Loading...
HomeMy WebLinkAbout09-18 Site PlanCOABBREVIATIONS Y CLEAN BOUT DIA. DIAM SOILS KEY TM 54–A-91 EOP E GEETOFR PAVEMENT ID NAME 1B Berke channery silt loam, 3 to 8 percent slopes, HSG: B 9B Clearbrook channery silt loam, 2 to 7 percent slopes, HSG: C VAWI ARCADIA MHP, LLC EOG EDGE OF GRAVEL 36.97 ACRES ESMT. EASEMENT ZEX. EXISTING ZONING: MH1 F.F.E. FINISHED FLOOR ELEVATION USE: MOBILE HOME PARK FREDERICK COUNTY, VIRGINIA— FH FIRE HYDRANT F.L.S. FIRE LANE SIGN Ga. GAUGE GM GAS METER INV INVERT AP RAMP IPF IRON PIPE FOUND -- 0i PSRON PIPE SET �'E 12Dd3' MP METAL POST ti N.T.S. NOT TO SCALE OHE OVERHEAD ELECTRIC OHT OVERHEAD TELEPHONE _ Q?, PPLLp pPOoROPERTY LINE S INVES –14 "� ����?• PVMT P�4V��NP?LE RCP REINFORCED CONCRETE PIPE 3.03 ACRE •,. T.B.R. TO BE REMOVED / ZONING: M1 Q Aft .•` T.B.P. TO BE PRESERVED or PROTECTED USE: COMMERCIALs� • •'•'I TC TOP OF CURB \ TEL. TELEPHONE TRB TELEPHONE RISER BOX NRB TELEVISION RISER BOX VICINITY MAP GE or TYP. UNDIERGROUND ELECTRIC UGG UNDERGROUND GAS Al' t UG CAN UNDERGROUND CABLE T.V. 4t.-- Gam/ �` ♦ ` ��� �� ,J 1 UGT UNDERGROUND TELEPHONE %TM 54-7-15 ooc�,.• y XFMR ELECTRIC TRANSFORMER NE NDK INVESTMENT. PROPERTIES, LLC i'- � �� WL WATERMETER 2.51 ACRES e � �� \ � � �F� `' WPP WOOD POWER POLE ,. .x`00 To. 1y WTP WOOD TELEPHONE POLE ZONING: M1 PHASE 3 t�:�'c / �T FSS WV WATER VALVE USE: COMMERCIAL 5 25'R RADIUS IN FEET d #139 N' •' eta PHASE 2 R *00.00 PROPOSED SPOT ELEVATION �j <o ,0 #141 e" x(00.00) EXISTING SPOT ELEVATION SOIL DELINEATION LINE •;�� s �� �F �• � y 140�41 lM@i ISI It l- 10 i i k 4 R n +4 � f PHASE LINE019G<oh• oRrc s I R j #135 GENERAL NOTES: •-,:.. �. 1. The project illustrated on these plans is located at 135 Imboden Drive in the _r Stonewall Industrial Park in the Stonewall Magisterial District in the County of Frederick, \� TM 54-7-13 Virginia. The property is currently in commercial use. With this site plan the owner DANIEL J TRAVOSTINO, TRUSTEE proposes to construct three commercial buildings, outdoor storage areas, parking, and access in three phases. \ 3.11 ACRES PHASE 1 i' ZONING: M12. Property owner/Developer : Contact: Mr. Chris Jennings LIST OF DRAWINGS: #137 USE: COMMERCIAL Jennings Investments, LLC SHEET 1/16: COVER SHEET P.O. Box 3830 GENERAL NOTES \ Winchester, VA 22604 Telephone: 540-722-9395 SHEET 2/16: EXISTING CONDITIONS 3. Engineer: Contact: Mr. John Lewis CONSTRUCTION NOTES PAINTER–LEWIS, P.L.C. DEMOLITION PLAN 817 Cedar Creek Grade, Suite 120 PHASE 1 EROSION AND SEDIMENT CONTROL PLAN Winchester, Virginia 22601 Telephone: (540) 662-5792 SHEET 3/16: EROSION AND SEDIMENT CONTROL NOTES AND DETAILS T' 4. Property boundary and topographic information shown on these plans was collected PHASE 2 EROSION & SEDIMENT CONTROL PLAN SHEET 4/16: SITE PLAN by PAINTER–LEWIS, P.L.C. COMMERCIAL ENTRANCE SECTION AND PROFILE p 5. Site Data: SHEET 5/16: GRADING PLAN PIN: 54-7-14 SHEET 6/16: WATER & SEWER PROFILE �s0• R Parcel Areas: 3.03 acres / BIORETENTION FILTER PROFILE �0Zoning: (M1) Light Industrial District ENTRANCE CULVERT PROFILE & PEAK FLOW ANALYSIS Existing Use: Commercial/Industrial SHEET 7/16: WATER & SEWER DETAILS sQQ '�pST Proposed Use: Commercial/Industrial SHEET 8%16: CONSTRUCTION DETAILS Fp SA Front Yard Setback: Required – 75' Provided– 77' SHEET 9/16: STANDARD VDOT CONSTRUCTION DETAILS Rear Yard Setback: Required – 25' Provided– 25' to new building yT F� Side Yard Setback: Required – 25' Provided– 25' to new building SHEET 10/16: STORM NTION FILTER DETAILS Maximum Building Height: Allowed – 60' Proposed -30' STORM ROUTING RESULTS TM 54-7-3 �N - R \ – SHEET 11 16: LANDSCAPE PLAN AND NOTES CF Mph' � � Maximum FAR. Allowed 1.0 / LTH OF JENNINGS INVESTMENTS, LLC `�?� \ 50 0 50 Existing building area = 10,752 sf SHEET 12/16: LIFE SAFETY PLAN � 1.38 ACRES QpQ, \ Proposed building area = 12,928 sf SIGNAGE PLAN ZONING: M1 x Proposed Total Floor Area = 23,680 sf = 0.18 FAR SHEET 13/16: VDOT NOTES USE: COMMERCIAL Minimum Landscaped Area: 25% (see Landscape Plan) MAINTENANCE OF TRAFFIC PLAN +°y Scale In Feet SHEET 14/16: STORMWATER QUANTITIY PLAN i 1 C. IS 6. Environmental Features: c. o. 0 Wetlands – No wetlands have been identified on this site. SHEET 15/16: STORMWATER QUANTITY PLAN Flood plains – No Flood plains exist on this site SHEET 16/16: STORMWATER QUALITY PLAN Sinkholes – No sinkholes have been identified on this site. •4) Steep Slopes – No steep slopes have been identified on this site. IONAL 7. Storm water management is addressed by the installation of a non–proprietary control device. 135 IMBODEN DRIVE 8. Landscaping Requirements: See Landscape Plan. PROPERTY EXHIBIT 9. Buffering Requirements: Category C Screen against MH -1 zoning with 25' inactive and 75' active buffer with full screen, see Landscape Plan ZONING REQUIREMENT NOTES: 10. Lighting: Exterior lights will be building–mounted. All lighting will conform to the 135 IMBODEN DRIVE TRAFFIC IMPACT: UTILITY AND REGULATORY CONTACTS: r Sign additions and alterations must conform to the Frederick County Zoning Ordinance requirements of the Frederick County Zoning Ordinance: 165-201.07. Q Frederick County Road Classification for Route 1327: Minor Road SITE PLAN #09-18 requirements: 165-201.06. 11. Signage: The existing sign shall be maintained / modified per Frederick County 2016 Existing Traffic Data—Route 1327 Imboden Drive SEWER SERVICE NATURAL GAS 2. All existing lighting shall be modified as required to prevent off—site glare. regulations. New signs will require a separate permit. STONEWALL MAGISTERIAL DISTRICT AADT=820 trips Frederick Water Washington Gas 3. New lighting must conform to the Frederick County Zoning Ordinance requirements: 315 Tasker Road 350 Hillandale Lane 165-201.07. 12. Parking Space Requirements: Data Source: ITE Manual, Seventh Edition Stephens City, VA 22655 Winchester, VA 22602 Property Line Setback: From Street: Required -10', Provided -10'+ FREDERICK COUNTY VIRGINIA Land Use 110: General Light Industrial 540-868-1061 Frederick Water Information Trips based on Gross Square Feet Floor Area: 22,880 sf 540-868-7923 From Property Lines: Required -5', Provided -5"+ � BUILDING INSPECTIONSWATER AND SEWER DEMAND CALCULATIONS Required: For general office: (1) space per 250 sf ELECTRIC SERVICE For general industrial use: 1.5 spaces per employee PREVIOUS SITE PLAN #26-85. Weekday: 22.9x6.97=159 trips (50% entering, 50% exiting) Frederick County Inspections Department Shenandoah Valle Electric g ( ) p p AM Peak Hour: 22.9x1.01=23 trips (90% entering, 10% exiting) 107 North Kent Street y Total Estimated Number of Employees: 40 PM Peak Hour: 22.9x1.08=25 trips (14% entering, 86% exiting) Winchester, VA 22601 Cooperative Demand per employee: 15 gpd Total office space = 3250 sf — 13 spaces required Saturday: 22.9x1.32=30 trips (50% entering, 50% exiting) 540-665-5650 3463 Valley Pike Total Demand: 600 gpd Employees = 20 — 30 spaces required Winchester, VA 22602 Imboden Drive Entrance Road Right Turn Analysis: 540-450-0111 Total spaces Required = 43 including 2 ADA spaces ZONING ADMINISTRATOR DATE assumes that all traffic will enter the site via Baker Lane from the west, since Imboden Drive EROSION AND SEDIMENT CONTROL (Analysis Frederick County Department of Public WorksTotal spaces Provided = 47 including 5 ADA spaces is a cul—de—sac.) 107 North Kent Street TELEPHONE SERVICE Loading Space Requirements: 1 space per 40,000 sf, None required FREDERICK COUNTY, VIRGINIA Verizon Estimated AM Peak Hour Entering: (900Winchester, VA 22601 RESPONSIBLE LAND DISTURBER (23)=21 vehicles 404 Hillandale Lane 13. Handicap Accessibility: SITE PLAN EXPIRES FIVE (5) YEARS FROM DATE OF APPROVAL Estimated Traffic in Peak Direction of Flow: (11%)(100%)(820)=90 vehicles 540-665-5643 Winchester, VA 22602 HC parking spaces shall have a maximum slope- of 1:50. From App. F, Fig. 3-26 VDOT R. D. Manual: no turn lane or taper is required PUBLIC ROAD IMPROVEMENTS 540-665-3156 NAME: HC ramps on the site shall have detectable warning surface per ADAAG 4.7 and 4.29. CERTIFICATION Virginia Department of Transportation #• HC ramps off site shall be constructed per VDOT standards. PAINTER-LEWIS, P.L.C. 2275 Northwestern Pike Winchester, VA 22603 DATE: -817 Cedar Creek Grade, Suite 120 540-535-1818_00Winchester, Virginia 22601 WATER SERVICE THE RESPONSIBLE LAND DISTURBER IS THE Telephone (540) 662-5792 Frederick Water PARTY RESPONSIBLE FOR CONSTRUCTION & 315 Tasker Road MAINTENANCE OF ALL THE LAND DISTURBING Facsimile (540) 662-5793 Stephens City, VA 22655 ACTIVITIES AS SET FORTH IN THESE PLANS. .— Email: officeC�p 707lewis.com 540-868-1061 JOB NO.: 1 1707044 SHEET; CONSULTING February 2, 2018 ENGINEERS Latest Revision Date: June 26, 2018 1/1 6 ° CONSTRUCTION NOTES: 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT STANDARDS OF THE COUNTY OF FREDERICK, VIRGINIA, THE VIRGINIA DEPARTMENT OF TRANSPORTATION, AND THE REGULATIONS OF THE AMERICANS WITH DISABILITIES ACT, WHERE APPLICABLE. �! 2. EROSION AND SEDIMENT CONTROL SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE COMMONWEALTH OF VIRGINIA AND THE COUNTY OF FREDERICK, VIRGINIA, WHERE APPLICABLE. I 3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO NOTIFY "MISS UTILITY" AT 811 AT LEAST TWO (2) WORKING DAYS, BUT NOT MORE THAN TEN (10) DAYS, PRIOR TO THE COMMENCEMENT OF ANY LAND DISTURBING ACTIVITY. PAVING AND CONCRETE: 1. THE ACCESS AND PARKING AREAS SHALL RECEIVE THE PAVEMENT SECTION, AS DETAILED ON THE PLANS. ALL POINTS OF CONNECTION WITH EXISTING PAVEMENT SECTION SHALL BE SAW -CUT TO PROVIDE A SMOOTH TRANSITION IBETWEEN PAVEMENT SECTIONS. 2. ALL CONCRETE SHALL BE VDOT CLASSIFICATION A-3 CONCRETE. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS OF VDOT. 4. ALL EXISTING UTILITIES HAVE BEEN SHOWN BASED UPON THE BEST AVAILABLE INFORMATION. HOWEVER, THERE MAY BE EXISTING UTILITIES WHICH ARE NOT SHOWN AND SHOULD BE LOCATED. THEREFORE, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION. ANY DISCREPANCIES BETWEEN THESE PLANS AND THE ACTUAL FIELD CONDITIONS SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER, THE OWNER, AND THE APPROPRIATE UTILITY COMPANY. I � 5. ALL NEW UTILITY CONNECTIONS SHALL BE INSTALLED UNDERGROUND. 6. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN ALL PERMITS NECESSARY FOR CONSTRUCTION PRIOR TO COMMENCEMENT OF WORK. AN APPROVED SET OF CONSTRUCTION DOCUMENTS SHALL BE PRESENT ON THE SITE AT ALL TIMES. I PHASE 1 EROSION & SEDIMENT CONTROL KEY 7. TOPOGRAPHIC INFORMATION WAS DERIVED FROM A FIELD SURVEY PERFORMED BY PAINTER-LEWIS. P.L.C. (540) 662-5792. A CONTOUR INTERVAL OF ONE (2') FOOT HAS BEEN ESTABLISHED FOR THIS PROJECT. I I i 25 0 25 + j Scale in Feet \ I 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE 3.05 SILT FENCE $F_x---- 3.31 TEMPORARY SEEDING � 3.38 TREE PROTECTION R - 8. NO SOILS REPORT WAS PREPARED FOR THIS PROJECT. 9. ALL RADII DESIGNATIONS INDICATE FACE OF CURB, EDGE OF PAVEMENT, OR EDGE OF STONE PAVEMENT, WHERE APPLICABLE. 10. THE CONTRACTOR SHALL COORDINATE THE RELOCATION OF AND THE CONNECTION TO EXISTING UTILITIES WITH THE APPROPRIATE UTILITY COMPANY, WHERE APPLICABLE. EROSION AND SEDIMENT CONTROL: 1. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITIES. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE CURRENT EDITION OF THE COMMONWEALTH OF VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 2. ALL WORK SHALL BE CONFINED TO THE DESIGNATED LIMITS OF CONSTRUCTION. FOR THIS PROJECT, THE LIMITS OF CONSTRUCTION ARE DEFINED ON THE SITE PLAN. + 3. NO DISTURBED AREAS SHALL BE DENUDED FOR MORE THAN THIRTY (30) DAYS. THE CONTRACTOR SHALL STABILIZE ALL DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER THE END OF CONSTRUCTION. \ I 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION AND MAINTENANCE OF ALL EROSION AND SEDIMENT CONTROL MEASURES. ALL MEASURES SHALL BE INSPECTED DAILY AND AFTER EACH SIGNIFICANT RAINFALL BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURES SHALL BE REPAIRED OR REPLACED BY THE END OF WORK THAT DAY. \\ I'•� 5. UPON COMPLETION OF CONSTRUCTION, ALL PERMANENT EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED. AFTER STABILIZATION, THE TEMPORARY EROSION CONTROL DEVICES SHALL BE REMOVED, AS APPROVED BY THE LOCAL INSPECTION AUTHORITY. ALL VEGETATIVE I IiI COVER SHALL BE CHECKED REGULARLY AND ANY DAMAGED AREAS SHALL BE REPAIRED, FERTILIZED, REPLANTED, AND MULCHED, AS NEEDED. 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE MEANS OF CLEANING TRUCKS AND OTHER CONSTRUCTION EQUIPMENT PRIOR TO ENTERING THE PUBLIC R -O -W. A TRASH RACK SHALL BE USED AS PART OF THE CONSTRUCTION ENTRANCE TO HELP IN THE CONTROL OF POTENTIAL MUD 100'-15"0 CMP SANITARY SEWER MH GENERATED AS PART OF THE DEVELOPMENT OF THIS SITE. IF IT IS DETERMINED THAT THIS IS NOT SUFFICIENT, THEN A WASH RACK SHALL BE INSTALLED, AS NEEDED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN CLEAN STREETS AND TO ALLAY DUST AT ALL TIMES. �° \ INV /N=689.85 ° II \ TOP=690.72 8" INV IN=684.10 INV OUT=689.12 6" INV 1N=683.97 \ + I " 10' SANITARY \ I�I 8 OUT=683.82 6 SANITARY SEWER ESMT \ / \ EX. LATERAL LOCATION UNKNOWN SEWER LATERAL * / D6592, PG140 32'39'21=E5 ----IRF PP�PARKI=GeETBATGAS ARKERwV SF APPROXIMATE LO N� EXISTING WA7Fl�E �25' BRL-rn •/1 C 1 TRAILERTt * + I D bris U, It S EX. GRAVEL I o / 0 0 0 A / \ / � I +, �, + I ° 1 * ( ° I Ex. 1 Sty. I l Ex. Metal Building/ r' + rn ( I D I I I 1 \ I 10, 752 s f 11 I doNCRE%E FF= 698.15 L I I I 1 I PP 71 GlMW 7EL OCA RLINE ON OF III I EXISnN� ` / /� \ \ �� \ \ t. O I I I I I 1 �'�, ° � \ \ NO PARKING SIGN 1 I 11 I I i 4 I RELOCATE PER VDOT INSP. �' 1 1 ° - = REMOVE STAIRS Debris I + 1. ° CD _ 1 + EX. GRAVEL EX. GRAVEL 1 Fence TBRv 16 / +\ "�\S`FIN,\ ebri \ I +TOPSOIL \ \ \ / 90'-15"0 CMP + / 2�' INV IN=685.88 �A / EX \� + INV OUT=685.10 ` I AIL I I / / / Y SF APPROXIMATE LOCATION ` } I i / / TBR OF 4 SANI TAR L AL �`------ '�- \-�' � �' °� PARKING SETBACK � \ ��ss - -� _ _ SHED P + ' 13 3 �E-574.7-�-�- s �fl 9 METER REMOVE POR7ION OF + / sg '' 1 EX. 2" WL TO EX. BLDG. $ � $ � REMOVE EX. FH 3 $ � Fence wV \ \ REMO 6" W1 TO EX EDGE OF PVMT. OR AT EX. GA LINE. REMOVE- EX. 7REE FROM PR. WL LIMITS OF DISTURBANCE EX. GASLINE ESMT. ON7RACTOR SHALL FURNISH REMOVED Debris i EXCAVATION AND GRADING: WA7ERL E MATERIALS TO FREDERICK WATER 1. TEST PITS SHALL BE EXCAVATED TO DETERMINE THE DEPTHS AND LOCATIONS OF ALL OF THE EXISTING UTILITIES. IF CONFLICTS EXIST, THEN THE EXISTING UTILITIES SHALL BE LOWERED OR MOVED TO PROMOTE THE CONSTRUCTION OF THE +\ ;' INSPECTOR PROPOSED DEVELOPMENT. \ \ ' 2. ALL DELETERIOUS MATERIALS, DEMOLISHED DEBRIS, AND CLEARED AND GRUBBED MATERIALS SHALL BE REMOVED AND PROPERLY DISPOSED OF OFF-SITE. , $ \\ 1 \) \ 1 3. ALL TOPSOIL OR VEGETATIVE COVER SHALL BE EXCAVATED TO ITS FULL DEPTH AND STOCKPILED ON-SITE, IF APPLICABLE, IN THE AREA AS DIRECTED BY THE OWNER'S REPRESENTATIVE FOR FUTURE FINISH GRADING. \ / SANITARY,EWER MH 4. ALL BORROW FILL MATERIAL, IF NECESSARY, SHALL BE OBTAINED BY THE CONTRACTOR AND APPROVED BY A CERTIFIED GEO-TECHNICAL ENGINEER. ALL FILL MATERIAL SHALL BE PLACED IN LIFTS OF 8" OR LESS AND SHALL BE COMPACTED TO 95% - P=686.611 } OF ASTM D-698 MAXIMUM DRY DENSITY OR AS DIRECTED BY THE GEO-TECHNICAL ENGINEER. 8" 1N=680.0 OUT=680:101 5. NO BLASTING SHALL BE PERMITTED WITHIN 25 FEET OF EXISTING UTILITIES OR STRUCTURES WITHOUT PERMISSION OF THE OWNER. I 6. ALL LANDSCAPED ISLANDS, SLOPES, AND LAWN AREAS SHALL RECEIVE A MINIMUM OF 6" TOPSOIL OBTAINED OFF-SITE OR FROM THE TOPSOIL STOCKPILE ON SITE. THE TOPSOIL SHALL BE GRADED AND RAKED, PRIOR TO APPLICATION OF I \ 1 PERMANENT VEGETATIVE COVER. I \ 7. ALL DISTURBED LAWN AREAS SHALL BE RESEEDED, FERTILIZED AND MULCHED AS NEEDED. I t 1i 8. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: I a. NO MORE THAN 500 LINEAR FEET OF TRENCH SHALL BE OPENED AT ONE TIME. * \ \ b. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. +tR c. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A / MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTY. 1 d. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. e. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. f. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH. Z w Z_zw 00Cf)Z HZ0-Adg z Z Z 0- V�000 UH(nw 0 :D I C) H Z F- M W O Z WQ U Xr W U W V) w = F_ U Z 0 z Q w Z g W Z W N = m WQ U C Y 0 J U w C � O U w 0 Q:L 12- � m OH ' ■ N Lic. No. 021621 �Av 01.1IONAL E w o ~ c0 N n o p N (n N LO r- U) P -L W oa � O SHOWN a z (0� « W O 0 .� v J w' �v CL 1 LLI ck 0 UJ U 0 0 '� W V)L Q= QE O F- LLI LL.Z O v Z U ~ W r- Q Z w Z_zw 00Cf)Z HZ0-Adg z Z Z 0- V�000 UH(nw 0 :D I C) H Z F- M W O Z WQ U Xr W U W V) w = F_ U Z 0 z Q w Z g W Z W N = m WQ U C Y 0 J U w C � O U w 0 Q:L 12- 0 OH ' ■ N Lic. No. 021621 �Av 01.1IONAL E w o ~ c0 N n o p N (n N LO r- U) P -L W oa I I N N N Z w Z_zw 00Cf)Z HZ0-Adg z Z Z 0- V�000 UH(nw 0 :D I C) H Z F- M W O Z WQ U Xr W U W V) w = F_ U Z 0 z Q w Z g W Z W N = m WQ U C Y 0 J U w C � O U w 0 Q:L 12- 0 V) Z Of J W �w UCD 99 (.) Ld 0 Z 0 OH ' ■ N Lic. No. 021621 �Av 01.1IONAL E w o ~ c0 N n 6 p N (n N LO r- U) P -L W oa I I N N N SHOWN a z (0� « W 0 .� v J w' �v CL 1 LLI ck 0 UJ U 0 0 '� W V)L Q= QE O F- LLI LL.Z O v Z U ~ W r- 0 V) Z Of J W �w UCD 99 (.) Ld 0 Z OH ' L S 9 Lic. No. 021621 �Av 01.1IONAL SURVEY: P -L 2, DRAWN BY: JOB NO.: P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 2/16 INV AIV i APPROIOMATE MTM I NO PARKING SIGN RELOCATE PER VDOT INSP. APPROAMATE LOCATION OF 4' SWTARY LAZY rTnsr�-s AW" s' Ou I • 'SLOPE=FIELD FITFIT • CULVERT OUTLET PROTECTION DETAIL NOT TO SCALE VESCH SECTION 3.18 DIVERSION RIDGE REQUIRED WHERE GRADE EXCEEDS 2% 2 % OR GRENfER EXISTING PAVED � III +� "'`�� i I- ROAOWAY FILTER FABRIC SECTION A - A NOTE: \��SPILLWAY USE DBAGS, STRAW BALES SEDIMENT BARRIER OR ER APPROVED METHODS (STRAW BALE TYPE SHOWN) TO HANNELIZE RUNOFF TO BASIN AS EQUIRED. SUPPLY WATER TO WASH WHEELS IF NECESSARY. Q a0 ti° Fiow in LLJ D_ A r O O ry 0 Z X LLJ It FWW PHASE 2 SEDIMENT & EROSION CONTROL PLAN SCALE. SHOWN - TOE OF FILL � ENDWALL STORM EVENT AND REMOVE SEDIMENT WHEN CULVERT NECESSARY. 5. STAPLE WIRE FENCING TO THE POSTS. 2. REMOVED SEDIMENT SHALL BE DEPOSITED 6. ATTACH WIRE FILTER FABRIC TO THE WIRE TO AN AREA THAT WILL NOT CONTRIBUTE FENCING AND EXTEND IT INTO THE TRENCH. SEDIMENT OFF-SITE AND CAN BE PERMANENTLY N N STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED 3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL. CONTOURS TO MAXIMIZE PONDING EFFICIENCY. ""oo SILT FENCE DETAIL WITH WIRE SUPPORT 3.35 MULCHING Mu 1 Li.l ry U W V a� � C �- 0 WQ N - = E a°�, 0 U2 Z 0Lq o Li E Z U F 7�C TOE OF FILL SILT FENCE SILT FENCE o 0 LIS FLAW CULVERT * DISTANCE IS 6' MINIMUM IF FLOW TOWARD EMBANKMENT INLET PROTECTION STEEL OR WOOD POST EXTRA STRENGTH FILTER FABRIC NEEDED WITH WIRE SUPPORT 10 FT MAX. SPACING WITH _WIRE SUPPORT FENCE WIRE & FILTER FABRIC ATTACH SECURELY TO UPSTREAM SIDE OF POST. RUNOFF g'a3U tSsLTo6 :oUaQ`6 <S'va'.'•Zi I RECOMMENDED) A 2"-3" COURSE ° Z STORAGE HT. AGGREGATE MIN. 6 THICK �� N I i ? •O� �•rosP•O �a�gev ° �°, . 0, CA, 12" MIN. 12" MIN.':' 1 QFWo 14x6" TRENCH i WITH COMPACTED iiii BACKFILL DIVERSION RIDGE 70' MIN. PLAN NOTES: 1. