRASH RACK 00 x Q 2 0O z� I --I N k� TOP OF RISER o^'D N 70 r W r U 4' DIAMETER 0D I ? RISER STRUCTURE _ �� ~ _ �� _ CA r "- > OQ LLJ o> w 10+00 -10+50 11+00 � j w PROFILE VIEW W �U NOT TO SCALE !� Q r� W SHEET 12 OF 12 PP-2003 8 10" Orifice I'Wide ELEVATION (ft) (cfs) Weir (cfs) Riser Crest (cfs) (cfs) (cfs) Emergency Spillway (cfs) PRINCIPLE SPILLWAY (cfs) OUTLET PIPE INLET (cfs) OUTLET (cfs) CONTROLL DISCHARGE CONTROLLING STRUCTURE TOTAL DISCHARGE TOTAL STORAGE REMARKS SWM Volumes Elevation Area (ft"2) AVERAGE AREA (ft2) INT (ft) VOL (ft3) ACCUM. VOL. (ft3) ACCUM. VOL. (ac.-ft) ACCUM. VOL. (yd3) 80 0 0 0 0 0 0.0000 0 81.4 953.5 477 1.40 667 667 0.0153 667 83 1799.E 1, 377 1.60 2, 202 2, 870 0.0659 2, 870 84 2379.7 2,090 1.00 2,090 4,960 0.1139 4,960 85 2999.3 2,690 1.00 2,690 7,649 0.175E 7,649 86 3658.E 3,329 1.00 3,329 10,978 0.2520 10,978 87 4357.5 4,008 1.00 4,008 14,98E 0.3440 14,98E 88 5096.1 4,727 1.00 4,727 19,713 0.4525 19,713 89 5874.2 5, 485 1.00 5, 485 25,198 0.5785 25,198 90 6692 6,283 1.00 6,283 31,481 0.7227 31,481