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS- OF-WAY. THIS MAY REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 2. WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. 3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT STANDARD DETAIL FLOV IFLOV RUNOFF GRAVEL ALTERNATE DETAIL TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL NOTE: 4. SET POSTS AND EXCAVATE A 4"x4" 1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH UPSLOPE ANLONG THE LINE STORM EVENT AND REMOVE SEDIMENT WHEN OF POSTS. NECESSARY. 5. STAPLE WIRE FENCING TO THE POSTS. 2. REMOVED SEDIMENT SHALL BE DEPOSITED 6. ATTACH WIRE FILTER FABRIC TO THE WIRE TO AN AREA THAT WILL NOT CONTRIBUTE FENCING AND EXTEND IT INTO THE TRENCH. SEDIMENT OFF-SITE AND CAN BE PERMANENTLY N N STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED 3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL. CONTOURS TO MAXIMIZE PONDING EFFICIENCY. ""oo SILT FENCE DETAIL WITH WIRE SUPPORT NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05 40 0 40 Scale in Feet EROSION & SEDIMENT CONTROL KEY 3.02 TEMPORARY STONE CONSTRUCTION ENTRANCE (;E P -L 3.05 SILT FENCE O DATE: 3.07 INLET PROTECTION IP o 3.18 OUTLET PROTECTION OP Npe) � OU 3.30 TOPSOILING N N To 3.31 TEMPORARY SEEDING LLJ oQ 3: N I 3 N N �� � 3.32 PERMANENT SEEDING ""oo pS 3.35 MULCHING Mu 1 Li.l ry U W V a� � C �- 0 PHASE 1 SEQUENCE OF CONSTRUCTION 1. Install construction entrance. 2. Install silt fence along downstream perimeter of work area. 3. Strip, stockpile and stabilize topsoil in location shown on the Site Erosion and Sediment Control Plan. Apply temporary seeding. 4. Perform rough grading for roads and building pad. PHASE 2 SEQUENCE OF CONSTRUCTION 1. Install silt fence along north edge of pavement to prevent disturbance of buffer. 2. Complete exterior site improvements. 3. Stabilize work area with pavement or permanent seeding where necessary. 4. Install silt fence on upstream side of biofilter. 5. Install biofilter. 6. Install landscape plants. 7. Remove temporary controls after all work areas have been stabilized. EROSION AND SEDIMENT CONTROL NARRATIVE: Project Description This project is located at 135 Imboden Drive. The owner proposes to construct three commercial structures along with associated site improvements in three phases. Proposed improvements are planned to begin during the spring of 2018. Existing Site Conditions The project site is located within a 3.03 acre parcel located in Frederick County, Virginia. Flood Plain The parcel contains no floodplain. Soils The USGS Soils map shows the predominant soil types on the site are 1B, Berke channery silt loam and 9B, Clearbrook channery silt loam. These soils are generally moderately deep (31"-63") to weathered limestone. The soils are generally well -drained and are identified with Hydrologic Soils Group Adjacent Areas The adjacent property to the north is residential. The remaining adjacent properties are part of an industrial park and are used for commercial and light industrial purposes. Off-site Areas There will be no off-site disturbance except as allowed by temporary construction easements. Critical Areas No critical areas where are present on site. The disturbed area is approximately 2.16 acres. PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES 3.02 A 12'w by 70'1 temporary stone construction entrance will be constructed and shall be maintained in a condition which will prevent tracking or flow of mud onto the public rights-of-way. This may require periodic top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleanout of any structures used to trap sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. 3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first measure of construction. Silt fence will be installed around the downstream side of any topsoil stockpiles. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any, required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock pile and all areas which will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days shall be temporarily seeded and mulched. All temporary seeding areas will be mulched in accordance with the schedule included herein. Temporary Seeding SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Sept 1 - Feb 15: Annual Ryegrass 50 Ib/ac 98 85 Winter Rye 50 Ib/ac 98 85 May 1 - Aug 31: German Millet 50 Ib/ac 98 85 or Feb 16 - Apr 30: Annual ryegrass 75 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 IV= 10-10-10 PHASE 2 EROSION AND SEDIMENT CONTROL MEASURES 3.05 Silt fence will be installed upstream from the biofilter to prevent sediment contamination. Silt fence will be installed around the downstream side of any topsoil stockpiles. Silt fence will be installed along the northern edge of pavement to prevent disturbance of the buffer area. Silt fences shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed shall be dressed to conform with the existing grade and stabilized. 3.07 Provide stone Inlet protection at upstream end of entrance culvert. The rip rap shall be inspected after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Dislodged, decomposed or otherwise ineffective rip rap shall be replaced. 3.18 Outlet protection will be provided at the outlets of all permanent storm sewer pipes. The stone protection will be installed in accordance with the specifications and details on the plans. 3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be reestablished. Topsoil will be uniformly spread and rolled to a minimum depth of 4". Topsoil shall not be placed while in a frozen or wet condition. 3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time for construction is Summer 2018 through fall 2021. 3.35 All seeded areas will be mulched in accordance with the schedule included herein. Permanent Stabilization The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as soil intentionally transported from the project site. No soil testing is required. The contractor shall establish vegetation on all areas not otherwise stabilized according the following specification: Seedbed Preparation: a. Scarify top 1" to 2" of soil after final grades have been achieved. b. Add 3 tons per acre pulverized agricultural limestone(1401b/1000sf).ng a SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%) Tall fescue 120 Ib/ac 97 85 Red clover 8 Ib/ac 95 65 Ladino clover 8 Ib/ac 95 65 Nurse Grass -(season dependent) Sept 1 - Feb 15: Annual Ryegrass 12 Ib/ac 98 85 Winter Rye 12 Ib/ac 98 85 May 1 - Aug 31: German Millet 12 Ib/ac 98 85 or Feb 16 - Apr 30: Annual ryegrass 12 Ib/ac 98 85 Mulch: 1.5 ton/ac small grain straw Fertilizer: 1000 Ib/ac 10-10-10 1. The VESCP Authority must be notified one week prior to the preconstruction conference, one week prior to the commencement of land disturbing activity, and one week prior to the final inspection. 2. Work on the project (grading, excavation, construction) shall not commence until the appropriate erosion and sediment controls are in place as specified on the plan and as approved by the VESCP Authority. 3. The approved site plan must be kept on the work site and shown on request. 4. Prior to commencing land disturbing activities in areas other than indicated on these plan (including, but not limited to, off-site borrow or waste areas), the contractor shall submit a supplementary erosion and sediment control plan to the VESCP Authority for review and approval. 5. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the VESCP Authority. 6. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site development until final stabilization is achieved. 7. Vegetative stabilization shall be uniform, mature enough to survive, and adequate to inhibit erosion. NEI MSI J W Z Ld Z 2 25 U J N Z Z��g m a. p p ZOJ UJ Z vi 0 V) < X O F - p N rV Z W Q0NU ZO Z W W O = ~ W CL U �a Z W p � Z<1 W Z F- a -0- cf) D m�_qU F Y M a0:: � �W W O U_ U LLJ O a JOB NO.: P -L 1707044 O DATE: ■ awo N o 3/16 N Npe) � OU N N Z O v Q Z � L O MSI J W Z Ld Z 2 25 U J N Z Z��g m a. p p ZOJ UJ Z vi 0 V) < X O F - p N rV Z W Q0NU ZO Z W W O = ~ W CL U �a Z W p � Z<1 W Z F- a -0- cf) D m�_qU F Y M a0:: � �W W O U_ U LLJ O a U (n Zof F- LLJ W N ULL 0w ;Lzx of v j 9' J0 C. . LEWIS . No. 021621 k�IONAL SURVEY: P -L C.I.. 2' DRAWN BY: JOB NO.: P -L 1707044 O DATE: ■ awo N E 3/16 N Npe) � OU N N Ln V ♦`I � LLJ oQ 3: N I 3 N N �� � W ""oo 0 1 Li.l ry U W V a� � C �- 0 WQ N - = E a°�, 0 U2 Z 0Lq o Li E Z U F a00 U (n Zof F- LLJ W N ULL 0w ;Lzx of v j 9' J0 C. . LEWIS . No. 021621 k�IONAL SURVEY: P -L C.I.. 2' DRAWN BY: JOB NO.: P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 3/16 100 '-15'"0 CMP—�-- I INV IN=6$9.85 INV OUT=689.12 / J GAS '1Vi APPROXIMATE LDC N OF EXISTING WAIF LINE _ Go O ZI \ � o �I 0') NO PARKING SIGN Units I Avg RELOCATE PER VDOT INSP. Min Fc 10.80 1 2.50 10.0 = ■ M ` 021621 z o �oo)toe))o � N z IONAL O D �� I n M m m �N fn N XISTINXISTIN �� U to •3 II Lj I -, 0 0 0 az UKAU 0 695 I� INSTALL CG -12 RAMPS A _ __ -- DIRECTED BY THE VD 695 INSP�TO LIMITS OF MILL & APPROX/MA TE LOCA 77ON I ` OF 4' SANITARY LA AL\ N J I CG -6 EXTEND AGG. LAYER 1' PAST BACK OF CURB 18" IN=680.0`6 OUT=680.%el ;1 111 v— STORM STR #1 CON ECT NEW 8"0 WL TO EX. 6" WL EW -1 WITH 6X8 EXPANDER. INSTALL 8X6 TEE TOP=688.75± AND FH ASSY. INV OUT =686.50 STORM STR #3 ES -1 MH INV=686.00 STORM STR #4 ES -1 INV=685.50 1.5" SM -12.5A 3.0" -ASPHALT CONCRETE, TYPE BM -e' 8.0" CRUSHED AGGREGATE, TYPE 21 COMPACTED SUBGRADE(TYP) (FINAL PVMT TO MATCH EXISTING SE MILL AND OVERLAY AS 2% SLOPE ENTRANCE TAPER WESTBOUND LANE 2% SLOPE I f EASTBOUND LANE RIGHT TURN LANE I SECTION AT NEW ENTRANCE NOT TO SCALE •1iaa<eliq rMI=IMMU1ciai'll TWF1 2/26TRT TEST NO- LTLI8189_ ISOILLUMINANCE PLOT yFa>i—dl.) 2 x 26W: t0e4ube lamps, Footc"Ie values based on I mounting height. 18N rated lumans. t4uminave EffidencY: 57.5% ltyterms-Iocated at Spechtatians xerivironment and appiicatiort. Width. 16 (40.6) Height: 10 1116 (25.6) N Depth: 9-5/8 (24.4) 'Weight: 241bs (10.9 kg) L i Allilimensionsare inchestrentimeters)` .._ { unless otherwise indicated. 1 "Weightas configured in example BUILDING MOUNTED LIGHT SPECIFICATION SEE SITE PLAN FOR LIGHT LOCATIONS :0 Calculation Summary Units I Avg Max Min Fc 10.80 1 2.50 10.0 -11 119 RIENIX consistent Wth LEI b Grsan Globes" 4M Palknion r Scale in Feet ENTRANCE PROFILE SCALES: (H) 1 " =50.0' (V) 1" = 5.0' o QQ 00 o J N C. ■ N 021621 w� a �oo)toe))o IONAL O CO P—L 2' DRAWN BY: ■� �N fn N XISTINXISTIN GRADE U to •3 SHOWN Lj � ^ Z az UKAU 695 J _ __ -- _ _ _ -- 695 W _(D U) E O W 0' Q= s Q�.= Ld Z Z U v Z U ~ LOL W IF 0 00 690 685 STOM STORV 685 EX. I k< LINE_ 680 680 ro 00 of cc —C, ft °CN 00 0 LLI 10+00 11+00 Z 0 Z 0 U V) w Z C-) J LL0 0_F -W w Z 0_ w �JZ Q Q U W w 0 J U H U_ Q �0 oZa Z gW Z o_N Q o F- U N Y M Q � W w O � L) N 0 o_ d o QQ 00 o J N C. ■ N 021621 w� a �oo)toe))o IONAL O CO P—L 2' DRAWN BY: ■� �N fn N � tn� SCALE: U to •3 SHOWN Lj � ^ Z Z 0 U V) w Z C-) J LL0 0_F -W w Z 0_ w �JZ Q Q U W w 0 J U H U_ Q �0 oZa Z gW Z o_N Q o F- U N Y M Q � W w O � L) N 0 o_ d o G' ■ J o J N C. ■ N 021621 w� a �oo)toe))o IONAL SURVEY: CO P—L 2' DRAWN BY: ■� �N fn N � tn� SCALE: U to •3 SHOWN Lj I N N az W�cL J W'�v(2) W _(D U) E O W 0' Q= s Q�.= Ld Z Z U v Z U ~ LOL W Q 00 C� (/) z� J W W M Z_ 111111 Z 0 0 Z ULLf (_) Ld o G' A J N C. LEWIS 9 No. 021621 w� CIO, IONAL SURVEY: P—L 2' DRAWN BY: JOB NO.: P—L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 4/16 I z W W Z I � � o � Q Q I i I r � i \ 0 `\ \ W ° I 25 0 25 \ i \ Scale in Feet 100'-15"o CMP ° t° SANITARY SEWER MH ° \ INV 1N=689.85 Z II \ TOP=690.72 ` I 8" INV IN=684.10 Q INV OUT=689.12 / °� " \ J 6 /NV 1N=683.97 10' SANITARY OUT=683.82 610 SANITARY * q4 _ \ EX. LATERAL LOCATION UNKNOWN SEWER LATERAL SEWER ESMT + a- ° + D8592, PG140 + // ° \ ° � 0 / \ ` * - A,32*39 � f \ � i _ -IRF PP P `6 ` /-\ ° �- ` `-�'PARKING ETBA6K °� ° � °� � .�°� / +�� °� � / SV3 II GAS MARKERCONCK - - \ .. CONIC WV / ° 96.1 STONE �+ : TC 96.5 / STOiJf APPROXIMATE LO 94.6'' L * * qij 0 Ef 94:3 + EXISTING WA TEI ` _ I / 8 * D *� + *�• *� 1 �5B1#L 4 r: j +� 3 8 * ` + �, II .3 / / CONIC C -I `.. P�fvITTIC �. W + r �. 98.0 . . ` � 95.8 95.9 96.27 ` ` + + , LZ ;t C7 I 1 94.3 �¢ 3 / � IF -Al HESE 3 �ILDING #4 ° �, ( + i I y I / '� + 1 STORY / + Z I` a Ex. 1 it In / `<:;. 50'X80' Metal Building II I t + 1.., + ( W D ° 4,000 SF �► 10, 752 sf /! +'� FF�696.30 + 1 I J > I * I I t I! FF- 698.15 I I °� ° O� I T I I PPROXIMA IE LOCATION OF III T { g 6 I EXISANG WATERLINE 89 3 93.4 TC \ \ ,f + : TC OP sP P ° + Q NO PARKING SIGN \ I 5 / - -SPH RELOCATE PER VDOT INSP. I I NE`° III fit/ I I I 93. TC �' P TC ° + 94:8Lf) Zj of I I rl I I 95.7 / 9 _ `P i T TC * °A. 2.3 s� r ¢ W \ + \ T TC / 9 94.7 / IDE D NS W •2 STONE PHALT ` S EQ + ° qy, _ # Z Ir� / - \TC TC / TO , i J 3.8 PV + 2.3` fc-v I + PVMT + ° / - .:. ,.. ° ° °�$ + O II ,� P0. 0 9 .43 TC 95. PV 45 PV HP ° 95.9 3j T .70 y _ 20 19Y7 �� 93.4 + ° rG 0 1.8v PVMT / + 95.6 * /'�'tb PVM o X j I l l r+ ;-01 - � 1 CONC PVMT b :v..�. • ' TC 95.24 5. 94.07 92.6 �' * ° rn + \ * ■ TC ° PVMT / S OOP TC 95.50 \ *` �s� 95.45 \ PHASE 2+ II _ '- \ I + Tc Tc - - - - - - - _ - - -PHASE 1 + + 4 * PR. BUILDING°V3 ` ° J o s \ 3. 4. STOOP + PR. BUILDING #2 �$ °�, ° / - ; -.: + '' 1 STORY _ Tc - °� 1 STORY TC PVMT + 3 68'X48' 1 ` �1 a' Worn '� o * 118 X48 / 95.5 94.80 \' \ SPOT +� s ■, c� r \' �C 5,664 SF + P / / / FF?694 10 93.5 1� V) N h ,3 + \ CD FF=695.90'b DISCONNECT TO AIB SOILS PRAC. 2 N N Loa 41 STOOP 94.0 + I 9 .9 94 OT / \ �* � CU W 't O a LP / / 1Uf � / LID In ° - 93.2 ° f * ` + 'g 0 �] r ° Y W' N II ie TC « ,� \ 93.6 CJ V) o o • 93.2 elo�2ETEPAIDq, FliTER FRAC. e « « / T - \ ' 0' W t «« « «« APPROXIMATE LOCATION 93 3 / - .: I STb _._- cn -<. «« «« r « 4 +f. + « + OF 4' SANITARY LAMA * .� _ * \ \°f� ( Z �° E ° _ «' « °3 t « « k • . • �. 5' PARKING SETBACK `� 1Y +Uj WOW B RM , ° ' 13 3_ E-574.79 +° + IR 00 92.5 BERM LP +�� �$ Fence / •q� }, 1 <� �92.5 93.4 1 ` PROVIDE DRAIN INTO ADJACENT LIMITS OF DISTURBANCE \ \ L EX. GASLINE } STORM STR #1 BMP AS REQ'D j Z V) EW -1 .1 w + ;1 TOP=688.751 INV OUT =686.50 1 Z \ \ I 1 1 STORM S RM STR #3 j OU W 1 I _ wV \\ / SANITARY EWER MH INV=686.00 P=686.611 1 STORM STR #4 8" 1N=680. ES -1 1 AyTH OF "OUT=680.;01 _ �\\ 1 � INV=685.50 C. LEWIS 9 .1 ic. No. 021621 s IONAL IRF j SURVEY: C.I.: P -L 1. DRAWN BY: JOB NO. 1 P -L 1707044 ;1 I '1 SCALE: DATE: SHOWN 2/2/18 } �\ ON � [ '1 SHEET: } 5/16 general backfill location marker CONCRETE CRADLE location 8" 24" select backfill 112 O.D. STANDARD locatioi fill 24" select backfill 12" 12" All backfill to be compacted to 85% of ASTM D698 maximum density. 24" select backfill CONCRETE ARCH 24" select backfill -- -- --- CONCRETE ENCASEMENT TRENCH & BEDDING -1- MAR 18 Di D2 Both joints of the fitting shall be restrained. In addition, all joints within the specified length on the large side of the reducer shall be restrained. REDUCER L = restrained length of pipe (PVC or DIP) D = pipe diameter L �L� �L� D [-1 In addition to restraining the connection, any joint that falls within the specified length shall be restrained. D 6" 8" 12" 16" 18" 20" 24" L(ft) ®MMM®®® 60 100 120 120 140 160 W O N pe) O C6 D N (n C14I t0vi L . LLJ O Q I (OO N � 3 t1) � O W ��_��0- W v.��® LLIN of U of U ~ cLLJ O W D" LLJ s E REDUCER L = restrained length of pipe (PVC or DIP) D = pipe diameter L �L� �L� D [-1 In addition to restraining the connection, any joint that falls within the specified length shall be restrained. D 6" 8" 12" 16" 18" 20" 24" L(ft) 60 60 100 120 120 140 160 VALVE, DEAD END RESTRAINED JOINTS FOR REDUCER, GATE VALVE AND DEAD END -3- dia. schedule 40 steel pipe filled with concrete and painted yellow finished grade 18" dia. concrete — encasement L = restrained length of pipe (PVC or DIP) D = pipe diameter FEB 09 2' 3 BOLLARD DETAIL NOTE: Weep holes shall not be subject to being submerged. If installation is in an area having a high groundwater table, the Authority's engineer shall be contacted for hydrant relocation. i i `N . �N�� ��► S/ i G _ ---------------------- 0.1v iv _ • o _ `�I FIRE HYDRANT ASSEMBLY -6- APR 09 finished l� grade �� [�1'-6 ear openngg min. i clear square skid pad 6" thick around manhole frame in developed areas° 6" stone adjustment rings ° (11" max.) 3/4" concrete anchor bolts (4 each) concrete ASTMC 150 4000 psi exterior of all sections to , have waterproof coating joint gasket shall be either o -ring or profile 5" top of manhole at grade in pavement areas unless otherwise directed (top shall be set 24" min. above grade in undeveloped areas) 3/4" x 2" butyl joint sealant 24" min. in undeveloped areas m 4' m y 12" or 16" (typ.) ' 7steel reinforced polypropylene steps finished grade 1" nominal size butyl ° - joint sealant to be �y applied on lower --� ledge of joint — pipe to manhole connection to be . , d by flexible sleeve invert channel to provide a t 3'-0" min. smooth transition in to out, 4'-0" max. for all connections .' = . 2'-0" max. precast invert orestop of bench to be grout bottom to `+.'`t,�• `3/4 same elevation as top form channel :;,i 6" of pipe 4 • •� ...... . F • •. 4 .1_. 6" stone NOTES: 1. Manhole sections shall have an external coating of approved polymer film water proofing prior to installation. 2. If adjustment elevation exceeds two inches use concrete adjustment rings with a exterior coating of water proofing. 3. Final slope adjustment of manhole frame shall be by shims and non -shrink grout. 4. Skid pad to be placed around manholes located in shoulders of roads. 5. Flat top shall be used if height from invert out to rim is four feet or less. Frame to be 4" in height. 6. There shall be a 0.20 foot drop in elevation through the manhole. STANDARD MANHOLE -15- FEB 09 treated 2"x 4" with top 6" paintA24* d bl 1" coupling (PJ X FIP) and MIP plastic plug on G tail piece meter box finishedancer18'grade W �sidewalk� �36" I 12" 18"-21" 48" 8"-10 3" minstone surrounding box 1" CTS polyethylene tubing (PET) 200 psi with SS inserts at all connections Opposite Side saddle with corp stop 12 gauge solid insulated copper wire for line tracing, stone taped at 10 foot intervals meter by:::1::::t:: F.C.S.A. { Same Side INSTALLATION NOTES: 1. Exact location of meter box assembly to be approved prior to installation. 2. Water service crossing street a. Encase in 3" diameter SCH40 PVC or SDR21 pipe. The piping shall run from one foot beyond sidewalk, across the street, to one foot beyond sidewalk. b. Install 12 gauge solid insulated copper wire (for line tracing) from corporation stop to into the meter box [wrap wire around corporation stop; wire to be taped to top of PET at 10 foot intervals; come up into meter box; wrap around bottom of angle ball valve; terminate with 12" tail piece]. THIS WATER SERVICE CONFORMS TO THE UNIFORM STATEWIDE BUILDING CODE X %11 AND 11' METER INSTALLATION -8- 48" 12" FEB 09 FREDERICK WATER CONSTRUCTION NOTES 1. The Frederick Water Water and Sewer Standards and Specifications are available at www.frederickwater.com. 2. The contractor shall adhere to Frederick Water's standards and specifications in effect at the time of construction. 3. The contractor shall coordinate with and arrange for inspection by Frederick Water. 4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole. 5. A new water (or forced sewer) main shall be connected to an existing main by a wet tap. Frederick Water shall furnish all needed material and make the tap. An Application for Wet Tap shall be submitted and the initial fee paid before the tap is made. 6. Exact locations of water and sewer services on new lines are to be coordinated with Frederick Water's inspector. 7. Frederick Water's maintenance division shall furnish and install all water meters though 2 inch in size. It is the contractor's responsibility to have the meter box assembly installed correctly. Before a permanent meter is installed: a. The meter box, with its frame and cover, must be properly aligned with the coppersetter. b. The frame and cover shall be set to final grade. c. The distance between the top of the cover and the coppersetter shall be between 18 and 21 inches. d. All components of the meter box assembly shall be in proper working order. 8. For services that connect to existing lines: a. Frederick Water shall furnish and install: 1. all %"x3/4", 3/4", 1 ", %" and 2" water services. 2. all sewer services. b. The owner/developer shall: 1. coordinate (or have the contractor coordinate) the location of the service lateral with Frederick Water's engineering assistant. 2. submit an Application for Service and pay the required fees. 9. All water service lines must have a backflow prevention assembly (double check valve or RPZ, as required). The assembly must meet ASSE standard number 1015 or 1013. 10. All fire lines must have backflow prevention assembly (detector double check valve of RPZ, as required). The assembly shall meet ASSE standard number 1048 or 1047. Any exterior, privately owned fire line shall also have a fire service meter. This assembly shall be installed immediately before the backflow prevention unit. Radio read remotes are required. 11. Frederick Water shall review the mechanical plan(s) for design and material approval of a building's: a. domestic water meter and its backflow prevention device, and/or its b. fire service line's backflow prevention device. 12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEQ's Certificate to Operate and a copy of the station's DEQ approved 0&M manual. These documents must be received before substantial completion is issued and water meters released. O W U O Z J_ Q W 3 W M W a 3t J F_ H U_ VJ 0 � o M �ZQ - Z:5W Z W CL O m W Q U � JU < W o 0 O � U W O re n ■ C.I.: DRAWN BY: O P -L 1707044 ■ N SHOWN 2/2/18 SHEET: �/ E W O N pe) O C6 D N (n C14I t0vi L . LLJ O Q I (OO N � 3 t1) � O W ��_��0- W v.��® LLIN of U of U ~ cLLJ O W D" LLJ s E O NN—U o= U LLJ Z a) 0 LL. Z � w 0 to Z J Lv LLI 1 11010 U,Z O ILJZ ELL& L IS 9 c. No. 021621 SURVEY: C.I.: DRAWN BY: JOB N0. P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: �/ BORE HOLES IN CONCRETE TO ACCEPT CANE BOLTS FOR BOTH OPEN AND CLOSED POSITIONS SCREEN WALL (SEE DETAIL THIS SHEET, 6" CONC. SLAB W/ 6"X6"X10/1 WELDED WIRE MESH DUMPSTER BY OTHERS (2) 6'0 S PIPE FILL CONC. 4' WITH 18"� CONC. FOOTING 3' DEEP PNTD RED -CENTERED ON DUMPSTER TRASH ENCLOSURE N.T.S. THE TRASH AREA SHALL BE CONSTRUCTRED WITH MASONRY SCREEN WALLS GENERALLY IN ACCORDANCE WITH THE LAYOUTS SHOWN ON THE LAYOUT PLAN. OWNER TO SELECT MASONRY FINISH MATERIAL. 1- #4 CONT. 8" CONCRETE WALL WITH — ROUGH FINISH PER OWNER SPEC #4 @ 24" OC — 4 )E STL. RECEIVER SET IN CONC. AT BOLT STL PIPE W/ QED END CAP INRY SCREEN WALL C M U WALL 3" EX. HSS2"x2"x4" GATE FRAME L3"x2"x4" WHEEL SUPPORT BRACKET 4"x2"x2" STEEL PLATE SPRING LOADED WHEEL --,"I CANE BOLT LATCH ASSEMBLY (BEYOND) 4"0 CANE BOLT I I 4"0x2" PIPE SLEEVE (TYP.) nN I rT 2- N CANE BOLT DETAIL (FRONT ELEVATION VIEW) SCALE: 1 • - 1'-0• 4"x2"x2" STEEL CAP PLATE 4"x2rx2}" STEEL CAP PLATE HSS2"x2j"x4"HSS2"x2"x4" SPRING ASSEMBLY—, ---,WHEEL ACTUATOR SLEEVE��° I 1V 6"0 FIXED CASTER------MLil — WHEEL ASSEMBLY PARTS SCALE 1" = 1'-0" L3"x2"x4"x1'-6" WHEEL SUPPORT I -EX. HSS2"x2"x4• GATE FRAME BRACKET I � rx2•x2' STEEL CAP PLATE HSS2"x2}"x4" SPRING ASSEMBLY SLEEVE 2"0 CENTURY SPRING CORP. I n2 CSC4054 INTERNAL SPRING I lV HSS2"x2"x4" WHEEL ACTUATOR :tA-- 6"0 FIXED CASTER WHEEL ASSEMBLY DETAIL (REAR ELEVATION VIEW) SCALE: 1" - 1'-0' 2"0 CENTURY SPRING 2"0 CENTURY SPRING CORP. T CORP. CSC4054 1 CSC4054 INTERNAL SPRING � ii�" 2"-6" SPRING HSS2}"x2}"x4" SPRING 2"-6" ASSEMBLY SLEEVE n' J EX. HSS2"x2"x4" GATE FRAME L3"x2"x4"x1'-6" WHEEL SUPPORT BRACKET 1 WHEEL ASSEMBLY DETAIL (SECTION VIE)N�. 2"X4" TREATED WOOD BLOCKING BOLTED TO CHANNEL W/ 3/8" 0 CADMIUM PLATED BOLTS AT 1'-0" O.C: REASE FITTING 18 GA. STEEL DECK TEEL 'SLEEVE' WITH GELDED TOP CAP 'AINTED) " STEEL PIPE W/ :AP) FILLED WITH ONCRETE 0 PAI NTED) _ _ TEEL 'SLEEVE' SLIPPED 0I I ini Ii ii ii VER 6" 0 STEEL PIPE -bo i, ILLED W-/ CONCRETE 'AINTED) 3 X 4.1 GATE FRAME GATE HINGE - REFER TO GATE HINGE DETAIL C3 X 4.1 GATE FRAME- PROVIDE TRIANGLE OF 1 /4"X8"X8" WELD AT CORNERS 5/8" THREADED ROD- WELDED TO STEEL GUSSET PLATES TURNBUCKLES INSTALL SPRING �j INSTALL J" O STEEL LOADED GATE WHEELS GATE HINGE DETAIL 0 CANE BOLTS (SEE CANE (SEE GATE WHEEL DETAIL) BOLT DETAIL) N.T.S. 0.375" x 6"0 CONC.-FILLED STEEL PIPE PAINT RED ELEVATION—TRASH ENCLOSURE DETAIL N.T.S. 8" CONCRETES B 4 . cD r ` K #4 ® 24" OC EACH WAY 1 #4 BENT @ 24" OC 2-#4 CONT. SCREEN WALL NOT TO SCALE r,.in e_ I-e%n,.irn ni IAIAI I IAII/ N FINISHED GRADE N 4 1.' 18" DIA. CONCRETE(3000 PSI) T BOLLARD DETAIL TRUTECH FABRIC OR EQUAL 0'-0" [3048MM] MAX SPACIN FENCE SECTION ELEVATION NOT TO SCALE CONTI #4 R 1 "0 DOWELL H END VIEW 1.5" SM -2A ---�- 3" BM -2 ...................... ...................... ...................... ...................... 6" 21-8 — DETECTABLE COMPACTED SUBGRADE I—III—� �- WARNING T —IIEl.11 III; III- ON—SITE PAVEMENT TYPICAL SECTION NOT TO SCALE SELECT E EXISTING OR PROPOSED CURB(TYP) WHERE SHOWN ON PLANS 4' (OR AS SHOWN ON PLANS) EXP. JT. MAT'L 4" CRUSHED STONE (3000 PSI) 4" CONIC 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR) TYPICAL SIDEWALK /CURB DETAIL NOT TO SCALE PROVIDE 2.00% MAXIMUM CROSS SLOPE FOR DRAINAGE SIDEWALK SUBGRADE SHALL BE COMPACTED TO 95% DENSITY. (OR AS SHOWN ON PLANS) 4" CRUSHED STONE - (3000 PSI) 4" CONC—J 6x6xW1.4xW1.4 WWF (1.5" Min. CLEAR)— TYPICAL LEAR)TYPICAL SIDEWALK DETAIL NOT TO SCALE 4" CRUSHED STONE (3000 PSI) 6" CONIC 6x6xW2.9xW2.9 WWF (1.5" Min. CLEAR) Lam» 2'_0"� CG -6R COMBINATION 6" CURB & GUTTER REVERSED NOT TO SCALE (CG -6R SHALL NOT BE USED, IN THE VDOT RIGHT OF WAY) 1 "0 DOWELL HOLE E /2"0 SCH PVC PIPE & INGS FORCE MAIN INSTALLATION DETAIL NOT TO SCALE FINISHED GRADE SELECT MATERIAL - DETECTABLE EARLY WARNING MARKER TAPE (TYP) STONE DUST SCH 40 PVC(TYP) F" - U Q N ow OZQ Z :5 W Z W a m � < o U � N Y M aO� W W O u- W cn O 0-1a O 3» 2 3„ w O Nr, L P 0 N ■, ~ rn N Ln N II N N oQ 0 (,D a TYPICAL UNDERGROUND COUNDUIT DETAIL rrz r.^ c W O O O N❑T TO SCALE J w> In v MODIFY AS REQUIRED FOR POWER AND COMMUNICATIONSw 6 4w W E o = Q- 'F) - U . w N V EXTEND RAIL TO MEET ADA REQUIREMENTS Z v 3 I.- w E w r - a00 1-1/2" DIA. STANDARD TUBE STEEL RAILING SET IN 81 x 3" DIA. STEEL SLEEVES -GROUT FULL OWNER TO SELECT PAINT COLOR LOCATE RAIL AS SHOWN ON SITE PLAN FRONT VIEW PROP. 6' CAR STOP .a EX. PAVEMENT STRUCTURE {F 5/8"Ox18" STEEL DOWELL PRE—CAST WHEEL STOP DETAIL NOT TO SCALE i 1 " NOSING(TYP) 12" X3000 PSI CONCRETE 6 X 6-1.4 WWF(1.5" MIN CLEAR) 4 NOSING BAR(TYP) RISERS AS REQUIRED SEE SITE PLAN FOR ADDITIONAL INFORMATION :XTER I O R STAIR DETAIL Iv OT TO SCALE c� N z� J w =w 212 121u) 0 Z I TH F r el J C. LEWIS No. 021621 W `SSIONAL �� SURVEY: C. I.: P -L 2' DRAWN BY: JOB NO.: P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: �/ 16 DETAIL 1 DET _A0 1 DETAIL 3 B6GL B Ec T f*"-$ s MIN S NN. A AS A A 1 5 S WS � W KIN. JS � *`MIH. 35 I MN. 3S JL g S MIN S MIN. 8 ` B 1 L B H Is 1�� p i GEOTEXTLE FABRIC B:: GEOTE%TILE •.. B' :9. FOES MW.E FABRIC SECTION A A TSECTION. A A SECTION A A MN. 3S S MIN. w:7A� S WN, - MOTES. imTT.: FOR MULTIPLE LINE INSTALLATIONS, DMM)ON S IS TO GOVERN THE PROTECTION DD x OUTSIDE: THE CHMIKEL WIDTH (W). 2. ON ANY NSTALLATX)N REQUIRING CULVERT OUTLET PROTECTION WHERE. NO ENDWALL OR EN)SECTION IS SPECIFIED ON THE PLANS, CONSTRUCTION: IS TO BE N. ACCORDANCE WITH DETAIL 2 SHOWN ABOVE. 3. GEOTEXTILE FABRICTO BE INSTALLED UNDER CLASS AI,1, A D I MATERIALS IN ACCORDANCE WITH.THE SPECFICATKINS. 4. 5 DIAMETER 4F CIRCULAR CULVERT OR SPAN FOR BOX. ELLIPTICAL OR ARCH CULVERT. CEOTE%TLE ' N. -. DIAMETER OF CrtCULAR CULVERT OR RTSElNYE1GHT FOR BOX,. ELLIPTICAL OR ARCH EABPoG- CULVERT: SECTIONx USE TYPICAL SECTION SHOWN ON PLANS FOR SSLOPE, BOTTOM WIDTH AND DEPTH B -B IS OF CHANEL OR MATCH EXISTING DITCH OR NATURAL GROUND. OUTLET PROTECTION KMNUMUM LENGTH (L) TYPE A INSTALLATION 3H. TYPE B INSTALLATION- SPH �ERETE��)i 204 CULVERT OUTLET PROTECTION 23+04 VIRGINIA DEPARTMENT OF TRANSPORTATION REV 8/07 17401 TYPE or OUTLET PROTECTION MATER( AL M YELOCtWTYLET (FOR DESIGN STORMY MINIMUM "T" INCHES) CLASS Al CLASS Al DRY RIPRAP 8 fps l8 CLASS I CLASS T DRY WRAP k fps 24 CLASS CLASS 1, DRY WRAP 19 fps 36.: TSHAPE TO BE BEVELED H WITH MWTAR Da Nor BEVEL NvERr- I Is L NOTES: L OULDYPRL�ITRW VE SHOULDERRLLIINEE IN NHLIS A6 O EkMIIN OF 4 LL rOPP OF 94WRERE DWLA -L w MO<ECT ABOVE ALL SLOPE. DITCH SLOPE. OR SHOULDER. 2• THIS IrE* VAY BE PRECAST OR CA3r IN PLACE. S ALL C; r IN PLS CONCRETE TD BE CLAbS A3 FOR PRECAST SEE SHEET 4, n4a STANDARD To BE US® wirH SrRAICA-Fr CRo35iNC3 Abw ALL 5KEWS (0" To 45, L 5. HEN)WALL TO BE BEVELED IN ALL AREAS ExGEPr WHERE A GDNFLIGT' Win+ INVERT OR VR1NCwALLS OCCUR. Et♦A-1 ENDWALL FOR CIRCULAR CC -11 I x , :x STREET APPROACH SAME CONSTRUCTION JOINT' EXISTINGASPHALTLAYERS - PROPOSED ASPHALT LAYERS` A -� SURFACING AS MIANLINE Wd41ETER OF PPE Ct4,VET�I` lRATXIIS TO AS ' ROADWAY ON PLANS)j'C C REMOVE. EXISTING; ASPHALT LAYERS' TO EXISTING' SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS SHOWN - - - - I 12" RADIUS ON BEAS 4 UADM RB tTT £ / C -42 xZ;A' ISTIM 6)6) f�2• � •• iP 1•:r V-0" W-111" ka �. SIDEWALK �... I IA _IKE.S.T CLASS A3 ,� • -M, •.' _ ..- '- OPTKXRAL 6.1 '''-- CONCRETE EXPANSION JOINT EXPANSION JOINT 15'I SECTION C -C - : f TH ' K NOTE: MID B" 2'-0" � AS M WA ANTOINE t40AD B SHOWN ON TYPICAL SECTION, A -1 p a PLAN VIEW p u � z' -x' CONSTRUCT GRADE CHANGES. WITH A'PARABOLIC CURVE. 2'-s" ®WHEN THE ENTRANCE RADNCANVOT ACCOMMODATE: r D" THE TURNING REOUREMIENTS. OF ANTICIPATED HEAVY 10, PARABOLIC CURVE TRUCK TRAFFIC. THE DEPTH FOR SIDEWALK 6 CURB RAMPS WITHIN THE LIMITS OF THE RADISHOULD BE EDGE OF SHOULDER OR D 04CKASCO TO 7". OPTIONAL FLOW LINE D a'-5" `"- STV. IS USED FOR ENTRANCES BUST MANOR$ ROADWAY "'- '- �" ""•' -- - -- IN C ION IN CONJUNCTION WITH VDOT PROJECTS, PLEASE B t VAX; -•-• D ` - .. NOTE THE:. FOLLOWING; - _. SLOPE CHMIGE --.- 2''11" S MIN; 4O MN.fOR STREET` M PAVEMENT T X* MAINLINE E EMEN SHALL BE CONSTRUCTED TO THE R/W LINE (EXCEPT ANY SUBGRADE OESIRAME FOR COLMERCI STABILIZATION REOUIRED FOR MAINLINE PAVEMENT WHICH CAN BE OMITTED IN ENTRANCE THE ENTRANCE.) - SECTION ' A A RAOUM. OR COMBINATION CURB Cuwe I - FOR GUIDEL NES O GRADE CHANGED .AND GUTTER SHALL NOT � CONSTRUCTED BEYOND THE Rrw LINE EXCEPT FOR a -a' R NT PURPOSES. URPOSES. 1_11 x D I WHEN USED IN CONJUNCTION WITH STANDARD ENTRANCE VOLUME DESIRABLE MAxwnxe CG -3 OR CG -7, THE CURB FACE ON THIS STANDARD 1S TO BE ADJUSTED TO 'MATCH THE ' MOUNTABLE CURB CONFIGURATION. HIGH (MORE T14A4 1500 VPO) 0 x 3 x D'-1- FADIUM (500-1500 VPD) 93 X 6 X SEE STANDARD CG -12 FOR CURB RAMP DESIGN TO BE USED WITH THIS STANDARD. THAN X LOYY'<LESS AN 500 VPD)' S & B X PLANS ARE TO #*CAT WHEN CONSTRUCTION F � E0 9'-71 A FLOW, LINE IS REQUIRED TO PROVE POSITIVE 1D' -1r. DRAINAGE ACROSS THE ENTRANCE. )Z,_11. OPTIONAL FLOWL94E MAY IEOUXRE WARPING OF A CONC. PIPE PORTION OF GUTTER TO PRECLUDE PONDING OF WATER. ` SREFEREN HOHI METHOD OF TREATMENT-... 1,319 REFERENCE CONNECTION FOR STREET INTERSECTIONS C M. PIPE 502 AND COMMERCIAL ENTRANCES REV. 7/01 0 739 VItGRMA DEPARTMENT OF TRANSPORTATION 203.04 TSHAPE TO BE BEVELED H WITH MWTAR Da Nor BEVEL NvERr- I Is L NOTES: L OULDYPRL�ITRW VE SHOULDERRLLIINEE IN NHLIS A6 O EkMIIN OF 4 LL rOPP OF 94WRERE DWLA -L w MO<ECT ABOVE ALL SLOPE. DITCH SLOPE. OR SHOULDER. 2• THIS IrE* VAY BE PRECAST OR CA3r IN PLACE. S ALL C; r IN PLS CONCRETE TD BE CLAbS A3 FOR PRECAST SEE SHEET 4, n4a STANDARD To BE US® wirH SrRAICA-Fr CRo35iNC3 Abw ALL 5KEWS (0" To 45, L 5. HEN)WALL TO BE BEVELED IN ALL AREAS ExGEPr WHERE A GDNFLIGT' Win+ INVERT OR VR1NCwALLS OCCUR. Et♦A-1 ETIH -L lk 5 W-V'EL EDGE IS R87UIRED ON THE HIEAU'RALL AT THE INET EHq) 4F THE cu.VERr EwHr>E rHc FLaw ENTERS THE CULVERn, 7: IiEkb1+,'ALL AT T1iE d1TLE1' END OF THE CULVERT MAY BE EITHER i(,X,IMRE mrF OR BEVEL mc>E: 8- ON SH•LLDw FL LS, WHERE pVDwAL-LS ARE f -OR LESS BELOTV SHDR.LCAFR u�; THE TDP OFTHE ENDM+ALL SHALL 8E t9N5TRUCTED PARALLEL 1+9 THE GRlOE OF THE ROAD. 9. 4'A" CHAMFER MAY BE PROVI[IEU aN ALL EDGES AT MAAR1Fnt TURffR'S OPTION. EW -IA I ENDWALL FOR CIRCULAR PIPE TACK COAT THE PROPOSED CONSTRUCTION JOINT' EXISTINGASPHALTLAYERS - PROPOSED ASPHALT LAYERS` EXISTING SUBBASE PROPOSED SUBBASE Wd41ETER OF PPE Ct4,VET�I` CONSTRUCTION JOINT DETMN- REMOVE. EXISTING; ASPHALT LAYERS' TO EXISTING' SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM. 11/,. INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) 12" I5" 18 N 2r OR 2+^ 27" DR 30" 33" OR 36' -42 xZ;A' 0'-6" V -40A V-0" W-111" I -an 01_fl 1 DI -1011a1-11" B. EXISTING S' PAVEMENT MARKINGS AND MARKERS WITHIN rHEPROJECT LIMITS SHALL BE RESTORED SUBJECT TO: THE APPROVAL OF THE ENGINEER, 01-11" 1,•411 r -0i1 1.-&, B C p a r-�" p u � z' -x' 2'-rs' 2'-s" D r D" 11 ;+ s rte" z1Ha" -r-a" y�N F a'-5" 0'-B" 0'-5- �'-2" 41-1)" 01_p,: H. 2'..3". 2''11" 3'-Z. 31.4:; 4:-s•.. +:_91: L 4'-0.. 5'-0° 51-0° 8'-0"' OM -0` a -a' a 1_11 x D I 1_ " 0 +iJ, 0'-2" _ I .0'-3'141 p' 2f2' ' 0':+13:'1 b D'-1- 0'-4f" D' -0/i' 0'-2'+ 0'-21/2' 9'-71 10'_21. 1D' -1r. CUBIC YARDS OF CONCRETE )Z,_11. S CONC. PIPE 0.241 0 442 D 697 1,319 2.067 2.947 C M. PIPE 0 257 0:521 0 739 1.398 2 196' 3.1+5 ETIH -L lk 5 W-V'EL EDGE IS R87UIRED ON THE HIEAU'RALL AT THE INET EHq) 4F THE cu.VERr EwHr>E rHc FLaw ENTERS THE CULVERn, 7: IiEkb1+,'ALL AT T1iE d1TLE1' END OF THE CULVERT MAY BE EITHER i(,X,IMRE mrF OR BEVEL mc>E: 8- ON SH•LLDw FL LS, WHERE pVDwAL-LS ARE f -OR LESS BELOTV SHDR.LCAFR u�; THE TDP OFTHE ENDM+ALL SHALL 8E t9N5TRUCTED PARALLEL 1+9 THE GRlOE OF THE ROAD. 9. 4'A" CHAMFER MAY BE PROVI[IEU aN ALL EDGES AT MAAR1Fnt TURffR'S OPTION. EW -IA I A N SPEGIFIG 1+10 REFEREINCE 11 STANDARD ENDWALL FOR PIPE CULVERTS 105 12`315" CIRCULAR AND 23"x14'' -53"x3411 ELLIPTICAL PIPES 302 VIRG84A• DEPARnt"r OF TRA%PORTAnuN K)I.pi I cG.6 INSERTABLE SHEET A86 PB -1 NO PROJECTION OF PIPE ABOVE GROUND LINE NOTES: I. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. TOP OF FELL TOP OF FILL TOP OF .FILL I 2. CONCRETE TO' BE CLASS A3 IF .CAST R4 PLACE. ( I 4000 PSI IF PRECAST. GROUND LINE 14 GROUND LIME H tYROUND LME H 3• COMBINATION CURB T" GUTTER HAVING A RADIUS "• MIN. 1.5" OVERLAY ASPHALT OF 300 FEET OR LESS'tALaNG FACE OF CURB) SHALL - irrr✓r rrrr rrrrr .vrrr. rrrr CONCRETE SURFACE COURSE rrrr IL „ TYPE(SM)• VDOT SUBSEQUENT SPECIAL PROVISIONS GE PND r As RADIAL CtkMBN4ATlp1 ,ter /r rrrr✓� rrr FIGURE 1 TT R K GUTTER. rr �' EARTH( � � rr r 0,12" ,, ,, 0.17' UNYIELDING 0.12' EARTH 1. All patches are to be replaced in accordance with the following regulations 4• FOR USE WITH STABILIZED OPIEN-GRADED d d Sal• d P P 9 9 DRAINAGE LAYER. THE BOTTOM OF THE CURB 0/2 4" D/2 D 0r2 and as shown on Figure 1. AND GUTTER ,&, BE CONSTRUCTED PARALLEL BEDDING TO THE SL SUBBASE COURSES MATERIAL AND TO THE. DEPTH OF THE PAVEGIENT, 3' I b _I E 2. The permittee will be required to replace the surface and base of the roads T •-•-•-•-•-•-•-•-.---•-• .-•-.-.-.-.-. included under this permit in accordance with the Roads and Bridge Specifications 5. THIS CURB MAY IE USED WHEN 1ING MIN. 1/10 0 •-•---.-•---.-.-.--,-.-.-.-.-- MIN. r Ir - -. .-.-. .-.-.-. .- 10 p. MIN. t0 D #F -•-•- - -•-•- - - -•- and this Special Provision. �M X D- t( x MATERIAL /t" PER x � 0,.1 - - - - - - - - - - - --•-•-•-•-• DESIGN SPEED t5 40 MPH tNt LESS BED( 2„ R ON RURAL HIGHWAYS AND 45 MAH t OF N X f M MATERIAL x D x x LESS' IN DEVELOPED URBAN & SUBURBAN W. g., eJ 3. Backfill material shall include a minimum of six (6") inches bedding AREAS. JF THESE DESIGN SPEEDS: AREFOUNDATION SOFT YIELDING- OR MAX.?{ material and four 4 inches over I 68 or 78 stone). The entire backfil ExcEr:0E0 STANDARD �c 7 Hs REQUIRED. z ASPHALT CONCRETE BASE COURSE O pipe (# till ) II---{{ NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL - shall be free from wood, decaying material asphalt, concrete ice frost large # I � TYPE(BM) r e P rg clods, stones and debris. a PI E PROJECTION ABOVE GROUND LINE' m - ' 4. Backfill material shall be compacted to a minimum of 95% of the theoretical • �• MIM. 15 x;D. 1 MN. 1.5 TI D # IINN. L5 x D.: MN . t x': MIN. 1. - It MRN 1 I 00 maximum density at optimum moisture content, as determined by VDOT testing ,.L■=, 5 D 5 D_..5 x D TYPE I SIZE 21 AOR B ACG. rocedures, use mechanical tamping throughout the depth of the trench in six TOP of F111 i DF FILL TOP OF FAL z COMPACTED TO 100% MAX. DENSITY 6 inch layers to insure that adequate support isprovided for the subbase - (� oY q PP AT OPTIMUM MOISTURE CONTENT layer a I, Size 21A or 21B 7" Q Y (TVP )• ` - rrrr rrrrrrr .+ - 5. It shall be the option of the Town Inspector - rrH --•• _ rrr,+ rrr'�r,+ -•-.• = rrrrrrrrrrirri rrrrrrrrrrrrrr - r �•• : • .� n .•. ; .:. • : _:_ .. r. P specto to request and review the -rrrrrr rrr,+rr .....:.: .•. , , ,T _ . . s rr ::.....:... .. rrrr rrrr rr - �.. ... _.. _ ,•. .. rrr r rrirArr rrrr rrrrrri rrrrrrrrrrrri •. . - . •. F.. . , .., : • , .. _ . • - - - r r - r frr rrrrrr rrrr ...,„ , . ,.,, ,.. •. ,• •. • _.. •-, backfill compaction test results and/or authorize an inspector to monitor the / P D D' D 4 r rr r r.r' ✓r - rirriirrrr rrrr it rrr :.: .:.:..:... _ " r « « .. - r.+ _ r ,Ar ...:..;:: >:.� :'- :.::; :r compaction. 0.12 r rrrrrr rr✓ rr 0.72 �rrrrrrrr/ rrrrrrrrrr ;:.:;•..::. _ f•. , Pa -. - _ _ _ _ rrrrrr D t2 GROUND - : .:. :.....' . r „'� _ _ rrrrrrrrr rrrrrrriri - ... •. •., �..... ,.• .. ;... : . ._ THE BOTTOM OF THE CURB AND. rr .rYr IRiE, rrrrrr � -.GROUND .: :..... :... y ,....=:•' <• -: •%r• _ :-."•i '•':';? -- rrrrrri d _ d LIFE' f�rr _ - -LINE ; BENCH •- ' • •' :,•, <<� ;--::':: r :•.:?•::.••;':;•.•'.. 6. The cut to be backfilled shall be made as d as practicable at the time of GUTTER MAY BE coNSTRtict£D -rW2J' _ rr,�� _ _ _ ..:....:. •.r..., , ..., ,• ;•::.• <. •... ,: •. , ,: .. .. FY P J z PARALLEL T )� OPE 0 2- ALL O T SL OF backfilling b pumping. balhn dramm r other 0 of e approved dewatering methods. SUBBASE COURSES PROVIDED A I' EARTH 9 Y P P 9. 9. 9. PP AWdUM DEPTH OF (S MAINTAIiEDM �T[ r RDCK OR . All cuts sides shall be trimmed to neat straight lines and a tack coat shall LIN ''" ` ''"' '` " • "'•.`''-'" be applied at a rate of 0.05 - 0.15 II n r 1/ MMI. If #0 D >7ELDING ' T MIN. w a DOING HIS NEER MAY 8E CONCRETE BE ( . - ` .• •:= .• ,.• .., t ,•�, .;: ,... i, .: _ . <.. ga o per square yard of RC -250 pr CAE -2 AT T r x H+--- II x MATERIAL MIN. t/1D D • ,• • ..::. before placing the plant mix. :.• :.:. r A HE OPTION � HE CONTRACTOR " >� X D x BEDDING BMEAT00£N�IG� R -EARTH :•. Jf PER MATERIA }i•.> .: O s :.:. :i.? 1 OF H :.:• .< , : < . ; ...:, ;. , 8. Placement of all Asphalt Concrete and surface treated courses shall be MIN. B" FOUNDATION SOFT, YIELDING, OR :�` :A' rolled where possible with a unit Navin a manufacturer's NORMAL EARTH FOUNDATION ROCK FOUNDATION �... > _.<.°'>;; P g u urers rating of ten (10) tons, x•24 0TH RW1SE UN IT MATERIAL"`r �" " '"''' `.': and rolled until the aggregate is ke ed into the bitumen. Where rolling is not E UNSUITABLE A r .... , :: •,•; { . ;.;:.'._ ;...Y 9 °.'- r': 'A ='•:: ' ":? ::::; s.c.:, : z •:' :•:: possible, a mechanical tamp will be used. In all cuts stone is to be placed "' " ''' `" : ': •`::•"• ;'., r.:-<': ; • in the trench daily u to a maximum length of 500 feet, at which time the BEDDING MATERIAL IN ACCORDANCE WITH C9 : '•>.< ,a,. .. Y P 9t NOTES: z `' "`-""• ` pavement shall be covered with a temporary or permanent asphalt patch. SECTION 302 OF THE ROAD AND BRTOGE _ P P ry P P SPECIFHCATIDNS. o N0. 68 OR 78 STONE FOR PLASTIC PIPE, THE LIMITS OF THE CLASS`1 BACKFILL MATERIAL SHALL BE o ^ L" ` :" '':: :"' .r..' . CLASS T BNIMCKF9 L MATERIAL IN ACCORDANCE w > D E EXTENDED TO 12 ABOVE THE IOP OF THE PIPE: :•.. :•, .:.;.;,;•,••.M:. 9. Contractor will be responsible for any depression grater than 1/2" that WITH SECTION 302 OF THE ROAD ATND BRIDGE -. =.;, :.;••;: 1,• •c .:•>:'% occur within three ee ears of completion of atchinCorrection 5PEC#K:AiIpNS, FOR GENERAL NOSES ON PSE BEI7�RG, SEE MSTALLATION OF PIPE CULVERTS ... • -- •• R • :- • �• ,.. . _ y " p patching. shall consist rrfrr REGULAR BACKFILL MATERIAIL IN ACCORDANCE AND STORM SEWERS GENERAL NOTES ON SHEET to7;00. MIN. TRENCH WIDTH TO SUPPORT of milling and replacing 1.5 of surface course mix (SM). MATH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. D.+24"(= TRENCH BOX E1r�ANKMENT. SPECIFICATION REFERENCE COMBINATION 6" CURB & GUTTER SHEET ION 4 ROAD REPAIR DETAIL 02 INSTALLATION OF PIPE CULVERT'S AND STORM SEWERS VIRGINIA DEPARrMNENT OF TRANSPORTATION 29, Q3 CIRCULAR PIPE BEDDING AND BACKFILL METHOD "A" 302 REV. 7/05 303 VIRGINIA DEPARTMENT OF TRANSPORTATION ;0-1+ I WP -2 ADJACENT TRAVEL. LANE ASPHALT PAVEMENT WIDENING ENDWALL FOR ELLIPTICAL PIPE (AS DETERMINED RV FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT' EXISTINGASPHALTLAYERS - PROPOSED ASPHALT LAYERS` EXISTING SUBBASE PROPOSED SUBBASE SIZE OF ELLIPTICAL PPE C4LYETtr (SPAN x ftse CONSTRUCTION JOINT DETMN- REMOVE. EXISTING; ASPHALT LAYERS' TO EXISTING' SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM. 11/,. INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) 11 I X 25 x + 30"x19" 3+"x22" 38"x24" -42 xZ;A' 45°x,2.9" 49"x32" S:S'x3+" A 81-80 01_fl 1 DI -1011a1-11" B. EXISTING S' PAVEMENT MARKINGS AND MARKERS WITHIN rHEPROJECT LIMITS SHALL BE RESTORED SUBJECT TO: THE APPROVAL OF THE ENGINEER, 01-11" 1,•411 r -0i1 1.-&, B T-2:: L�,1 11-t- _r$I, T-0:, r. -1f),1 1.:-I?' 21.6N C r.$1, I -11N 2' 1" 2'-4" 21-5.1 2'_711 Z_& 7-81 D r-2" r-7" I' x]" 2 _0 x 2'-3" 2'-fi N 2'-8" 2'-U" F (Y -a- 0,$n D'-1. ',9" a-a,l 0'=9" OM -0` a -a' H 2'-t0'• 3'-3- 3:_7" S,_9" 4'-0" 4-2" 4'-5' L V_6" T-2" W-6" 9'-71 10'_21. 1D' -1r. 12'_Rr )Z,_11. S I' -r" 2'y., 21-10" 3'•2N 31{" 3-91 +._rl +1-6" G 0'-214" O' -SAI" 0'-311/2` 0'-4" 0',4'4" D` -4Y,' a-3* a-5'4" b a-2° O' -214z" D' -2'{r." V-3" Q'-314" 0'-3r." 014• 91-41/z. Ln AT•X.'.Y. SANE AS to DIRECTED BY THE ENGINEER. AND SHOULD NOT BE LOCATED EEHNO YEHCLE STOP LNE5. Ex15TNB LIGHT POLES, FIRE HYDRANTS•DROP NLETS.ETC. ACCESSIBLE TRUNCAL ED DOMES TOP OF CMB A EJ & C: CUB1C YAlaS OF CONCRETE: TYPE C TANGENT PLAN `� OF A FACILITY TWAT CAR BE CPPRQA040, ENTERED AND USED BY PEDESTRIANS. PARALLEL & PERPENDICULAR -STD. cG-2 CONNCPIPE 0.502 0.865 1+255 I.BOO 1.811 2.101 2.512 2 0=01 A N SPEGIFIG 1+10 REFEREINCE 11 STANDARD ENDWALL FOR PIPE CULVERTS 105 12`315" CIRCULAR AND 23"x14'' -53"x3411 ELLIPTICAL PIPES 302 VIRG84A• DEPARnt"r OF TRA%PORTAnuN K)I.pi I cG.6 INSERTABLE SHEET A86 PB -1 NO PROJECTION OF PIPE ABOVE GROUND LINE NOTES: I. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. TOP OF FELL TOP OF FILL TOP OF .FILL I 2. CONCRETE TO' BE CLASS A3 IF .CAST R4 PLACE. ( I 4000 PSI IF PRECAST. GROUND LINE 14 GROUND LIME H tYROUND LME H 3• COMBINATION CURB T" GUTTER HAVING A RADIUS "• MIN. 1.5" OVERLAY ASPHALT OF 300 FEET OR LESS'tALaNG FACE OF CURB) SHALL - irrr✓r rrrr rrrrr .vrrr. rrrr CONCRETE SURFACE COURSE rrrr IL „ TYPE(SM)• VDOT SUBSEQUENT SPECIAL PROVISIONS GE PND r As RADIAL CtkMBN4ATlp1 ,ter /r rrrr✓� rrr FIGURE 1 TT R K GUTTER. rr �' EARTH( � � rr r 0,12" ,, ,, 0.17' UNYIELDING 0.12' EARTH 1. All patches are to be replaced in accordance with the following regulations 4• FOR USE WITH STABILIZED OPIEN-GRADED d d Sal• d P P 9 9 DRAINAGE LAYER. THE BOTTOM OF THE CURB 0/2 4" D/2 D 0r2 and as shown on Figure 1. AND GUTTER ,&, BE CONSTRUCTED PARALLEL BEDDING TO THE SL SUBBASE COURSES MATERIAL AND TO THE. DEPTH OF THE PAVEGIENT, 3' I b _I E 2. The permittee will be required to replace the surface and base of the roads T •-•-•-•-•-•-•-•-.---•-• .-•-.-.-.-.-. included under this permit in accordance with the Roads and Bridge Specifications 5. THIS CURB MAY IE USED WHEN 1ING MIN. 1/10 0 •-•---.-•---.-.-.--,-.-.-.-.-- MIN. r Ir - -. .-.-. .-.-.-. .- 10 p. MIN. t0 D #F -•-•- - -•-•- - - -•- and this Special Provision. �M X D- t( x MATERIAL /t" PER x � 0,.1 - - - - - - - - - - - --•-•-•-•-• DESIGN SPEED t5 40 MPH tNt LESS BED( 2„ R ON RURAL HIGHWAYS AND 45 MAH t OF N X f M MATERIAL x D x x LESS' IN DEVELOPED URBAN & SUBURBAN W. g., eJ 3. Backfill material shall include a minimum of six (6") inches bedding AREAS. JF THESE DESIGN SPEEDS: AREFOUNDATION SOFT YIELDING- OR MAX.?{ material and four 4 inches over I 68 or 78 stone). The entire backfil ExcEr:0E0 STANDARD �c 7 Hs REQUIRED. z ASPHALT CONCRETE BASE COURSE O pipe (# till ) II---{{ NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL - shall be free from wood, decaying material asphalt, concrete ice frost large # I � TYPE(BM) r e P rg clods, stones and debris. a PI E PROJECTION ABOVE GROUND LINE' m - ' 4. Backfill material shall be compacted to a minimum of 95% of the theoretical • �• MIM. 15 x;D. 1 MN. 1.5 TI D # IINN. L5 x D.: MN . t x': MIN. 1. - It MRN 1 I 00 maximum density at optimum moisture content, as determined by VDOT testing ,.L■=, 5 D 5 D_..5 x D TYPE I SIZE 21 AOR B ACG. rocedures, use mechanical tamping throughout the depth of the trench in six TOP of F111 i DF FILL TOP OF FAL z COMPACTED TO 100% MAX. DENSITY 6 inch layers to insure that adequate support isprovided for the subbase - (� oY q PP AT OPTIMUM MOISTURE CONTENT layer a I, Size 21A or 21B 7" Q Y (TVP )• ` - rrrr rrrrrrr .+ - 5. It shall be the option of the Town Inspector - rrH --•• _ rrr,+ rrr'�r,+ -•-.• = rrrrrrrrrrirri rrrrrrrrrrrrrr - r �•• : • .� n .•. ; .:. • : _:_ .. r. P specto to request and review the -rrrrrr rrr,+rr .....:.: .•. , , ,T _ . . s rr ::.....:... .. rrrr rrrr rr - �.. ... _.. _ ,•. .. rrr r rrirArr rrrr rrrrrri rrrrrrrrrrrri •. . - . •. F.. . , .., : • , .. _ . • - - - r r - r frr rrrrrr rrrr ...,„ , . ,.,, ,.. •. ,• •. • _.. •-, backfill compaction test results and/or authorize an inspector to monitor the / P D D' D 4 r rr r r.r' ✓r - rirriirrrr rrrr it rrr :.: .:.:..:... _ " r « « .. - r.+ _ r ,Ar ...:..;:: >:.� :'- :.::; :r compaction. 0.12 r rrrrrr rr✓ rr 0.72 �rrrrrrrr/ rrrrrrrrrr ;:.:;•..::. _ f•. , Pa -. - _ _ _ _ rrrrrr D t2 GROUND - : .:. :.....' . r „'� _ _ rrrrrrrrr rrrrrrriri - ... •. •., �..... ,.• .. ;... : . ._ THE BOTTOM OF THE CURB AND. rr .rYr IRiE, rrrrrr � -.GROUND .: :..... :... y ,....=:•' <• -: •%r• _ :-."•i '•':';? -- rrrrrri d _ d LIFE' f�rr _ - -LINE ; BENCH •- ' • •' :,•, <<� ;--::':: r :•.:?•::.••;':;•.•'.. 6. The cut to be backfilled shall be made as d as practicable at the time of GUTTER MAY BE coNSTRtict£D -rW2J' _ rr,�� _ _ _ ..:....:. •.r..., , ..., ,• ;•::.• <. •... ,: •. , ,: .. .. FY P J z PARALLEL T )� OPE 0 2- ALL O T SL OF backfilling b pumping. balhn dramm r other 0 of e approved dewatering methods. SUBBASE COURSES PROVIDED A I' EARTH 9 Y P P 9. 9. 9. PP AWdUM DEPTH OF (S MAINTAIiEDM �T[ r RDCK OR . All cuts sides shall be trimmed to neat straight lines and a tack coat shall LIN ''" ` ''"' '` " • "'•.`''-'" be applied at a rate of 0.05 - 0.15 II n r 1/ MMI. If #0 D >7ELDING ' T MIN. w a DOING HIS NEER MAY 8E CONCRETE BE ( . - ` .• •:= .• ,.• .., t ,•�, .;: ,... i, .: _ . <.. ga o per square yard of RC -250 pr CAE -2 AT T r x H+--- II x MATERIAL MIN. t/1D D • ,• • ..::. before placing the plant mix. :.• :.:. r A HE OPTION � HE CONTRACTOR " >� X D x BEDDING BMEAT00£N�IG� R -EARTH :•. Jf PER MATERIA }i•.> .: O s :.:. :i.? 1 OF H :.:• .< , : < . ; ...:, ;. , 8. Placement of all Asphalt Concrete and surface treated courses shall be MIN. B" FOUNDATION SOFT, YIELDING, OR :�` :A' rolled where possible with a unit Navin a manufacturer's NORMAL EARTH FOUNDATION ROCK FOUNDATION �... > _.<.°'>;; P g u urers rating of ten (10) tons, x•24 0TH RW1SE UN IT MATERIAL"`r �" " '"''' `.': and rolled until the aggregate is ke ed into the bitumen. Where rolling is not E UNSUITABLE A r .... , :: •,•; { . ;.;:.'._ ;...Y 9 °.'- r': 'A ='•:: ' ":? ::::; s.c.:, : z •:' :•:: possible, a mechanical tamp will be used. In all cuts stone is to be placed "' " ''' `" : ': •`::•"• ;'., r.:-<': ; • in the trench daily u to a maximum length of 500 feet, at which time the BEDDING MATERIAL IN ACCORDANCE WITH C9 : '•>.< ,a,. .. Y P 9t NOTES: z `' "`-""• ` pavement shall be covered with a temporary or permanent asphalt patch. SECTION 302 OF THE ROAD AND BRTOGE _ P P ry P P SPECIFHCATIDNS. o N0. 68 OR 78 STONE FOR PLASTIC PIPE, THE LIMITS OF THE CLASS`1 BACKFILL MATERIAL SHALL BE o ^ L" ` :" '':: :"' .r..' . CLASS T BNIMCKF9 L MATERIAL IN ACCORDANCE w > D E EXTENDED TO 12 ABOVE THE IOP OF THE PIPE: :•.. :•, .:.;.;,;•,••.M:. 9. Contractor will be responsible for any depression grater than 1/2" that WITH SECTION 302 OF THE ROAD ATND BRIDGE -. =.;, :.;••;: 1,• •c .:•>:'% occur within three ee ears of completion of atchinCorrection 5PEC#K:AiIpNS, FOR GENERAL NOSES ON PSE BEI7�RG, SEE MSTALLATION OF PIPE CULVERTS ... • -- •• R • :- • �• ,.. . _ y " p patching. shall consist rrfrr REGULAR BACKFILL MATERIAIL IN ACCORDANCE AND STORM SEWERS GENERAL NOTES ON SHEET to7;00. MIN. TRENCH WIDTH TO SUPPORT of milling and replacing 1.5 of surface course mix (SM). MATH SECTION 302 OF THE ROAD AND BRIDGE SPECIFICATIONS. D.+24"(= TRENCH BOX E1r�ANKMENT. SPECIFICATION REFERENCE COMBINATION 6" CURB & GUTTER SHEET ION 4 ROAD REPAIR DETAIL 02 INSTALLATION OF PIPE CULVERT'S AND STORM SEWERS VIRGINIA DEPARrMNENT OF TRANSPORTATION 29, Q3 CIRCULAR PIPE BEDDING AND BACKFILL METHOD "A" 302 REV. 7/05 303 VIRGINIA DEPARTMENT OF TRANSPORTATION ;0-1+ I WP -2 ADJACENT TRAVEL. LANE ASPHALT PAVEMENT WIDENING 12 * EDGE OF EXISING PAVEMENT (AS DETERMINED RV FIELD) TACK COAT THE PROPOSED CONSTRUCTION JOINT' EXISTINGASPHALTLAYERS - PROPOSED ASPHALT LAYERS` EXISTING SUBBASE PROPOSED SUBBASE COMPACTED'SUBGRADE CONSTRUCTION JOINT DETMN- REMOVE. EXISTING; ASPHALT LAYERS' TO EXISTING' SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS PROPOSED MINIMUM. 11/,. INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) X MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT' THE FULL THICKNESS OF EXISTING ASPHALT LAYERS AS DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. ASPHALT PAVEMENT WIDENING SHALL .HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VOOT PROCEDURES AND BE APPROVED BY THE ENGINEER:. 2, THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WI NIN T RASWIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES.. OF THE LAYERS OF EXISTING PAVEMENT: SUBSURFACE DRAINAGE OF THE EXISTING' AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN. 3: A MINIMUM OF THREE CO - SHALL BE N 'ON H T RES PL. TAKEN ALONG THE CENTER THE ADJACENT TRAVEL LANE TO TYPE AND THICKNESS OF EXISTING E PA A T S- PAVEMENT LAYERS, HESE CORE5 SHALL BE .PACED NO MORE THAN 500 FEET APART. L 4.. T14E ADJACENT TRAVEL LANE. SHALL BE .MILLED. A MINIMUM DEPTH OF 1'/2 INCHES AND REPLACED WITH A ASPHALT SURFACE .COURSE TO MATCH THE PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED BY THE ENGINEER. 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAYMENT CROSS -SLOPE' AND EFFECTIVE SURFACE DRANAGE. B. EXISTING S' PAVEMENT MARKINGS AND MARKERS WITHIN rHEPROJECT LIMITS SHALL BE RESTORED SUBJECT TO: THE APPROVAL OF THE ENGINEER, 7, FINAL TRANSVERSE PAVEMENT: TIE-IN .SMALL .CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c)OF THE': SPECIFICATIONS EXCEPT THAT. ALL. JOINTS: AT TIE-IN LOCATIONS SHALL BE TESTED' USING A"10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(0) OF THE ' SPECIFICATIONS. ASPHALT PAVEMENT WIDENING SPECIFICATION REFERENCE 305 REV 11,07 FOR WIDENING SUBJECT TO TRAFFIC 303.02 V�(�AA DEPARTMENT OF TRANSPORTATION' 315 2016 ROAD & BRIDGE STANDARDS END -SECTION 12" 60" PIPE -HU0 END ON OUTLET END- CTIWRS SPIGOT END ON INLET END-SECTK)N x x TATO S PLM FNf) ViFW END SECTION DIMENSIONS END SECTION DIMENSIONS ��a.sEwLrT c 8 NOTES; A 8 C 0 E IF ON THE LEFT. F THE CONTRACTOR ELECTS TYPE TO USE THE DESIGN SHOWN ON I THE THE "OFT�iENGE Ned DIMENSIONL�REDUCED BY SLOPE DETAL PERPENDICULAR .T A ALTERATIONS PCRNISS'eLE CORSTRUCTON #5 DOWELS, B- LONG 4•-0 e T C -C SPEOIFICATM REFERENM FLARED ENCS SECTION NN. xvoo�I- ROAD AHA BRIDGE STANDARDS "V O 0000 000 000000 •�.. + 2 12"' - 6011 CONCRETE PIPE CULVERTS c 0 0 0000 REVISION DATE SHEET 1 OF 1 302 21" y 1=1r, 3'.2" eSEE T4BLEi iRUNCATEO DUTIES �Ya`.l>iil■ 24" D"' '-7„ 21.6N �t'Qi I�i�J141<lF�re�i�iill� DETECTABLE WARNING TRUNCATED DOHA( 7. 1 SHAPE OF ROADWAY CURB 0' 4-0 e '-1' TI' -6.1 .' 1+_0., TYPE B TYPE C T- SECTION A -A PARALLEL APPLICATION PARALLEL & PERPENDICULAR M ROADWAY ORAE NIMJR ROW LENGTH APPLICATION 33" r, CONSTHKJCTIGW ,JIDNT 3'-V14"_.B'-1 SECTION A A 51-6" 36" T-3" 5'-3"„ 2,•10 CONSTIIUCTKkT 'T 42" r_911 >3., r-11 ALTERNATE END -SECTION 12" - 60" PIPE ES -1 HUB EDD ON OUTLET END -SECTIONS SPIGOT END ON INLET END-SECDON - - - -. - � CONCRETE0SIINIMR TO N PLAN SECTION X -x END VIEW u� PAY LII( END SECTION DIMENSIONS ��a.sEwLrT c 8 NOTES; A 8 C 0 E IF ON THE LEFT. F THE CONTRACTOR ELECTS TYPE TO USE THE DESIGN SHOWN ON - RT THE THE "OFT�iENGE Ned DIMENSIONL�REDUCED BY SLOPE DETAL PERPENDICULAR .T A ALTERATIONS PCRNISS'eLE CORSTRUCTON #5 DOWELS, B- LONG 4•-0 e T C -C SPEOIFICATM REFERENM FLARED ENCS SECTION NN. xvoo�I- ROAD AHA BRIDGE STANDARDS "V O 0000 000 000000 •�.. + 2 12"' - 6011 CONCRETE PIPE CULVERTS c 0 0 0000 REVISION DATE SHEET 1 OF 1 302 21" y 1=1r, 3'.2" eSEE T4BLEi iRUNCATEO DUTIES (" PAYYLY'RS� 24" D"' '-7„ 21.6N 54011 MN. DETECTABLE WARNING TRUNCATED DOHA( 7. 1 SHAPE OF ROADWAY CURB 0' 4-0 e '-1' TI' -6.1 .' 1+_0., TYPE B TYPE C T- SECTION A -A PARALLEL APPLICATION PARALLEL & PERPENDICULAR M ROADWAY ORAE NIMJR ROW LENGTH APPLICATION 33" r, CONSTHKJCTIGW ,JIDNT 3'-V14"_.B'-1 SECTION A A 51-6" 36" T-3" 5'-3"„ 2,•10 CONSTIIUCTKkT 'T 42" r_911 >3., r-11 A 4'SOVARETSI LANDING AREA R YELriAYIDSHKt YJ =Q TBHE,E ROVOVIDEo W'� �¢ .1 Q N n T� iz:t ,LAX. 5' YN B x q 5 5 x) NOTE: 8 73 % THE REOUIRED LCHGTN OR A °MALLEO RAYP IS LRMTED TO IS FEEr, REGAPDLEss OF 7NE B Is S SLOPE. CROSSWALK AREA, N 1n O ��. o Y N (n J Q =Of CY Y N E U = t: A 4' SOUARE LANDING MEA �RNOTES: C-3 In to SHALL BE PROVIDED FOR + 2'-6" " 3•_3" V-3. '1 II CROSSWALK AREA CROSSWALK u� PAY LII( C.I.: ��a.sEwLrT c 8 NOTES; y ' PIPE LENGTHS SHOWN ON PLANS ARE �• , A"A<. 4 p BASED ON END -SECTION DESIGN SHOWN . IF ON THE LEFT. F THE CONTRACTOR ELECTS TYPE TO USE THE DESIGN SHOWN ON - RT THE THE "OFT�iENGE Ned DIMENSIONL�REDUCED BY SLOPE DETAL PERPENDICULAR .T A ALTERATIONS PCRNISS'eLE CORSTRUCTON #5 DOWELS, B- LONG 4•-0 e T C -C SPEOIFICATM REFERENM FLARED ENCS SECTION NN. xvoo�I- ROAD AHA BRIDGE STANDARDS "V O 0000 000 000000 •�.. + 2 12"' - 6011 CONCRETE PIPE CULVERTS c 0 0 0000 REVISION DATE SHEET 1 OF 1 302 m xrY 1 M MAX r 8 RAKP O_ A�AMITER 000 00 000 000000 TOP DI#ACTER V4RI4BLE YMtDIEAA OEPARt1MEMT OF TRAN"'ITATRON eSEE T4BLEi iRUNCATEO DUTIES (" PAYYLY'RS� 102.01 ZU16 RC7AAD & BRIDGE STANDARDS Z 0 0 LF_ V I 0 N U.J H Q 0 L N� I.f 0 Z Oil J 8i W p � J � Z } W a W FZ mW( U M Y J U J� Q W W 0 LL. W V) O ■ C.I.: DE 04 ruTW1ES REIAIM TO C01FR 710M i,� ,r,■ "per, AA 2' y ' ON ON TR fls 1 x11 1"O CONTAOL YF TAWIC HW. Ari SIs)FLT TO C._IIA AM msI �• , A"A<. 4 p • YN t2:t V,Mx. � 12:1 MAX. ?�19, tel~ kfim A, t1+ TIME GFP"PTHL", VIAL N TYPE 2/2/18 TYPE A 4 aY PARALLEL TRUNCATED DOME PERPENDICULAR .T A ALTERATIONS PCRNISS'eLE CORSTRUCTON #5 DOWELS, B- LONG 4•-0 e T C -C • 5 DOWELS. B•• LONG A PERMSS(BLE AT 12" c•c I CONSTRUCIM 5. MIN. 1„ JOINTIf 12n MAX. >< 3 r -r O o 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 e O 0000 000 000000 - NN. �S �I 12;1 MAX 7e "V O 0000 000 000000 •�.. + 2 � c 0 0 0000 2' B B -{� m 000 000000 H 000 00 000 000000 s D'2.. m xrY 1 M MAX r 8 RAKP O_ A�AMITER 000 00 000 000000 TOP DI#ACTER V4RI4BLE B �' eSEE T4BLEi iRUNCATEO DUTIES (" PAYYLY'RS� 2, A ' BASE-Ox►E7ER TRlNCA7ED DOMES 54011 MN. DETECTABLE WARNING TRUNCATED DOHA( A SHAPE OF ROADWAY CURB DETAIL DETAIL 4-0 BACK Or CURB U ~ 20 4f; "' TYPE B TYPE C BACK OF CORE 12.1 MAX• 4anMAx_ SECTION A -A PARALLEL APPLICATION PARALLEL & PERPENDICULAR M ROADWAY ORAE NIMJR ROW LENGTH APPLICATION 20:1 W CONSTHKJCTIGW ,JIDNT N FEET N PERCENT AINYW RAMP LENGTH ROADWAY CR SLOE SECTION A A 4" CLfiB B" CUNB N FEET IN PERCENT �_ Z 1+2' MN-�•I PERMISSIBLE D 4 6 4° CURB B" CMB Z CONSTIIUCTKkT 'T 1 S 7 D 2 4 2 s B 1 2 5 S 6 9 2 3 5 4 8 2 3 3 6 s lD u A 4 8 LLJ SECTION B -B F• SECTION B -B A 4'SOVARETSI LANDING AREA R YELriAYIDSHKt YJ =Q TBHE,E ROVOVIDEo W'� �¢ .1 Q N n T� iz:t ,LAX. 5' YN B x q 5 5 x) NOTE: 8 73 % THE REOUIRED LCHGTN OR A °MALLEO RAYP IS LRMTED TO IS FEEr, REGAPDLEss OF 7NE B Is S SLOPE. CROSSWALK AREA, N 1n O ��. o Y N (n J Q =Of CY Y N E U = t: A 4' SOUARE LANDING MEA �RNOTES: C-3 In to SHALL BE PROVIDED FOR O CRO ALK K AR 11 17 GRO'S'NN• W,PI �101� MppyCROSSWALKI. THE DETECTABLE WARNING SHALL BE PROVED BY TRUNCATED DOMES. CROSSWALK n V j� II I' '1 II CROSSWALK AREA CROSSWALK 2. DETECTABLE WARNNG 70 BE CLASS A-3 CONCRETE (CLASS A-4 F PRECAST) WITH SUP RESISTANT N7rGRAL SURrACE COVERING THE FULL WIDTH Or TK RAMP FLOOR BY 7N LENGTH N TK WECIIN ROSSWALK TYPICAL PLACEMENT TYPICAL PLACEMENT AT INTERSECTION TYPICAL PLACEMENT OF PEDESTRIAN TRAVEL. OTHER TYPES OF MATERIAL W1114 INE TRUNCATED DOMES DETECTABLE WARNING MAY BE U5rO WRH THE APPROVAL GF THE EH+WHEER, AT INTERSECTION DIAGONAL VARIATION WITHIN CROSSWALK AT INTERSECTION 3. SL OPNO sDEs a cuPB RNID MAY BE POLLED MbtNOLRHCALLY WITH RAMP FLOOR OR BY USING WITHIN CROSSWALK (WITH BUFFER STRIP) WITHIN CROSSWALK PfAlKSIGLE CONSTRUCTION JOINT WIT REOUREO BARS. s. F RAMP FLOOR IS PRECAST. HOLES NIST BE PROVIDED FOR DOWEL BARS SO THAT ADd W40 FLARED SIDES CIV( BE CAST N PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRE7E SHALL ' A .IR�� BE CLASS A-4. I 1 s• MIN. v ,2A JOINT BLE CONST. � ,. 5. REOIAREO BARS ARE 70 BE NO.5 x 8' PLACED TCENTER TO CEP17ER ALONG B07H SIDES OF 711E RAMP FLOOR. MD -DEPTH OF RNP FLOOR. MNIMM CONCREIE COVER P/2". B. CURB J CURB AND *0GUTTERCU SLOPE TRANSITIONS ADJACENT 70 CURB RIPS ARE INCLUDED N PAYMENT FOR CURB J CURB ,MO CUTTER. ' WX MAX. B.. = 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON TK PLANS OR AS DIRECTED BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSIBLE ROUTE WITHN THE RICK OF 2" HIGHER THAry �-• \1 (OCE OF PAVEMENT 3 WAY Or A F#GHWAY FA .Y CROS$E5 A CURB REkAMIX TSS OF WWTKR 51C ALK I5 EMISTNG. PROPOSED. OR NOr4E)uSTEHT. TFCY MIDST 8f LOCATED WITHIN OE5 RIAN CROSSWALKS A5 SHOWN ON PLANS OR AS Ln AT•X.'.Y. SANE AS to DIRECTED BY THE ENGINEER. AND SHOULD NOT BE LOCATED EEHNO YEHCLE STOP LNE5. Ex15TNB LIGHT POLES, FIRE HYDRANTS•DROP NLETS.ETC. ACCESSIBLE TRUNCAL ED DOMES TOP OF CMB A EJ & C: ROUTES PROVDE A CONTINUOUS uNDesTRUCTEO, STA&E. ri M AND SLP iESISTNTI PA7N C04WCTNC ALL ACCESSIBLE ELEMENTS TYPE C TANGENT PLAN `� OF A FACILITY TWAT CAR BE CPPRQA040, ENTERED AND USED BY PEDESTRIANS. PARALLEL & PERPENDICULAR -STD. cG-2 & pRAAPS MAY BE PLACED ON RADIAL ORTANGENTIALSECTIONS PROVIDED THAT THE CURB OPENxNG IS 40 THAT iK SLOPE AT THE Ct7H'ECTION OF 7K M �RPMEFDICULATR 4. CURB OPW'DI 15 Tor THE CALK THE SELECTION OF CURB TYPE AND THE COWIOUTATON OF THE CROSSWALK 9, TYPICAL CONCRETE SIDEWALK IS 4' THICK, WHEN THE ENTRANCE RADIICMNOT ACCOMMODATE THE TOURING UTILITY STRIP MAY VARY TO MEET EXISTING FIELD CONDITIONS TYPICAL PLACEMENT REOUREWNTS OF AANTICPATED HEAVY TROCH TRAFFIC THE CONCRETE SIDEWALK DEPTH SHOULD BE AND ROADWAY CEOMETRICS PROVIDING 1K DIMNSONS AND BALI[ OF CUR 12 +t 4 -IMAX AT INTERSECTION INCREASED TO 7'•. SLOPES ARE AS NOTED. 20 :, 4 T WITH BUFFER STRIP 10-WHEE WWIDHEN RAMPSF THE HUS USC CONJUNCTION WITH A SIMREO USE PATH. THE MINIMUM WIDTH SHALL BE IRS COMBINED (PARALLEL M PERPfKOOXAR) DESIGN FOR ALTERATIONS CAN BE '•'. -�' - USED WITH ADAOINNG BLirER STRIP. LANDING AT BOTTOM Or TWO SLOPING SIDES I�z'tAl')'-1 SR CIAO OE' SECTgN WITH 60" x 60" MN. DIMENSIONS. THE SHORT PERPEWCUL AR RUN TO THE STREET CAN BE PROTECTED BY A LANDSCAPED SETBACK OR CONNECTED 70 THE SIDEWALK WITH A WARPED SVRrA4E. SECTION A -A AY,HAn A4AIY1 RAI. wmT,r. Z 0 0 LF_ V I 0 N U.J H Q 0 L N� I.f 0 Z Oil J 8i W p � J � Z } W a W FZ mW( U M Y J U J� Q W W 0 LL. W V) O ■ C.I.: P -L 2' ■ J O P -L 1707044 ■ N SHOWN 2/2/18 O h ~ 0) 0) ° Z 0 0 LF_ V I 0 N U.J H Q 0 L N� I.f 0 Z Oil J 8i W p � J � Z } W a W FZ mW( U M Y J U J� Q W W 0 LL. W V) O ■ C.I.: P -L 2' ■ J O P -L 1707044 ■ N SHOWN 2/2/18 a woNM>= ~ 0) 0) ° n CU N � N u7 � U-) LLJ Q4. I I N N 3 (D , W 0 0 C) a J LLI W N U U ~ � O W W L CL.- F� �_ Z O U E Z L) ~ W LLJ F• 0 N Z Of J W LLJ In 0 O o W I'1'T 0 O � J LEWIS 9 No. 021621 SURVEY: C.I.: P -L 2' DRAWN BY: JOB NO.: P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 9/16 BIORETENTION FILTER CONSTRUCTION NOTES: 1. The construction of the proposed Bioretention Filter shall conform to the Virginia DCR Stormwoter Design Specification No. 9. Contact the design engineer if more information is needed. 2. The proposed Bioretention Filter is to be constructed generally as shown on the grading plan maintaining the surface area (SA) of a minimum of 2,010 sf shown in the design criteria. However, the filter shape may be slightly adjusted during construction as required to accommodate field conditions. 3. The filter shall contain a filter media composition of 85% to 88% sand, 8% to 12% soil fines, and 3% to 5% organic matter. The engineered soil media shall be supplied by a certified vendor. Provide the owner with a certification of the mix. 4. Do not install the gravel filter trench or the bioretention filter until all disturbed areas have been stabilized. The contractor must prevent any sediment from entering these systems. Meet with the filter designer prior to installation to review the design. 5. Install the impermeable liner in accordance with the manufacturers specifications. All penetrations shall be watertight. 6. Install VDOT #57 stone on filter subgrade. Bed the underdrain in the stone. 7. The perforated pvc pipe shall be 6" diameter SCH 40 PVC and have 1-3/8"0 opening per 6" of pipe, turned down. Install an 18" wide strip of non -woven filter fabric beneath filter pea gravel and over the underdrain pipe. 8. Place a layer of pea gravel over the 57 stone before adding the soil mix. 9. The soil shall be placed in lifts less than 12 inches and lightly compacted by tamping or rolled with a hand -operated landscape roller. 10. The surface of the biofilter will be "turf & tree". Establish turf grass in the filter. Install trees in the biofilter as shown in the Landscape Plan. 11. The contractor shall record the construction process with a written narrative and photographs at each stage of the construction of the filter. The contractor shall provide to the owner an "as -built" field survey and photos of the filter so that the design engineer of the biofilter can provide a certification letter to Frederick County confirming construction was completed in accordance with the approved design documents. SEQUENCE OF CONSTRUCTION 1. Stabilize the contributing drainage area to filter. 2. The designer and installer shall meet before construction to review the design. 3. Install any temporary E&S controls necessary to prevent sediment from entering the filter construction area. 4. Rough grade the filter. 5. Shape the basin as required to achieve the required minimum surface areas and volumes. 6. Install the impermeable liner. 7. Install the gravel diaphragm. 8. If necesssary, remove any accumulated sediment from the basin from the sides using a long reach hoe. 9. Store the approved soil media on plastic and install in 12 inch lifts to the desired depth. Wait a few days and check for settlement. Add additional media if required. 10. Install the required trees and surrounding mulch. 11. Seed and mulch the remainder of the filter with the permanent seeding specification (see E&S plan). 12. Water the trees and turf as required. MAINTENANCE PLAN FOR PHOPHORUS REDUCTION PRACTICES PRACTICE #9 Level 2 Bioretention Filter The biofilter shall be within a recorded easement to establish the right of Frederick County to access, inspect, and maintain the filter, at the county's descretion. The owner shall be responsible for maintenance of the filter to the extent not maintained by the county pursuant to the applicable ordinances. The owner's maintenance responsibility shall be established in the required deed of dedication. Annual Maintenance Inspections: Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 >Add reinforcement planting to maintain 95% turf cover. Reseed any salt -killed vegetation >Remove any accumulated sediment deposits on the filter bed surface. >Ins ect upstream of the filter for evidence of undercuttingor erosion and repairair when found. Remove trash or other blockages. >Examine filter beds for evidence of braiding, erosion, sion excessive ponding, or dead gross. >Check inflow points for clogging, and remove any sediment. >Ins ect side slopes and gross filter strips for evidence of any rill or gully erosion, and repair as needed. >Look for bare or eroding areas in the contributing drainage area or around the swale, and make sure that are immediately stabilized with grass cover. Summary for Pond 5P: BMP Maintenance Task Frequency Spot weeding, erosion repair, trash removal: annually Reseeding to maintain turf cover: as needed Maintain 90% vegetative cover: as needed Mowing turf: as needed Weeding, erosion repair, trash removal: twice during growing season Stabilize the contributing drainage area: as needed Remove sediment in pretreatment cells: every two to three years Replace mulch around trees: every three years PR. GRADE: GRADE AT EDGE OF PARKING IS AT ELEVATION 692.7 C', 692.5' MINIMUM GRADE SURROUNDING THE FILTER = 693.5 )TTQM FI FV -6A1 _0' / FOREBAY(PRETREATMENT CELL) PROVIDE A MINMU VOLUME OF 206 CUBIC FEET OF STORAGE GRAVEL DIAPHRAGM: 2"-3" WASHED STONE; INSTALL NON -WOVEN FILTER FABRIC ON SIDES AND BOTTOM; INSTALL ALONG EDGE OF CURB IN PARKING LOT AS SHOWN ON THE PLANS; 1' MINIMUM BOTTOM WIDTH; 2' MINIMUM TOP WIDTH 18 MINIMUM DEPTH APPROXIMATELY 12 LINEAR FEET REQ'D PROVIDE A 3" DROP ACROSS THE DIAPHRAGM G 100 YR. W.S.E.=692.67' 100'-150 ADS HDPE OUTLET PIPE OUT TO STR #1 LEVEL 2 BIORETENTION FILTER DESIGN CRITERIA: Contributing area to the bioretention filter: 0.91 acres (CI=0.76AC or 79%. CT=0.20AC or 21%) CDA Rv=(0.73xO.95)+(0.18xO.22) CDA Rv=0.73 Tv=(1.0")(0.73)(39,640sf)/12=2,412 cf Z Equivalent Storage Depth= (3.16'x0.25)+(1.0'x0.4)+(0.75'x1.0)=1.94 p SA=(1.25)TV/ESD=(1.25)(2,412)/1.94=1,554 sf SA Provided: 1,800 sf Underdrain: Provided Pretreatment: forebay and stone filter SFP/L Ratio: (9" Ponding eliminates short-circuiting) A forebay is provided at each end of the filter. The volume of the forebay shoud 21"0 PLASTIC RISER WITH STANDARD be 15% of the Tv, or 362 cf. Each forebay has a minimum of 206 cf, or 512 df. \GRADE RADE: LIGHT DUTY GRATE AT EDGE OF PARKING TOP=692.40 ELEVATION 693.2 4" INV. IN=687.10 15" INV. OUT=687.00 MINIMUM GRADE SURROUNDING THE FILTER = 693.5 6"0 CLEANOUT TO SURFACE RAMP SOIL TO TOP WITH SCREW CAP OF RISER 9" PONDING SLOPE 692.5' 3' M 691.7' BOTTOM ELEV.=691.0' Q V) 2" TURF LAYER _J _ (SEE NOTE 4) Q D GRAVEL DIAPHRAGM: W III -I -III-I I -III -I I (-III I -III -III -I I ( FO REBAY(PRETREATMENT CELL) 2"-3" WASHED STONE; III- III I-III-`�-III-III-III- III -III -III- PROVIDE A MINMU VOLUME OF INSTALL NON -WOVEN FILTER FABRIC ON Li _ _ I - - 206 CUBIC FEET OF STORAGE SIDES AND BOTTOM; I I -I -III-�"� I -III -III -III I -III - - 36" PLANTING SOIL INSTALL ALONG EDGE OF GRASS STRIP AS .~.I (-III III-) I I -I I (- III-) I I -III -I SEE NOTE 3 SHOWN ON THE PLANS; Z - 688.5' 1' MINIMUM BOTTOM WIDTH; t- 2' MINIMUM TOP WIDTH Z D 3" MIN. PEA GRAVEL LAYER 1' MINIMUM DEPTHO O 100'-6"0 PERFORATED PIPE APPROXIMATELY 12 LINEAR FEET REQ'D SLOPE ®0.5% PROVIDE A 3 DROP ACROSS THE Z DIAPHRAGM SEE NOTE 6 :::::: W 12 IN MIN. OF 7 T 5 SONE O 686.0' ....................................................................................................................................... 30" WIDE NONWOVEN BOTTOM AREA -1,800 SF MIN. O 4" X 6" REDUCER FILTER CLOTH STRIP 45' BEND J m CENTERED OVER �- UNDERDRAIN-CONTINUOUS GEOSYNTHETICS AQUABLOCK GS EPDM 45 mil GEOMEMBRANE (OR EQUAL) LINER PLACE ON SIDES AND BOTTOM OF EXCAVATION PER LEVEL 2 B 10 R ETENTI O N FILTER SECTION MANUFACTURER SPEC U NOT TO SCALE Q UJIZ Cif 0� Z :5W LLJ Z 0 --M 0 m�_a0 M Y ul J M W 0 W O LLA_ UrnW 3 O X r POST DEV IMBODEN Type 11 24 -hr 1 YR Rainfall=2.40" POST DEV IMBODEN Type 11 24 -hr 2 YR Rainfall --2.88" POST; DEV IMBODEN Type 11 24 -hr 100 YR Rainfall=6.55" POST DEV IMBODEN Type 11 24 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 Prepared' by Painter -Lewis, P.L,C. Printed 5/14/2018 HydroCAD010.00-15 stn 08684 @)2015 HydroCAD Software Solutions LLC HydroCAD@10,00-15 s/n 08684 02015 HydroCAD Software Solutions LLC HydroCAD010.00-15 s/n 08684 @2015 HydroCAD Software Solutions LLC HydroCAD®10.00-15 s/n 08684 © 2015 HydroCAD Software Solutions LLC a Summary for Pond 5P: BMP Summary for Pond 5P: BMP Summary for Pond 5P: BMP Summary for Pond 5P: BMP Inflow Area = 0.910 ac, 80.22% Impervious, Inflow Depth = 1.52" for 1 YR event Inflow Area = 0.910 ac, 80.22% Impervious, Inflow Depth = 1.96" for 2 YR event Inflow Area = 0.910 ac, 80.22%Q Impervious, Inflow Depth = 5.50" for 100 YR event Inflow Area = 0.910 ac, 80.22% Impervious, Inflow Depth = 3.19" for 10 YR event Inflow = 2.50 cfs @ 11.96 hrs, Volume= 0.115 of Inflow - 3.18 cfs @ 11.96 hrs, Volume= 0.149 of Inflow - 8.34 cfs @ 11.96 hrs, Volume= 0.417 of Inflow = 5.02 cfs @ 11.96 hrs, Volume= 0.242 of Outflow = 0.36 cfs 12.16 hrs, Volume= 0.089 af, Atten= 86%a, Lag= 12.2 min @ g- Outflow = 0.46 cfs @ 12.16 hrs, Volume= 0.122 af, Aften= 86%, Lag= 11.9 min = a Outflow 8.27 cfs @ 11.97 hrs, Volume= 0.390 af, Men= 1 /o, Lag= 0.5 min = o Outflow 3.06 cfs @ 12.03 hrs, Volume= 0.215 af, Atten= 39 /o, Lag= 4.3 min Primary - 0.36 cfs @ 12.16 hrs, Volume= 0.089 of Primary = 0.46 cfs @ 12.16 hrs, Volume= 0.122 of Primary = 8.27 cfs @ 11.97 hrs, Volume= 0.390 of Primary = 3.06 cfs @ 12.03 hrs, Volume= 0.215 of Routingb Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs y p Routing try Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0,01 hrs Routing by Ston -Ind method, Time Span- 1.00-36.00 hrs, dt= 0.01 hrs Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 690.05' @ 12.16 hrs Surf.Area= 1,800 sf Storage= 2,497 cf Peak Elev= 691.71' 12.16 hrs Surf.Area= 1,800 sf Storage= @ ge= 3,255 cf Peak Elev= 692.67'@ 11.97 hrs Surf.Area= 2,002 sf Storage= 5,001 cf Peak Elev= 692.57'@ 12.03 hrs Surf.Area= 1,884 sf Storage= 4,809 cf Plug -Flow detention time= 179.9 min calculated for 0.089 of (77% of inflow) Plug -Flow detention time= 166.4 min calculated for 0.122 of (82% of inflow) Plug -Flow detention time= 109.2 min calculated for 0.390 of (94% of inflow) Plug -Flow detention time= 147.3 min calculated for 0.215 of (89% of inflow) Center -of -Mass det, time= 91.6 min ( 901.3 - 809.7 ) Center -of -Mass det. time= 90.4 min ( 892.8 - 802.5 ) Center -of -Mass det. time= 73.2 min ( 847.2 - 774.0 ) Center -of -Mass det. time= 92.7 min ( 881.4 - 788.7 ) Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description Volume Invert Avail.Storage Storage Description #1 686.00' 7,080 cf Custom Stage Data Prismatic Listed below Recalc 9 (Prismatic) (Recalc) #1 686.00' 7,080 cf Custom Stage Data Prismatic Listed below Recalc (Prismatic) (Recalc) #1 6$6.00 7,080 cf Custom Stage Data (Prismatic) Listed below (Recalc) #1 686.00' 7,080 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Voids Inc.Store Cum.Store Elevation Surf.Area Voids Inc.Store Cum.Store Elevation Surf.Area Voids Inc.Store Cum.Store Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) (feet) (sq -ft) (%) (cubic -feet) (cubic -feet) 686.00 1,800 0.0 0 0 686.00 1,800 0.0 0 0 686.00 1,800 0.0 0 0 686.00 1,800 0.0 0 0 688.50 1,800 40.0 1,800 1,800 688.50 1,800 40.0 1,800 1,800 6881150 1,800 40.0 1,800 1,800 688.50 1,800 40.0 1,800 1,800 691,70 1,800 25,0 1,440 3,240 691,70 1,800 25.0 1,440 3,240 691.70 1,800 25.0 1,440 3,240 691.70 1,800 25.0 1,440 3,240 692.50 1,800 100,0 1,440 4,680 692.50 1,800 100.0 1,440 4,680 692',50 1,800 100.0 1,440 4,680 692.50 1,800 100.0 1,440 4,680 693.50 3,000 100.0 2,400 7,080 693.50 3,000 100.0 2,400 7,080 693',50 3,000 100.0 2,400 7,080 693.50 3,000 100.0 2,400 7,080 Device Routing Invert Outlet Devices Device 'Routing Invert Outlet Devices Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 687,00' 15.0" Round Culvert #1 Primary 687.00' 15.0" Round Culvert #1 Primary 687.00' 15.0" Round Culvert #1 Primary 687.00' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke= 0.500 L= 100.0' CPP, square edge headwall, Ke= 0.500 L= 100.0' CPP square edge headwall Ke- 0.500 L= 100.0' CPP, square edge headwall, Ke- 0.500 Inlet/ Outlet Invert= 687,09/ 686.50' S=0.0050? Cc --0.900 Inlet/ Outlet Invert= 687.00'/ 686.50' S=0.0050? Cc= 0.900 Inlet/ Outlet Invert= 687.00'/ 686.50' S= 0.0050 T Cc- 0.900 Inlet/ Outlet Invert= 687.00'/ 686.50' S= 0.0050 T Cc= 0.900 n= 0,013 Corrugated PE, smooth interior, Flow Area= 1,23 sf n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.23 sf n OA Corrugated PE, smooth interior, Flow Area= 1.23 sf n= 9 0.013 Corrugated PE smooth interior, Flow Area= 1.23 sf #2 Device 1 687.60' 4.0" Round Culvert #2 Device 1 687.60' 4.0" Round Culvert #2 Device 1 6$7.60' 4,0" Round Culvert #2 Device 1 687,60' 4.0" Round Culvert L= 100,0' CPP, projecting, no headwall, Ke= 0.900 L= 100.0' CPP, projecting, no headwall, Ke= 0.900 L= 100.0' CPP, projecting, no headwall, Ke- 0.900 L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert-- 687.69/687.10' S=0.00507' Cc --0.900 Inlet/ Outlet Invert= 687.60'/ 687.10' S=0.00507 Cc= 0.900 Inlet/ Outlet Invert= 687.60' / 687.10' S=0.00507' Cc- 0.900 Inlet/ Outlet Invert= 687.60'1687.10' S=0.00507' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0,09 sf n=0.010 PVC, smooth interior, Flow Area= 0.09 sf 0 PVC, smooth interior, Flow Area= 0.09 sf n= 0.010 PVC, smooth interior, Flow Area= 0.09 sf #3 Device 1 692,40' 21.W Horiz. Orifice/Grate X 0.50 C=0.600 #3 Device 1 692.40' 21.W Horiz. Orifiice/Grate X 0,50 C-- 0.600 2n=0.010 #3 Device 1 692.40' 21 .0" Ho riz. Orifice/Grate X 0.50 C= 0.600 #3 Device 1 692.40' 21.0" Horiz. Orifice/Grate X 0.50 C= 0.600 Limited to weir flow at low heads #4 Primary 692,50' 32.0' long (Profile 1) Broad -Crested Rectangular Weir Limited to weir flow at low heads #4 Primary 692.50' 32.0' long (Profile 1) Broad -Crested Rectangular' Weir Limited to weir flow at low heads #4 primary 692,50' 32,0' long (Profile 1) Broad -Crested Rectangular Weir Limited to weir flow at low heads #4 Primary 692.50' 32,0' long (Profile 1) Broad -Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 Head (feet) 0.49 0.98 1.48 Head (feet) 0.49 0.98 1.48 Head (feet) 0.49 0.98 1.48 Coef. (English) 2.92 3.37 3.59 Coef. (English) 2.92 3.37 3.59 Coef, (English) 2.92 3,37 3.59 Coef. (English) 2.92 3.37 3.59 Primary OutFlow Max=0.36 cfs @ 12.16 hrs HW=690.05' (Free Discharge) 1 -Culvert (Passes 0.36 cfs of 7.63 cfs potential flow) 2 -Culvert (Barrel Controls 0.36 cfs @ 4.12 fps) Primary OutFlow Max=0.46 cfs @ 12.16 hrs HW=691.71' (Free Discharge) 1=Culvert (Passes 0,46 cfs of 10,01 cfs potential flow) 2=Culvert (Barrel Controls 0.46 cfs @ 5.26 fps) Primary OutFlow Max=8,21 cfs @ 11.97 hrs HW=692.67' (Free Discharge) 1 =Culvert (Passes 1.76 cfs of 11.16 cfs potential flow) 2�-Culvert Controls 0.51 fps) Primary OutFlow Max=2.86 cfs @ 12.03 hrs HW=692.57' (Free Discharge) 1=Culvert (Passes 1,13 cfs of 11.04 cfs potential flow) 2=Culvert (Barrel Controls 0.50 cfs @ 5.77 fps) 13=Orifice/Grate 3=Orifice/Grate ( Controls 0.00 cfs) -Broad-Crested 3=Orifice/Grate ( Controls 0.00 cfs) (Barrel cfs @ 5.83 t3-=Orifice/Grate (Weir Controls 1.25 @ 0.85 fps) (Weir Controls 0.63 cfs @ 0.67 fps) Rectangular Weir (Controls 0.00 cfs) -Broad-Crested Rectangular Weir (Controls 0.00 cfs) Crest (Wecfsir -Broad-Crested Rectangular Weir (Weir Controls 6.45 cfs @ 1.20 fps) -Broad-Crested Rectangular Weir (Weir Controls 1.72 cfs @ 0.77 fps) 11 0 V) z� J W �w Cz z0 ow K W11 J C. LEWIS No. 021621 w z S _TONAL . SURVEY: C. I.: P -L 2, DRAWN BY: P -L JOB NO. 1707044 SCALE: DATE: SHOWN J O 10/16 ■ N a w - E 0 N � r,, Oy C6 N V) N Ld N N <Q Q1 Z •,-, W 000 v JNe �Lo Q 1 w w X 2 Uw CV) W of of W a= 0 L Q'�j E O - -a 0 UaD LLI z u Z 0 �` w �� 0 V) z� J W �w Cz z0 ow K W11 J C. LEWIS No. 021621 w z S _TONAL . SURVEY: C. I.: P -L 2, DRAWN BY: P -L JOB NO. 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 10/16 LANDSCAPE REQUIREMENTS: 1. Greenspace Required: 25% 3.03 acres x .25= 0.757 acres Provided: 38.45% (1.165 acres) 2. Parking Lot Landscaping: Perimeter Areas: (1) Tree per 2,000 sq. ft. of Impervious Parking Area Required Trees: 35,990 sq. ft./2,000= 17.9=> 18 trees Provided Trees: 18 trees Required Headlight Screening: 3' high along Rights -of -ways and adjacent properties. Provided Headlight Screening: 3' high evergreen hedge was provided along parking adjacent to Imboden Drive. Headlight screening for the proposed parking that faces the adjacent MH1 zoned property will be satisified by the zoning district buffer evergreen screen. Interior Areas: 5% Interior Greenspace Greenspace Required: 35,990 sq. ft. (x) 0.05= 1,800 sq. ft. Greenspace Provided: 3,060 sq. ft. (or) 8.5% (1) Tree Per 10 Parking Spaces Trees Required: 51 spaces/10= 5.1=> 5 trees Trees Provided: 5 trees 3. Zoning District Buffer: Required along the northeastern property boundary. M1 against MH1: Category C buffer (25' active, 75' inactive), and a full landscape screen. 3 plants per 10 linear feet of buffer required with 6' high vegetative hedge. * MIN. PLANTING HOLE DIMENSIONS 3. All materials are subject J Buffer length= 258.35' Provide the Owner SHALL BE 2 TIMES THE WIDTH AND 1L TIMES THE DEPTH OF THE ROOT BALL with a tag from Plants Required= 258.35/10= 25.84 x 3= 77.5=> 78 plants 78 Plants total (26 (Y3) deciduous, omitted from the 26 (Y3) evergreen, 26 (Y3) shrubs) Opaque Fencing: 8' high chain link fence with opaque fabric 4. All planting shall conform with Section 165-203.01B of the Frederick County Zoning Ordinance. Any plant substitutions must be approved in writing by the Frederick County Planning Department. 100'-15"o CMP INV IN=689.85 INV OU.T=689.12 / APPROXIMATE L00 EXISANG WA 7E) 1 T7 GAS WV 0 Co II 0 z I M III c) NO PARKING SIGN RELOCATE PER VDOT INSP. - III , N APPROXIMATE LOCATION / ` OF 4' SANITARY LA AL\ „t \ SANITARY SEWER MH rnn_CAn 70 LANDSCAPE INSTALLATION: 1. Confirm the locations of any utilities above or below ground prior to commencing work. Contact the Landscape Architect in the event that utilities or any other structure conflicts with the layout shown on the plan. 2. Verify the quantities shown on the plant list with totals indicated on the plan. Contact the Landscape Architect in the event that discrepancies exist. Supply unit prices to the Owner at time of bidding. systems. BOTANICAL NAME COMMON NAME HYDROSEED AND STRAW MULCH ALL SPACING REMARKS AA 10 * MIN. PLANTING HOLE DIMENSIONS 3. All materials are subject J to approval b the Owner or Owner's representative. PP Y P Provide the Owner SHALL BE 2 TIMES THE WIDTH AND 1L TIMES THE DEPTH OF THE ROOT BALL with a tag from each plant species and a list of the plant suppliers. Where any requirements are in rejection of omitted from the Plant List, use plants which meet the normal requirements for the variety * PRUNE OUT ALL DAMAGED, BROKEN, according to the American Association of Nurserymen. TREES OR DEAD LIMBS PRIOR TO COMPLETION. 4. Plants shall be sound, healthy, vigorous, well branched, free of disease, insect eggs and larvae, * CONTRACTOR TO REGRADE, SOD OR and shall have adequate root systems. BOTANICAL NAME COMMON NAME HYDROSEED AND STRAW MULCH ALL SPACING REMARKS AA 10 AREAS DISTURBED AS A RESULT OF 5. Sizes specified in the Plant List are minimum sizes against which the plants will be judged. THEIR WORK. Failure to meet minimum size on any plant will result in rejection of that plant. * (2) UPRIGHT STAKES TO BE USED ON Cercis conadensis Eastern Redbud 2 1/2" Caliper see plans TREES UP TO 12' HIGH. LARGER TREES 6. Groups of shrubs shall be placed in a continuous mulched bed with smooth, continuous edges TO BE GUYED. as shown on the plan. All mulched beds shall be curvilinear in shape following the contour of the Fringetree 2" Caliper see plans Deciduous, Buffer IC RUBBER HOSE plant mass. Apply a minimum of 3 Inches of mulch uniformly over beds. Trees located within four feet of any shrub bed shall share the same bed. Grade finished planting beds so as not to impede 2"x2" HARDWOOD GUY STAKE - surface drainage. 2 PER TREE 7. Locate trees a minimum of 3 feet from walls or walks, if possible. 12 GAUGE GALVANIZED WIRE -DOUBLE STRAND TWISTED 8. Stake and guy all trees according with standard practice and/or the suppliers recommendations. REMOVE SOIL AND MULCH AWAY FROM BASE OF TRUNK At a minimum, all deciduous trees shall be double -guyed with 72" hardwood stakes driven firmly TO PREVENT ROTTING into the ground. Secure tree to stakes with #9 galvanized wire guys with rubber hose connections. 3" MULCH Stakes shall be 2 x 2 x 72". ' 3" HIGH SAUCER MOUND 9. Use shredded hardwood bark mulch in all planting bedsAROUND TREE TO HOLD P 9 . MOISTURE. 10. Remove all tags, twine and containers from installed plants. Roll back burlap one third on all EXISTING GRADE B&B plants. 11. Plant substitutions are permitted with consent from the Landscape Architect and Frederick County. 12. Prepare the soil in all bedding areas by mixing into the top six inches of soil one cubic yard of manure, peat and 10-6-4 granular fertilizer per 100 square feet of area. Remove any turf, weeds or other ve etation com letel rior to installation AROUNDSOIL MIX BACK FILL ROOT BALL TO DEPTH 4* BELOW FINAL GRADE COMPACTED MOUND TO PREVENT TREE FROM SETTLING - 6" MIN. HGT. ®��■� g p y p UPRIGHT STAKES EXTENDED TO FIRM BEARING 13. Plant all materials in their appropriate season. The Contractor shall guarantee all plant materials REMOVE TOP 1/3 of ALL BURLAP & and workmanship fora period of one year from time of installation. ROPE FROM ROOT BALL. 14. All existing plant materials shall remain unless otherwise noted on the Site Plan. 15. No trees or shrubs shall be placed in Frederick Water easements. ALL JILtJ IIVUII.HIt F'LHIVI ntll2nl Al IIMt Vr I'LANIIIVu DECIDUOUS TREE PLANTING SECTION NOT TO SCALE * REMOVE EXISTING SOD LAYER OVER THE ENTIRE PLANTING BED AREA PRIOR TO PLANTING. * PLANT SPACING VARIES (SEE PLANS AND PLANT LIST) * BACK FILL AROUND ROOT BALL TO A DEPTH 4" BELOW FINAL GRADE * COMPACT BACKFILL SOIL MIX IN 6" LIFTS To ENSURE MAXIMUM STABILITY FOR PLANT MATERIAL. * CONTRACTOR TO REGRADE, SOD OR HYDROSEED AND STRAW MULCH ALL AREAS DISTURBED AS A RESULT OF THEIR WORK. y * PRUNE OUT ALL DAMAGED, DISEASED, OR DEAD LIMBS PRIOR TO COMPLETION * COMPLETELY REMOVE ALL STRINGS, RIBBONS, AND TAGS FROM PLANT. MULCH TO BE 3" DEPTH FINAL GRADE REMOVE TOP 1/3 OF ALL --------- BURLAP FABRIC AROUND ROOT BALL. SCARIFY ROOTS ON ALL PLANTS AS NEEDED TO PREVENT PLANTS FROM BECOMING ROOT BOUND SHRUB PLANTING DETAIL SECTION NOT TO SCALE KEY QTY. BOTANICAL NAME COMMON NAME SIZE SPACING REMARKS AA 10 Amelanchier arborea Downy Serviceberry 2" Caliper see plans Deciduous, Buffer AN 5 Acer negundo Boxwood multi -stem see plans BMP CC 6 Cercis conadensis Eastern Redbud 2 1/2" Caliper see plans Shade Tree GT 7 Gleditsia triacanthos inermis Thornless Honeylocust 2 1/2" Caliper see plans Shade Tree CV 10 Chionanthus virginicus Fringetree 2" Caliper see plans Deciduous, Buffer IC 44 Ilex cornuta 'Burfordii' Dwarf Burford Holly 36" height 3' o.c. Headlight Screen PO 6 Platanus occidentalis American Sycamore 2" caliper see plans Deciduous, Buffer PS 32 1 Pinus strobus Eastern White Pine 6' minimum height 8' o.c. Evergreen, Buffer SV 26 Sciadopitys verticillate Japanese Umbrella Pine 4' minimum height 9.5' o.c. Evergreen. Buffer UP 10 Ulmus parvifolia Lacebark Elm 2 1/2" caliper see plans Shade Tree 25 0 25 Scale in Feet 2 U 0 Z bi O ■ J o ■ N � O C)) O n CO r, � U ♦ /� O N LZ 41 Ovi \j I/ to ' (n N I I N O a O O N ��0aW� W'v©J� 1 W ry U Qf W L 'E O WQ 2 Q- (1) - OU (1) U'o U Z � LL W Z r - S i",� O W O Z J W O W � W Lj � N C. LEWIS 9 ic. 'No. 021621 _ZONAL _ SURVEY: C.I.: P -L 2' DRAWN BY: JOB N0. P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 11/16 1/1 6 O W O Z J W O W � W Lj � N C. LEWIS 9 ic. 'No. 021621 _ZONAL _ SURVEY: C.I.: P -L 2' DRAWN BY: JOB N0. P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 11/16 1/1 6 L0 0 T I!I I LLJ W III ! >< X Cn .J > w � < Ill ' wL j Q Ld 12" x 18" STND. PROP. GROUND VAN ACCESSIBLE SIGN--\ AN ESSIBLE SIGN ACC SIGN �I $�1OR 5, j NOTE: TND. U -CHANNEL POST ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. HANDICAP SIGN DETAIL PARKING LOT STRIPING DETAIL NOT TO SCALE NOT TO SCALE AIZ7•Zn'79 "C' STO P-- NO STND. R 1-1:30" X 30" IPARKINGI�1 2"x 18" STND. FlRE LANE STND. U -CHANNEL POST JSTND. U -CHANNEL POST O rn d- PROP. GROUND ---*—PROP. GROUND rSTOP 0 NO PARKING FIRE LANE R1-1 STOP SIGN DETAIL FIRE LANE SIGN DETAIL NOT TO SCALE NOT TO SCALE � N f 0<[E < /� Dm IV y Z CO m rm 8 RI 0 25 0 25 Scale in Feet w U W 3 O a. Z g a- LL' Q Z Q 0 (n Cl) Lj J U � Q 0 > �Z¢ • W g w z o��o 0 m� C-) mIU Y M Q It � �W W O LLL. H ■ C.I.: P -L END OF STALL - RESERVED RESERVED PARKING PARKING o P -L STRIPE, CURBING OR WHEELSTOP ■ N SHOWN WHITE PAVEMENT MARKING, D. 12/16 T LPLANS. AS VAN g Ld N SHOWN ON ACCESSIBLE a N r WHITE SYMBOL PER ADA - Lj o Q IN ON SOLID BLUE BACKGROUND af co n i+ao-■o r soo-noo Ld 0 000 d > LO `- WHITE PAVEMENT MARKING, 1 W W cl 4" WIDTH, 2' CC; 45' ANGLE AN ESSIBLE SIGN ACC SIGN �I $�1OR 5, j NOTE: TND. U -CHANNEL POST ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. HANDICAP SIGN DETAIL PARKING LOT STRIPING DETAIL NOT TO SCALE NOT TO SCALE AIZ7•Zn'79 "C' STO P-- NO STND. R 1-1:30" X 30" IPARKINGI�1 2"x 18" STND. FlRE LANE STND. U -CHANNEL POST JSTND. U -CHANNEL POST O rn d- PROP. GROUND ---*—PROP. GROUND rSTOP 0 NO PARKING FIRE LANE R1-1 STOP SIGN DETAIL FIRE LANE SIGN DETAIL NOT TO SCALE NOT TO SCALE � N f 0<[E < /� Dm IV y Z CO m rm 8 RI 0 25 0 25 Scale in Feet w U W 3 O a. Z g a- LL' Q Z Q 0 (n Cl) Lj J U � Q 0 > �Z¢ • W g w z o��o 0 m� C-) mIU Y M Q It � �W W O LLL. H ■ C.I.: P -L 2' J o P -L 1707044 ■ N SHOWN 2/2/18 D. 12/16 E Ld N ,,� C6 N r Y - Lj o Q IN N co W 0 000 JY > LO `- 1 W W cl `. CJ ~c 4- W of w a= Q'6- E o in U Z (I)LLI v Z U ~ L� W �� R� 0 V) Z J Lil Z)w N 3 0w vTx l No. 021621 o��w `S`�1ONAL �tp O v W 4 W) O Z SURVEY: C.I.: P -L 2' DRAWN BY: JOB NO.: P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 12/16 L0 0 T I!I I LLJ W III ! >< X Cn .J > w � < Ill ' wL j Q Ld 12" x 18" STND. PROP. GROUND VAN ACCESSIBLE SIGN--\ AN ESSIBLE SIGN ACC SIGN �I $�1OR 5, j NOTE: TND. U -CHANNEL POST ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. HANDICAP SIGN DETAIL PARKING LOT STRIPING DETAIL NOT TO SCALE NOT TO SCALE AIZ7•Zn'79 "C' STO P-- NO STND. R 1-1:30" X 30" IPARKINGI�1 2"x 18" STND. FlRE LANE STND. U -CHANNEL POST JSTND. U -CHANNEL POST O rn d- PROP. GROUND ---*—PROP. GROUND rSTOP 0 NO PARKING FIRE LANE R1-1 STOP SIGN DETAIL FIRE LANE SIGN DETAIL NOT TO SCALE NOT TO SCALE � N f 0<[E < /� Dm IV y Z CO m rm 8 RI 0 25 0 25 Scale in Feet w U W 3 O a. Z g a- LL' Q Z Q 0 (n Cl) Lj J U � Q 0 > �Z¢ • W g w z o��o 0 m� C-) mIU Y M Q It � �W W O LLL. H ■ C.I.: P -L END OF STALL - RESERVED RESERVED PARKING PARKING o P -L STRIPE, CURBING OR WHEELSTOP ■ N SHOWN WHITE PAVEMENT MARKING, D. 12/16 T LPLANS. AS VAN g Ld N SHOWN ON ACCESSIBLE a N r WHITE SYMBOL PER ADA - Lj o Q IN ON SOLID BLUE BACKGROUND af co n i+ao-■o r soo-noo Ld 0 000 d > LO `- WHITE PAVEMENT MARKING, 1 W W cl 4" WIDTH, 2' CC; 45' ANGLE AN ESSIBLE SIGN ACC SIGN �I $�1OR 5, j NOTE: TND. U -CHANNEL POST ALL CONSTRUCTION SHALL CONFORM TO ADA ACCESSIBILITY GUIDELINES FOR BUILDINGS AND FACILITIES. PAINT: NO-REFLECTORIZED, ACRYLIC LATEX TYPE 442XX TRAFFIC MARKING PAINT BY DEVOE, LOUISVILLE, KY OR EQUAL SIGNS MAY BE PLACED ON BUILDINGS WITH CONSENT FROM BUILDING INSPECTOR. PLEASE REFER TO THE SITE PLAN FOR THE PROPOSED LAYOUT AND ORIENTATION OF THE ACCESSIBLE PARKING AREA. HANDICAP SIGN DETAIL PARKING LOT STRIPING DETAIL NOT TO SCALE NOT TO SCALE AIZ7•Zn'79 "C' STO P-- NO STND. R 1-1:30" X 30" IPARKINGI�1 2"x 18" STND. FlRE LANE STND. U -CHANNEL POST JSTND. U -CHANNEL POST O rn d- PROP. GROUND ---*—PROP. GROUND rSTOP 0 NO PARKING FIRE LANE R1-1 STOP SIGN DETAIL FIRE LANE SIGN DETAIL NOT TO SCALE NOT TO SCALE � N f 0<[E < /� Dm IV y Z CO m rm 8 RI 0 25 0 25 Scale in Feet w U W 3 O a. Z g a- LL' Q Z Q 0 (n Cl) Lj J U � Q 0 > �Z¢ • W g w z o��o 0 m� C-) mIU Y M Q It � �W W O LLL. H ■ C.I.: P -L 2' J o P -L 1707044 ■ N SHOWN 2/2/18 D. 12/16 E Ld N ,,� C6 N r Y - Lj o Q IN N co W 0 000 JY > LO `- 1 W W cl `. CJ ~c 4- W of w a= Q'6- E o in U Z (I)LLI v Z U ~ L� W �� R� 0 V) Z J Lil Z)w N 3 0w vTx l No. 021621 o��w `S`�1ONAL �tp O v W 4 W) O Z SURVEY: C.I.: P -L 2' DRAWN BY: JOB NO.: P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 12/16 VDOT GENERAL NOTES Revised 3/28/13 1_ These plans were prepared in accordance with the requirements of (select one): ❑ VDOT Subdivision Street Requirements (SSR 24VAC-30-91 effective January 1, 2005 and VDOT Road Design Manual Appendix B) ❑ VDOT Secondary Street Acceptance Requirements (SSAR 24VAC-30-92 effective March 9, 2009 and VDOT Road Design Manual Appendix 131). Schematic street layout and computations of Connectivity Index are provided with these plans per 24VAC30-92-60. ❑ VDOT Secondary Street Acceptance Requirements (SSAR 24VAC-30.92 effective December 31, 201''1 and VDOT Road Design Manual Appendix 81). Schematic street layout with phasing diagram for street acceptance are provided with these plans per 24VAC30-92-60. 2. Methods and materials used shall conform to current county/town and VDOT standards and specifications. 3. All utilities, including ail poles, are to be relocated at the developer's expense, prior to construction. 4. Open cutting of paved or surface treated roads is not permitted. All utilities which will be placed under existing streets are to be bored or jacked. Any exceptions, due to extenuating circumstances, are to be addressed at the permit stage. 5. Any type of reverse curb (spill curb, CG -&R, etc.) and transition to these curbs shall not be used with the public right of way. 6, The developer is responsible for any damage to existing roads and utilities which occur as a result of project construction within or contiguous to existing right of way. 7. A smooth grade shall be maintained from the centerline of the existing road to the proposed edge of pavement to preclude the forming of false gutters and/or the ponding of any water in the roadway. 8. Standard guardrails and/or handrails shall be installed at hazardous locations as designated during field review by the county/towninspector or VDOT. 9. The developer is responsible for all traffic control. The developer shall submit a signing, striping and/or signalization plan to the VDOT Land Development Section a minimum of thirty days prior to permit application, The developer shall not commence construction of any pavement course without an approved striping plan. 10. Pavement design is based on an assumed CBR value of 10 (use CBR value of 6 in Loudoun Co). Soil tests of subgrade must be submitted for actual determination of required thickness of the pavement including layers of asphalt and subbase prior to subbase placement. 11. All untreated aggregate used in base or subbase courses shall be 21 B, except on roads with ADT of 1000 vpd or less, where 21A aggregate maybe used. When 21 B aggregate is used, UD -4 underdrains must be provided. 12. A 4" (min.) layer of stone is required beneath curb and gutter (may be shown on typical section in lieu of a note). 13. Additional ditch linings or siltation and erosion control measures shall be provided, at the developer's expense, as determinednecessary by VDOT and/or the county/town during field review. All costs shall be assumed by the developer. 14. The entire surface of the roadway (old and new portions) shall be overlaid and re -striped as required by VDOT personnel. Overlay of existing pavement shall be minimum of 1.25" depth; any costs associated with pavement overlay, or the milling of existing pavement to obtain required depth, shall be assumed by the developer. 15. Developer is responsible for design and construction of any traffic signal installation or modification which will be necessary as a result of development of this site. 16. All right of way dedicated to public use shall be clear and unencumbered. 17. The county/town shall' obtain a permit for all sidewalks within the right of way that do not qualify for VDOT maintenance. 18. Traffic control devices or advisory signs, such as multiway stops, speed limits, Watch for Children, Pedestrian Traffic etc,, shall not be installed unless specifically shown on these plans or a VDOT approved plan revision. Speed study certified by professional engineer should be submitted for VDOT approval prior to the street acceptance for any road to be posted other than the statutory speed limit. Should unapproved signs be noted at time of VDOT inspection, the road acceptance process shall be terminated immediately and not recommenced until a determination is made regarding the approval of any additional signs. immediate removal of such signs shall not negate the need for the submission of a revision. 19. Landscaping and irrigation systems shall not be installed within the public right of way except as shown on these plans or a VDOT approved revision. 20. Beginning July 1, 2009 all Land Use Permit applications are required to provide at least one (1) person who, at minimum, is verified by VDOT in Basic Work Zone Traffic Control for all permitted activities within state maintained right of way which involves installing, maintaining, or removing work zone traffic control devices. This person shall be responsible for the placement, maintenance: and removal of all work zone traffic control devices. Virginia Department of Transportation Staunton District Rev. June 19, 2013 VDOT General Notes V1. All work on this project shall conform to the current editions of and latest revisions to the Virginia Department of Transportation Road and Pr 1 9 Pa po (VDOT) Bridge Specifications and Standards, the Virginia Erosion and Sediment Control Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the Standards or Specifications and Regulations, the most stringent shall govern. V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Acirninistration (OSHA), and Virginia Occupational Safety and Health (VOSH) Rules and Regulations. V3. When working within 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. A transportation management plan needs to be submitted for approval and land use permit issued prior to any execution of work within the VDOT right of way. V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction boxes, controllers, etc., owned by VDOT or private/public utility companies. it is the sole responsibility of the developer to locate and identify utility facilities or items that may be in conflict with the proposed construction activity. VDOT approval of these plans does not indemnify the developer from this responsibility. VS. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of any field revision shall be the responsibility of the developer. V6. If required b the local VDOT Land Development Office a re -construction conference shall be arranged and held b the engineer and/or q Y P P n9 Y 9 developer with the attendance of the rector (s),va various County agencies, es, util'tY companies and VDOT prior to initiation of work. V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or requested inspection. V8. The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any traffic control plan that impacts a VDOT maintained Interstate of Primary roadway to provide notification of the installation and removal of the work zone. V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties affected by this project shall be maintained through construction. V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. V11. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-sa (36) inches cover and when possible shall be installed under roadway drainage facilities at conflict points. V12. An unusual subsurface conditions e. unsuitable soils springs, sinkholes voids caves etc. encountered during the course of construction Y (9 , P 9s. , ) n9 shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity until an adequate design can be determined engineer a roved VDOT. the and a 9 tY q i9 by 9 PP by V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to placement and fill. Where CBR testing is required, a VDOT representative shall be present to insure 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 to be accepted by VDOT and that testing shall be performed in accordance with all applicable VDOT standards and procedures. V14. All roadway fill, base, subgrade material, and ball in utility/storm sewer trenches shall be compacted in accordance with the lift thicknesses, density and moisture requirements as specified in the current VDOT Road and Bridge Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these plans andtor as specked by VDOT. V16. A post installation visuaVvideo camera inspection shall be conducted by the Contractor on all pipes identified on the plans as storm sewer pipe and a select number of pipe culverts, For pipe culverts, a minimum of one pipe installation for each size of each material type will be inspected or ten percent of the total amount for each size and material summarized. All i installations on the Mans not identified as storm sewer i type pipe P pipe shall be considered as culvert pipe for inspection purposes. Additional testing may be required as directed by the Area Land Use Engineer or their representative. V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design standards and is the responsibility of the developer. V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by the developer in accordance with the Manual On Uniform Traffic Control Devices. v19. The developer shall provide the VDOT Development Land Dew ment Office with a list of all material sources prior to the start of construction. Copies of all Pe P P P P invoices for materials utilized within an dedicated stre -of- yet right-of-way must be provided to the local VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured. V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be determined using the density control strip in accordance with Section 304 of the VDOT Road and Bridge Specifications and VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the density control strip. V22. In accordance with Section 302.03, the foundations for pipe culverts thirty -sac (36) inches and larger shall be explored below the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report findings of foundation exploration to the engineer and VDOT for approval prior to placing pipe. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Where soft, yielding, or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and approved by VDOT. V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with VDOrs installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete. V24. Approval of these plans shall expire three (3) years from the date of the approval letter. V25. VDOT Standard CG -12 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT. V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below proposed foundation elevation to determine the type and condition of the foundation. The contractor shall submit copies of borehole logs and report findings of foundation exploration to the engineer and VDOT for approval prior to constructing box. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Contrary to the Standard, where rock is encountered and cast -in-place box is proposed, the thickness of bedding shall be six (6) inches, Where soft, yielding, or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and approved by VDOT. Temporary Traffic Control Plan for Route 1327, Imboden Drive General Notes 1. This project is classified as a Traffic Management Category I project. Work during the project will include (1) the closure of the westbound shoulder to permit the construction of an entrance, and (2) the closure of the both lanes to permit the installation of utilities and mill and overlay operations. Temporary Traffic Controls for the closure of the lanes will generally conform to TTC 23.1. Rumble strips will not be used unless directed by VDOT. 2. The project is located on Route 1327, Imboden Drive in Frederick County just east of its intersection with Baker Lane. Route 1327 is a minor road with >5% trucks, a traffic volume of 820 vehicles per •day, and a posted speed limit of 25 mph. The existing road at the site consists of one westbound lane and one eastbound lane. 3. The work consists of the relocation of an existing commercial entrance and the installation of a waterline. 4. The work zone will be approximately 1,200 feet in length. 5. The work zone will consist of a temporary lane closure of first the westbound lane and then the eastbound lane to allow the installation of the waterline. Work will be in accordance with the requirements of the Virginia Work Area Protection Manual (VWAPM) and the Manual of Uniform Traffic Control Devices (MUTCD). Westbound traffic will be directed to the eastbound lane using flaggers. Eastbound traffic will be directed to the westbound lane using flaggers. Accommodations for left and right turns through the work area will be accomplished by providing breaks in the channelizing devices. 6. VDOT Lane Closure Work Hours Shoulder Closure: Monday to Thursday Friday Friday to Saturday 9:30 AM to 3:00 PM 9:30 AM to 2:00 PM • 10:00 PM to 9:00 AM 10:00 PM to 5:00 AM Saturday to Sunday Sunday to Monday 10:00 PM to 8:00 AM 10:00 PM to 5:00 AM Lane Closure: Monday to Thursday Friday Friday to Saturday 10:00 PM to 5:00 AM Not allowed until 11:00 PM 11:00 PM to 5:00 AM Saturday to Sunday Sunday to Monday 11:00 PM to 6:00 AM 11:00 PM to 5:00 AM The work hours may be extended to insure that excavations are made safe at the end of the work day. 7. The contractor shall provide an intermediate level Work Zone Safety Coordinator to develop the work zone and at least a basic level Work Zone Safety Coordinator to monitor and maintain the work zone. 8. The lane closure will generally follow a modified version of the Temporary Traffic Control Plan shown on these plans. The lanes will be reopened each day. W20-1, W20-4, W3-4, W20-7, and G20-2 signs will be covered. Channelizing devices will be rearranged as required to restore movement. 9. The contractor shall maintain adequate access and sight distance to all properties. Emergency Vehicles and Postal Vehicles shall have access to properties at all times. Appropriate barriers will be installed along the edge of the lane as required (see plans). 9. All equipment and material storage shall be located outside of the clear zone. The clear zone for this project is 20' beyond the edge of the existing pavement, between the existing curb and the right of way lane. 540 50 i a. The Contractor shall notify the VDOT Project Manager/Residency Administrator of scheduled work Plans and traffic delays a minimum of seven (7) days prior implementation of the work. VDOT will provide project information to the District Public Affairs in advance of the start of construction and weekly updates by noon on for the following week's work. Changes in the work plans shall be made immediately known to VDOT. b. The Contractor shall notify the VDOT Project Manager/Residency Administrator of any unscheduled traffic delays immediately upon knowing the change to the work schedule. SEQUENCE OF CONSTRUCTION 1. TTC-4.1 Closure of the Shoulder with Minor Encroachment Perform entrance relocation work including: -clearing and grubbing -installation of culvert -installation of waterline -installation of curb &9 utter --installation of entrance 2. TTC-23.1 Closure of the lanes with flaggers: -installation of waterline -mill and overlay operations erations April 7015 Lane Closure on a Two -Lane Roadway Using` Flaggers (l` igure 'l"FC-23.1) ON 1PokTABLE TEMPORARY I., Revision f -- 4A /2015 SEE NAW NOTE 1 Page 6H-73 W20-7 W3-4 NOTE 9 W20 V26 / SEE NOTE 14 W20-4 W20.1 1 ase 611-52 Arn1 -T-_4117 Typical Traffic Control Lane Closure r+tt a Two-Latte Roadliviny L'vinx Flallt;ers (Figure'[TC-23.11) NOIFIS Gu.;dayl,, C 1, ,'s/ tl, s a- 'r 4* :cr,r, ) t ►; , , u '_ 5 - -e - . , . , , .rc rT Clio_ ,t: rt c .. )tc. u,cl ,, t _ .1 _. (ICI 1t tl 1 r y r � I �, 1 ,� c t 1/t�. hr srNcJ's71k-<c,/ flit.,/ !ti �l_: /illi)( or .w5s, c,lla' lilt/-c�(1ft where the r ,red,,Pccd iimit t. t'i r~'t.7c'I' /fTtllt 4. lt1plt. %ll"C' .S%7+'tTf1Cl %7E' t'1't'1't"/sell /lift( Jt tv1Ub11s11111s,J f11c' 11r171tS C) rflt' 1t'llt 'r)tl' t�? t1.57tt't 1]1c7.Ktlllt r r n c ox, tt.tt Si ght cl'/stcll?L'C' t/f tCeS't?rte"'E (!f /f1C' ifttl4'C't' : lt/ttt)r;' tlt7C} ll'%Tt1,4ttlrJl7. flllsr`Et r7r Ihc' r")s'1�'C1 ,5 TE `c d %lilt/ r 1 t coni at kills/ e /till tt) or �;r'caler than till' vahies Ill Tclf)le O�1-3. ( (r�l7t 1 cull .S Jit67Ji1t�,4,, rlrtt [)l 1S t.5 ,sltcrc.l%ct l,tl� t cI •r 1 r l rr t c. t /Fill line (pf .�if;ltr ;, r)tiT lfTc f.lt. rift t,cl cl S)"tlt0r3f sign to thvjiagizer n�, tioli3. , Where _ o t l)I v,�� nictrtC_0c_t1_ciJrn_nS prevent the use tilt 48" •fit~ signs. 6x3E>rt v,trTrls mav be used Standard: 4, 11agging stations shall ,ie located far enough in advance of theworkspace to permit approaching traffic to reduce speedand/or stop before passing the work space and allow sufficient distance for departing traffic in the left loot to return t4► the right lane before reaching opposing traffic set= Table 6H-3 on Page 6H -5j. 5. All flaggers shall be state certified and have their certification card in theiro s ssio p s +' .Ott when performing, flag„ itig duties (see Section 6E.01, Qualifications for F laggers")l. 6. Cone spacing shall be based-Oilt the 's It cl s+ t t lltleat l `T tb f =d oniF g .6H 7. A shadow vehicie with at least one high intensity, amber rotating, flan 'og till`, oscillating light shall be parked 80'-120' in ad%ante of the first work crew. +Cu ptiow S. A .uDplwfztttal fla_r r Ina- htrequired in this arca to gi~s=c: acfti at)ce 4� arr:Jn r of the p eratiahead by alt it}jlt aching, T trio tic ,prlor tc) 0,1� in Tile flal;t�er station or auk uecl tial tic. (;uidunce.- 9. 1 1 e /tell3 o" r- r:. r, 1 t ry , T t7 t, f t ut,,t cklcft�.t .11c C31 1REf?}1KEI� TO :SrCl1 ftl'.3- ei *rt tl)t=r1 tllc st ns J �, . and if used the 00jo te),oral�y nimble strips �PTRS '..ti•11cndd be reac#zisted at dicot �r ifs _ _ �' i � . l � � t t tt711t. i s- �. k� 1 k r t « -. l lTi, l cl 1l1 1 l r t tl ,., I t rl, .5 i .� .S i. t7 S r C1/ / It{lilt )/ 7 C tr )Sir Il 1 t Lt tl lri- transition r ,�, ti L f t1 1. 1, , ,)ti area cllt t' t . c t I c11tr1, t clti'c/ 11 r I t tt quelies rcii iifY holt/ the lant' c li').Suru might e - -tend t4rwi -h the hit T%7'•ttw-rain grade i7 ' '► -r reorporarl! frillfit` c parol _-on:' .1'lT{JvId he t':\:lL'ltCied so Fuel; file tl't1}t,S(ft+:rl1 urcil pl`'t'cties the 11 i" 7wav-rriii Cr-OSSIti r (iwc Fig-wv TT(.' -'6 /ar uraclifirmal iitf lt-rnation on highuvtif=-rah, cr or ssirtgQ. Standard: 11. At night, #la,"-cr stations shall be illuminated, except in emergencies (see Section 6E.08). U tion: 121. Cones moy lot. eliminatcd when usin` _tl_pilot j ohicle operation or vhen the total roadwav--width is feet or Jess, 13, For low-volume ,livation wah -,hort work zaiLs Erstraightht roadwa s v f ere. the flagger :s visibic tci ri7dtt LtStr4 jpprc�ae�7ing from both directions. a sift Jlf� e nagger, Positioned to tie visible to read u';crs approaching -from tgth dircc1nons, play be used (see Chapter 6E 1. v , Yt}Silt'C1 JIIC(lE iii Jb Inph _ 1 FRS Spacing (Center to Center) _0 8 Fel t 1: Revision I -- 41//2015 Page 6f1-16 Atimist 201 1 Typical Traffic (Control Shoulder Operation with NfinorFncroachment ( Figure 'rTC-5.0) t1SZT; Standard 1. On divided highways having a median wider than 8', right and left sign assemblies shall be required, See Note 1. TTC-4 for addition sign information. Guidance 2. Sign spacing should be 1300'-1 X00' for 1-imired Access hi hwalvs. For all other road a.vs the siren b g . ,5 spacing should be 500`-800` inhere the posted speed limil is greater than 45 mph, and 350'-500' where the posted speed limn, is 4 nr. h ar less. 1 1 p .. When work takes up part t.ihtrc on u 1 r,„�h c lnr,c roud c . vehicular fruffic volaines, ielicle _trr , speed and t:u )still ,shorrlil hr analzed to cletet rnine whether tiro a ected lune .should ire closed. L'rdess l t ft the lane 010-0470ntenl clntitlusis permits a remaining lane width of 10l'cet, the lane should be closed. If the closure ope -an.on is on a Liraited, Access h.ightvat, the inininwin kine width is I1 fecal. �tjon: 4. r r The CAU (�}Zh AHEAD 1 _t 1 . rt_n on intersecting rc cs a mav be omitted.where drivers t _eTner_rTa_, from, that roadwav Nvill encounter another advance ti4':�rni_ �ng sign prior to this _acti_vitvarea. Standard: 5. A shadow vehicle with either an arrow board. operating in the caution mode, or at least. one high- intensity amber rotating, flashing, oscillating, or strobe light shall be parked 80' - 120' in advance of the first work crew, 6. Vehicle hazard a rning signals ata// not be used instead of the vehicle's high-intensity amber rotating, flashing, oscillating, or strobe lights. Vehicle hazard warning signals can be used to supplement bigh-intensity amber rotating, flashing, oscillating, or strobe lights. 7. Taper length (L) and channelizing device spacing shall be at the following: Taper Length (L) Speed Limit Lane Width (Feet) (mph) It 9 10 11 12 -- 25 95 j 105 115 125 { 30 135 I 150 165 180 i * Spacing may be increased to this distance, but shall not exceed one access per 35 40 185 240.270 205 1 225 I 1 295 245 320 45 I 405 1 450 1 495 540 50 i 450 11 500 550 600 55 � 495 550 605 660 60 540 600 660 720 i r 65 585-650 715 780 70 ,� 630 1 700 ??0 840 Minimum taper lengths for Limited Access highways shall be 1000 feet. Shoulder Taper = 1/3 L Minimum j Channelizing Device Spacing Location Speed Limit (mph) -- - 0-35 -- -- - 36+ Transition Spacing 20' 40' Spacing Tray Iwo. e S a 40' $0 Construction Access* _0 80'v 120' * Spacing may be increased to this distance, but shall not exceed one access per y 8. The buffer space length shall be as shown in Table 6H-3 on rage 6H-5 for the posted speed limit. 9. A truckauounted attenuator ( "I'NfA) shalt he used on Limited Access highways .and multi -lane te roadways with posted speed limit equal to or greater than 45 mph. 10. When a side road intersects the highway within the temporary traffic control zone additional h traffic control devices shall be placed as needed. %4 mile On roadways with paved shoulders having a width of 8 feet or more, channelizing devices shall be used to close the shoulder in advance of the merging to o direct l�r t vehicular .traffic to remain within the. traveled way. CL Z O F= U W 0 0 0 Cf)W W � O~ Z Li O O W 0(-) > .Z Q Z W W 1= t7i z U �a Q Z Q w Zgw in Wa,�io m W Q U L0 J ir fl) a W T-ir 1 � r0 Z W � OW W O tY CL (n Z �w J � W OZ U W AZ,TH OF P r I� VN LEWIS1621 k4& _ZONAL _ SURVEY: C.I.: NA NA DRAWN BY: JOB N0. P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 13/16 N a a (n Z �w J � W OZ U W AZ,TH OF P r I� VN LEWIS1621 k4& _ZONAL _ SURVEY: C.I.: NA NA DRAWN BY: JOB N0. P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 13/16 \ � I rn N J a PREDEVELOPMENT CONDITIONS EXHIBIT POST DEVELOPMENT CONDITIONS EXHIBIT 40 0 40 Scale in Feet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predev 1 year***(DAPREI-1S) DRAINAGE AREA 3 3S, DAPRE3 0.66 CFS 1.05 CFS 2.30 CFS JQ THE 2 YEAR STORM RUNOFF CHARACTERISTICS. POST DEVELOPMENT Q2 -YEAR POST DEVELOPMENT VALUES FOR DAPOST3-3S ARE 2.71 CFS, VELOCITY=2.05 FPS. r DRAINAGE AREA 1 6L, DAPOSTI 0.98 CFS 1.73 CFS 3.42 CFS DATA ON SHEET 15 TITLED "SHEET FLOW FROM DAPOST3-2 YEAR STORM", THE PEAK VELOCITY IS 2.05 FPS. DRAINAGE AREA 2 2S, DAPOST2 0.76 CFS 1.02 CFS 1.75 CFS O D DRAINAGE AREA 3 3S, DAPOST3 1.99 CFS 2.71 CFS 4.74 CFS D THE REQUIREMENTS IN 870-66.C.1 WILL BE MET FOR ALL DRAINAGE AREAS. AS SHOWN IN THE TABLE ABOVE, THE 10 YEAR POST DEVELOPMENT PEAK DISCHARGE RATES (3.42 AND 1.75 CFS) IN IY DRAINAGE AREA 1 AND DRAINAGE AREA 2 ARE LESS THAN THE RESPECTIVE PREDEVELOPMENT PEAK DISCHARGE RATES (5.00 AND 4.40 CFS). THE PEAK DISCHARGE RATE FOR THE 10 YEAR STORM WILL I I LO N LOLLJ (0 CHANNEL PROTECTION 6L STORM", THE PEAK VELOCITY IS 2.35 FPS. THE REQUIREMENTS IN 870-66.B.1.b WILL BE MET IN DRAINAGE AREA 1 AND DRAINAGE AREA 2. SEE THE ENERGY BALANCE EQUATION ON THIS SHEET. VALUES USED IN THE ENERGY BALANCE EQUATION DAPOST1 INCLUDE THE PEAK RUNOFF AND VOLUME DEPTH FOR THE ONE YEAR, 24-HOUR STORM. Q PRE DEV LIMITS OF DISTURBANCE IN THE PREDEVELOPMENT CONDITION, DRAINAGE AREA 1 (DAPRE1-1 S) CONTAINS 1.15 ACRES. IN THE POST DEVELOPMENT CONDITION, DRAINAGE AREA 1 CONTAINS 1.60 ACRES AND A BIORETENTION 1.230 FILTER. ADJUSTED CURVE NUMBERS FOR THESE PRACTICES ARE USED IN THE CALCULATION OF THE 1 YEAR STORM RUNOFF CHARACTERISTICS. 1 quantity requirements. Q1 -YEAR PREDEVELOPMENT VALUES FOR DAPREI -1 S ARE 2.03 CFS, DEPTH=0.90". "D. Increased volumes of sheet flow resulting from pervious or disconnected impervious areas, or from physical spreading of concentrated flow through level spreaders, must be identified and � Q1 -YEAR POST DEVELOPMENT VALUES FOR DAPOSTI-6L ARE 1.25 CFS, DEPTH=1.00". C properties or resources shall be diverted to a stormwater management facility or a stormwater conveyance system that conveys the runoff without causing down-grodient erosion, sedimentation, or IN THE PREDEVELOPMENT CONDITION, DRAINAGE AREA 2 (DAPRE2-2S) CONTAINS 1.16 ACRES. IN THE POST DEVELOPMENT CONDITION, DRAINAGE AREA 2 CONTAINS 0.45 ACRES. CREDIT IS TAKEN IN THE F7_ VRRM WORKSHEET FOR A SIMPLE DISCONNECT FOR THE PROPOSED BUILDING ROOF AREA. THE ADJUSTED CURVE NUMBER FOR THIS PRACTICE IS USED IN THE CALCULATION OF THE 1 YEAR STORM W Q= RUNOFF CHARACTERISTICS. PRE DEV DRAINAGE AREA DAPREI _0 901 Q1 -YEAR PREDEVELOPMENT VALUES FOR DAPRE2-2S ARE 1.59 CFS, DEPTH=0.70". Q1 -YEAR POST DEVELOPMENT VALUES FOR DAPOST2-2S ARE 0.76 CFS, DEPTH=1.16". HSG (DAIPOST-6L) THE REQUIREMENTS IN 870-66.B.3.b WILL BE MET IN DRAINAGE AREA 3. DRAINAGE AREA 3 DISCHARGES BY SHEET FLOW INTO A VEGETATED BUFFER AREA. THERE ARE NO DEFINED DRAINAGE CHANNELS. TURF WATER QUANTITY REQUIREMENTS WILL BE MET BY MAINTAINING THE VEGETATED BUFFER AND MAINTAINING SHEET FLOW FROM THE CONTRIBUTING DRAINAGE AREA. NO CURBING WILL BE INSTALLED ALONG Z THE PARKING LOT OR THE GRAVEL STORAGE AREA. IN THE PREDEVELOPMENT CONDITION, DRAINAGE AREA 3 (DAPRE3-3S) CONTAINS 0.77 ACRES. IN THE POST DEVELOPMENT CONDITION, DRAINAGE AREA 3 Qpredev 1 year***(DAPREI-1S) CONTAINS 1.03 ACRES. CREDIT IS TAKEN IN THE VRRM WORKSHEET FOR SHEET FLOW TO CONSERVED OPEN SPACE. THE ADJUSTED CURVE NUMBER FOR THIS PRACTICE IS USED IN THE CALCULATION OF JQ THE 2 YEAR STORM RUNOFF CHARACTERISTICS. VrpostdevIyear***(DAIPOST-6L) Q2 -YEAR POST DEVELOPMENT VALUES FOR DAPOST3-3S ARE 2.71 CFS, VELOCITY=2.05 FPS. r THE PEAK DISCHARGE RATE FOR THE 2 YEAR STORM WILL BE ANALYZED FOR SHEET FLOW ALONG THE NORTHERN EDGE OF THE SITE WHERE THERE APPEARS TO BE A BROAD SWALE. AS SHOWN ON THE DATA ON SHEET 15 TITLED "SHEET FLOW FROM DAPOST3-2 YEAR STORM", THE PEAK VELOCITY IS 2.05 FPS. Z O Q Q1 -YEAR PREDEVELOPMENT VALUES FOR DAPRE2-2S ARE 1.59 CFS, DEPTH=0.70". Q1 -YEAR POST DEVELOPMENT VALUES FOR DAPOST2-2S ARE 0.76 CFS, DEPTH=1.16". HSG (DAIPOST-6L) THE REQUIREMENTS IN 870-66.B.3.b WILL BE MET IN DRAINAGE AREA 3. DRAINAGE AREA 3 DISCHARGES BY SHEET FLOW INTO A VEGETATED BUFFER AREA. THERE ARE NO DEFINED DRAINAGE CHANNELS. TURF WATER QUANTITY REQUIREMENTS WILL BE MET BY MAINTAINING THE VEGETATED BUFFER AND MAINTAINING SHEET FLOW FROM THE CONTRIBUTING DRAINAGE AREA. NO CURBING WILL BE INSTALLED ALONG Z THE PARKING LOT OR THE GRAVEL STORAGE AREA. IN THE PREDEVELOPMENT CONDITION, DRAINAGE AREA 3 (DAPRE3-3S) CONTAINS 0.77 ACRES. IN THE POST DEVELOPMENT CONDITION, DRAINAGE AREA 3 Qpredev 1 year***(DAPREI-1S) CONTAINS 1.03 ACRES. CREDIT IS TAKEN IN THE VRRM WORKSHEET FOR SHEET FLOW TO CONSERVED OPEN SPACE. THE ADJUSTED CURVE NUMBER FOR THIS PRACTICE IS USED IN THE CALCULATION OF JQ THE 2 YEAR STORM RUNOFF CHARACTERISTICS. VrpostdevIyear***(DAIPOST-6L) Q2 -YEAR POST DEVELOPMENT VALUES FOR DAPOST3-3S ARE 2.71 CFS, VELOCITY=2.05 FPS. r THE PEAK DISCHARGE RATE FOR THE 2 YEAR STORM WILL BE ANALYZED FOR SHEET FLOW ALONG THE NORTHERN EDGE OF THE SITE WHERE THERE APPEARS TO BE A BROAD SWALE. AS SHOWN ON THE DATA ON SHEET 15 TITLED "SHEET FLOW FROM DAPOST3-2 YEAR STORM", THE PEAK VELOCITY IS 2.05 FPS. Z O Q FLOOD PROTECTION D THE REQUIREMENTS IN 870-66.C.1 WILL BE MET FOR ALL DRAINAGE AREAS. AS SHOWN IN THE TABLE ABOVE, THE 10 YEAR POST DEVELOPMENT PEAK DISCHARGE RATES (3.42 AND 1.75 CFS) IN IY DRAINAGE AREA 1 AND DRAINAGE AREA 2 ARE LESS THAN THE RESPECTIVE PREDEVELOPMENT PEAK DISCHARGE RATES (5.00 AND 4.40 CFS). THE PEAK DISCHARGE RATE FOR THE 10 YEAR STORM WILL I I LO N LOLLJ (0 BE ANALYZED TO INSURE THAT IT IS CONFINED WITHIN THE SWALE ALONG THE NORTHERN EDGE OF THE SITE. AS SHOWN ON THE DATA ON SHEET 15 TITLED "SHEET FLOW FROM DAPOST3-10 YEAR 6L STORM", THE PEAK VELOCITY IS 2.35 FPS. 4J Q) DAPOST1 Q PRE DEV LIMITS OF DISTURBANCE J Water Quantity Summary for Drainage Area 3: 1.230 Since there are no offsite receiving channels to analyze, and since runoff from the site will be maintained as sheet flow, Section 9VAC25-870-66.D will be adhered to in order to address water 1 quantity requirements. 0 "D. Increased volumes of sheet flow resulting from pervious or disconnected impervious areas, or from physical spreading of concentrated flow through level spreaders, must be identified and � evaluated for potential impacts on down -gradient properties or resources. Increased volumes of sheet flow that will cause or contribute to erosion, sedimentation, or flooding of down gradient C properties or resources shall be diverted to a stormwater management facility or a stormwater conveyance system that conveys the runoff without causing down-grodient erosion, sedimentation, or _j flooding. If all runoff from the site is sheet flow and the conditions of this subsection are met, no further water quantity controls are required." F7_ ENERGY BALANCE EQUATIONS FOR DRAINAGE AREAS 1 AND 2 Water Quantity HSG (DAIPOST-6L) 1.25*** 1.46 TURF O I.F.* 0.80 Qpredev 1 year***(DAPREI-1S) 2.03 CFS Vr predev 1 year* **(DAPREI-1S) 0.90 inches VrpostdevIyear***(DAIPOST-6L) I 1.100inches E Water Quantity HSG (DA2POST-2S) 0.76*** 0.77 TURF O I.F. * 0.80 Qpredev I year** *(DA PRE2-2S) 1.59 CFS Vr predev 1 year***(DAPRE2-2S) 0.70 inches Vr postdev 1 year***(DA2POST-2S) 1.16 inches E *I.F.=0.8 for sites>1 acre and 0.9 for sites 1 acre or less *** From Hydrocad calc sheets DRAINAGE AREA TABULATION DO NOT EXCEED THIS VALUE TO SATISFY THE EQUATION) DO NOT EXCEED THIS VALUE TO SATISFY THE EQUATION) DRAINAGE AREA DESCRIPTION HSG DRAINAGE IMPERVIOUS TURF O SHEET: AREA -AC. DAPOST1 D POSTU DAPOST2 DAPOST3 5P' E w o CV r O TOTAL SITE AREA V) N V) N 3.03 (� �/♦ OFF SITE DISTURBED AREA I I LO N LOLLJ (0 0.05 6L Q) DAPOST1 0Q PRE DEV LIMITS OF DISTURBANCE J 2.16 1.230 0.930 1 B 1.62 1.210 0.410 w C 0.54 0.020 0.520 s E O W W Q= Q-�.= PRE DEV DRAINAGE AREA DAPREI _0 0.910 0.510 0.400 B ~ W C aDO PRE DEV DRAINAGE AREA DAPRE2 1.400 0.700 0.700 B 1.200 0.600 0.600 C 0.200 0.100 0.100 PRE DEV DRAINAGE AREA DAPRE3 0.770 0.020 0.750 B 0.050 0.000 0.050 C 0.720 0.020 0.700 POST DEV LIMITS OF DISTURBANCE 2.16 1.920 0.240 B 1.62 1.500 0.120 C 0.54 0.420 0.120 POST DEV DRAINAGE AREA DAPOSTI 1.600 1.060 0.540 B 1.600 1.060 0.540 SUBAREAS IN DAPOSTI BIOFILTER 0.960 0.760 0.200 RAINGARDEN 0.180 0.160 0.020 UNCONTROLLED 0.460 0.140 0.320 POST DEV DRAINAGE AREA DAPOST2 0.450 0.330 0.120 B 0.000 0.000 0.000 C 0.450 0.330 0.120 POST DEV DRAINAGE AREA DAPOST3 1.030 0.530 0.500 B 0.050 0.040 0.010 C 0.980 0.490 0.490 PREDEVELOPMENT DRAINAGE AREA DIAGRAM 1S 2S 3S DAPRE1 DAPRE2 DAPRE3 {� iI� I r- Routing Diagram for PREDEV IMBODEN Prepared by Painter -Lewis, P.L.C., Printed 5114/2018 HydroCADSv 10.00-15 sln 08684 4 2015 HydroCAD Software Solutions LLC POST DEVELOPMENT DRAINAGE AREA DIAGRAM 1 S � C4S) I Cj Link Routing Diagram for POST DEV IMBODEN ubca Reachi and 1 y I Prepared by Painter -Lewis, P.L.C., Printed 5114/2018 -� �__J HydroCA(W 10.0415 s/n 08684 Q 2015 HydroCAD Softvsre Solutions LLC H vQ W o� � Z FxQ Z 5 W Z W��o 0 M�a0 m Fnm Y U*) JU M Q W `- 0 Z Ix OIL w Cf) O CL. V JOB NO.: 1707044 C2JS\ 3S ■ J O SHEET: 14/16 DAPOST1 D POSTU DAPOST2 DAPOST3 5P' E w o CV r O BMP V) N V) N to (� �/♦ 0 Q I I LO N LOLLJ (0 3 N N 6L Q) DAPOST1 0Q I Cj Link Routing Diagram for POST DEV IMBODEN ubca Reachi and 1 y I Prepared by Painter -Lewis, P.L.C., Printed 5114/2018 -� �__J HydroCA(W 10.0415 s/n 08684 Q 2015 HydroCAD Softvsre Solutions LLC H vQ W o� � Z FxQ Z 5 W Z W��o 0 M�a0 m Fnm Y U*) JU M Q W `- 0 Z Ix OIL w Cf) O CL. V JOB NO.: 1707044 SCALE: DATE: ■ J O SHEET: 14/16 ■ N E w o CV r O ♦ n V) N V) N to (� �/♦ 0 Q I I LO N LOLLJ (0 3 N N Q) W'� 0Q J LLI 1 w (D a� L> ccv w � W s E O W W Q= Q-�.= _0 LLIO Z N V 60 O U ~ W aDO CD fn Z jw �w to ZZ LMY) w AZ,T H 0 VVV WC . LEWIS. 021621 SURVEY: C. I.: P -L 2' DRAWN BY: P -L JOB NO.: 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 14/16 PREDEV IMBODEN Type 1124 -hr 1 YR Rainfall=2.40" Prepared by Painter -Lewis, RL.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DAPREI [491 Hint: Tc<2dt may require smaller dt Runoff 2.03 cfs @ 11.96 hrs, Volume= 0,086 af, Depth> 0.90" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Type II 24 -hr 1 YR Rainfall=2.40" Area (ac) CN Description 0.690 98 Unconnected pavement, HSG C 0.460 61 >75% Grass cover, Good HSG B 1.150 83 Weighted Average 0,460 40.00% Pervious Area 0.690 60.00% Impervious Area 0.690 100,00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PREDEV IMBODEN Type 1124 -hr 2 YR Rainfall=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DAPREI [49] Hint: Tc<2dt may require smaller dt Runoff = 2,80 cfs @ 11.96 hrs, Volume= 0.119 af, Depth> 1.24" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type 1124 -hr 2 YR Rainfall=2.88" Area (ac) CN Description 0.690 98 Unconnected pavement, HSG C 0.460 61 >75% Grass cover, Good HSG B 1,150 83 Weighted Average 0.460 40.00% Pervious Area 0,690 60,00% Impervious Area 0.690 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PREDEV IMBODEN Type 1124 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 sln 08684 0 2015 HydroCAD Software Solutions LLC Summary for SubcatchmerA 1S: DAPRE1 [49] Hint: Tc<2dt may require smaller dt Runoff = 5.00 cfs @ 11,96 hrs, Volume= 0,217 af, Depth> 2.2T' Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 YR Rainfall=4,18" Area (ac) CN Description 0,690 98 0.460 61 Unconnected pavement, HSG C >75% Grass cover, Good HSG B 1.150 83 Weighted Average 0.460 40.00% Pervious Area 0.690 60.00% Impervious Area 0.690 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) {ft/ft) (fklsec) (cfs) 5.0 Direct Entry, 11 by Painter -Lewis, P.L.C. Printed 5/14/2018 D10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: DAPRE3 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.66 cfs @ 11.97 hrs, Volume= 0.029 af, Depth> 0.45" - Runoff by SCS TR -20 method, UH -SCS, Weighted -CN, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type iI 24 -hr 1 YR Rainfall=2.40" Area (ac) CN Adi Description 0.020 98 0.700 74 0.050 61 Unconnected pavement, HSG C >75% Grass cover, Good, HSG C >75%fl Grass cover, Good HSG B 0,770 74 73 Weighted Average, UI Adjusted 0.750 97.40% Pervious Area 0,020 2.60% Impervious Area 0.020 100.00% Unconnected Tp Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.10 Direct Entry, Prepared by Painter -Lewis, P.L.C. HvdroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Type 1l 24 -hr 2 YR Rainfal1=2.88" Printed 5/14/2018 Summary for Subcatchment 3S: DAPRE3 [49] Fent: Tc<2dt may require smaller dt Runoff = 1.05 cfs @ 11,97 hrs, Volume= 0.045 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs Type II 24 -hr 2 YR Rainfall=2.88" 10.020 98 0.700 74 10.050 61 Unconnected pavement, HSG C >75% Grass cover, Good, HSG C >75% Grass cover, Good, HSG B 0.770 74 73 Weighted Average, Ul Adjusted 0.750 97.40% Pervious Area 0.020 2.60% Impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description (mita), (feet) (ft/ft) (ft/sec) (cfs) 5,0 Direct Entry, PREPi;�V IMBODEN Type 1124 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydWAD@ 10,00-15 sin 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: DAPRE3 [49] Hint: Tc<2dt may require smaller dt Runoff - 2.30 cfs @ 11.96 hrs, Volume= 0.097 af, Depth> 1.51" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type 1124 -hr 10 YR Rainfall=4.18" Area (ac) CN Adj Description 0.020 98 Unconnected pavement, HSG C 0.700 74 >75% Grass cover, Good, HSG C 0,050 61 >75% Grass cover, Good HSG B 0,770 74 73 Weighted Average, UI Adjusted 0.750 97.40% Pervious Area 0.020 2.60% impervious Area 0.020 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.01 Direct Entry, PREDEV IMBODEN Type// 24 -hr 1 YR Rainfall=2.40" Unconnected pavement, HSG C >75%'Grass cover, Good, HSG B >75% Grass cover, Good, HSG C Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 Weighted Average POST DEV IMBODEN Type 1124 -hr 1 YR Rainfall=2.40" HydroCADO 10.00-15 s/n 08684 p 2015 HydroCAD Software Solutions LLC 0.520 Surrr>rraa for Subcatchment 2S: DAPRE2 Summary Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 02015 HydroCAD Software Solutions LLC Summary for Subeatchment 1S: DAPOST1 [49] Hint: Tc<2dt may require smaller dt Runoff = 1.59 cfs @ 11.96 hrs, Volume= 0.067 af, Depth> 0.70" Runoff = 2.50 cfs @ 11.96 hrs, Volume= 0.115 af, Depth= 1.52" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs 5.0 Type 1124 -hr 1 YR Rainfall=2.40" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Area (ac) CN Description Type II 24 -hr 1 YR Rainfall=2.40" Area I(ac) CN Description 0.520 98 Unconnected pavement, HSG C 0.540 61 >75% Grass cover, Good, HSG B 0.100 74 >75% Grass cover, Good HSG C 0730 98 Unconnected pavement, HSG B 01180 61 >75°1° Grass cover, Good, HSG B 1.160 79 Weighted Average 0.640 55.17% Pervious Area 0.520 44.83% Impervious Area 0.520 100.00% Unconnected 0;910 91 Weighted Average 0180 19,78% Pervious Area 0,730 80.22% Impervious Area Specific Energy 0.730 100.00% Unconnected Tc Length Slope Velocity Capacity Description 1.07 (min) (feet) (ft/ft) (ft/sec) (cfs) Tc Length Slope Velocity Capacity Description (min) _ (feet) (ft/rt) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 Direct Entry, ft/s PREDEVIMBODEN Type 1124 -hr 2 YR Rainfall=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@) 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DAPRE2 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.30 cfs @ 11.96 hrs, Volume= 0.097 af, Depth> 1.00" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Type 1124 -hr 2 YR Rainfall=2.88" Area (ac) CN Description 0.520 98 Unconnected pavement, HSG C 0,540 61 >75% Grass cover, Good, HSG B 0.100 74 >75% Grass cover, Good, NSG C 1.160 79 Weighted Average 0.640 55.17% Pervious Area 0.520 44.83% Impervious Area 0.520 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, PREDEV IMBODEN Type 1124 -hr 10 YR Rainfall=4,18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HvdroCAD@ 10,00-15 sin 08684 02015 HvdroCAD Software Solutions LLC Summary for Subcatchment 2S: DAPRE2 [49] Hint: Tc<2dt may require smaller dt Runoff = 4.40 cfs @ 11.96 hrs, Volume= 0.188 af, Depth> 1.94" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 5.00-20.00 hrs, dt-- 0,05 hrs Type II 24 -hr 10 YR Rainfall=4.18" Area (ac) CN Description 0,520 98 0,540 61 0.100 74 Unconnected pavement, HSG C >75%'Grass cover, Good, HSG B >75% Grass cover, Good, HSG C 1.160 79 Weighted Average 0,640 55,17% Pervious Area 0.520 44.83% Impervious Area 0.520 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST DEV IMBODEN Type 11 24 -hr 2 YR Rainfal1=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 02015 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: DAPOSTI Runoff = 3.18 cfs @ 11.96 hrs, Volume= 0.149 af, Depth= 1.96" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Typo .1124 -hr 2 YR Rainfall=2,88" Area (ac) CN Description 0.730 98 Unconnected pavement, HSG B 0.180 61 >75% Grass cover, Good, HSG B 0.910 91 Weighted Average 0.180 19.78% Pervious Area 0.730 80.22% impervious Area 0.730 100.00% Unconnected Tc Length Slope Velocity Capacity Description (miril (feet) (ft/ft) (ff/secl (cis/ Direct Entry, M IMBODEN by Painter -Lewis, P.L.C. Type 1124 -hr 10 YR Rainfall=4.18" Printed 5/14/2018 Summary for Subcatchment 1S: DAPOST1 Runoff = 5.02 cfs @ 11.96 hrs, Volume= 0.242 af, Depth= 3.19" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1,00-36.00 hrs, dt= 0.01 hrs Type 1124 -hr 10 YR Rainfall=4,18" Area (ac) CN Description 0.730 98 0.180 61 Unconnected pavement, HSG B >75% Grass cover, Good HSG B 0.910 91 Weighted Average 0.180 19.78% Pervious Area 0.730 80.22% Impervious Area 0.730 100.00% Unconnected Tc Length Slope Velocity Capacity Description min' feet ft/ft ft/sec cfs Direct Entry, POST DEV IMBODEN Type 11 24 -hr 1 YR Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10,00-15 s/n 08684 02015 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: DAPOSTU Runoff', - 0.98 cfs @ 11.97 hrs, Volume= 0.044 af, Depth= 0.77" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 YR Rainfall=2.40" Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.360 61 >75%° Grass cover, Good, HSG B 0.690 79 Weighted Average 0,360 52.17% Pervious Area 0.330 47.83% Impervious Area 0.330 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST DEV IMBODEN Type it 24 -hr 2 YR Rainfall=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10,00-15 s/n 08684 O 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: DAPOSTU Runoff = 1.41 cfs @ 11.97 hrs, Volume= 0.063 af, Depth= 1.10" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type 1124 -hr 2 YR Rainfall=2.88" Area (ac) CN Description 0.330 98 Unconnected pavement, HSG B 0.360 61 >75% Grass cover, Good, HSG B 0.690 79 Weighted Average 0,360 52.17% Pervious Area 0.330 47.83% Impervious Area 0.330 100.00% Unconnected Tc' Length Slope Velocity Capacity Description (min)'' (feet) (ft/ft) (ft/sec) (cfs) 5.61 Direct Entry, POST' DEV IMBODEN Type N 24 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10,00-15 s/n 08684 @2015 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: DAPOSTU Runoff' = 2.70 cfs @ 11.96 hrs, Volume= 0.121 af, Depth= 2.11" Runoffby SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type 1124 -hr 10 YR Rainfall=4.18" Area (ac) CN Description 0,330 98 Unconnected pavement, HSG B 0.360 61 >75% Grass cover, Good HSG B 0.690 79 Weighted Average 0,360 52.17% Pervious Area 0.330 47.83% Impervious Area 0.330 100.00% Unconnected Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST DEV iMBODEN Type 11 24 -hr 1 YR Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Link 6L: DAPOST1 Inflow Area = 1.600 ac, 66.25% Impervious, Inflow Depth = 1.00" for 1 YR event Inflow 1.25 cfs @ 11.98 hrs, Volume= 0.133 of Primary = 1.25 cfs @ 11.98 hrs, Volume= 0.133 af, Atten= O%, Lag= 0.0 min Primary outflow = inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs POST DEV IMBODEN Type 1124 -hr 2 YR Rainfall=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Link 6L: DAPOST1 Inflow'Area = 1.600 ac, 66.25% Impervious, Inflow Depth = 1.39" for 2 YR event Inflow = 1,78 cfs @ 11.97 hrs, Volume= 0.185 of Primary - 1.78 cfs @ 11.97 hrs, Volume= 0.185 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs POST DEV iMBODEN Type 1l 24 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Link 6L: DAPOST1 Inflow Area = 1.600 ac, 66.25% Impervious, Inflow Depth = 2.53" for 10 YR event Inflow = 4.87 cfs @ 12.02 hrs, Volume= 0.337 of Primary = 4,87 cfs @ 12.02 hrs, Volume= 0.337 cif, Atten= 0%, Lag= 0.0 min Primary outflow = inflow, Time Span= 1,00-36.00 hrs, dt= 0.01 hrs POST DEV IMBODEN Type 1124 -hr 1 YR Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 @2015 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DAPOST2 Runoff = 0,76 cfs @ 12.04 hrs, Volume= 0.044 af, Depth= 1.16" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1,00-36.00 hrs, dt= 0.01 hrs Type 11 24 -hr 1 YR Rainfall=2.40" Area (ac) CN Description 0,200 96 Gravel surface, HSG B 0.120 61 >75% Grass cover, Good, HSG B x 0.080 93 VRRM worksheet 0.050 98 Unconnected roofs, HSG B 0,450 86 Weighted Average 0.400 88.89% Pervious Area 0,050 11.11 % Impervious Area 0.050 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10..3 100 0.0200 0.16 Sheet Flow, SEGMENT AB Grass: Short n= 0.150 P2= 2.88" 1.3 172 0,0174 2.12 Shallow Concentrated Flow, SEGMENT BC Unpaved Kv= 16.1 fps 11.6 272 Total POST DEV IMBODEN Type ll 24 -hr 2 YR Rainfall=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 @2015 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DAPOST2 Runoff' = 1,02 cfs @ 12.03 hrs, Volume= 0,059 af, Depth= 1,56" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type 1124 -hr 2 YR Rainfall=2,88" Area (ac) CN Description 0.200 96 Gravel surface, HSG B 0.120 61 >75% Grass cover, Good, HSG B 0.080 93 VRRM worksheet 0.050 98 Unconnected roofs, HSG B 0.450 86 Weighted Average 0.400 88.89% Pervious Area 0.050 11.11% Impervious Area 0.050 100.00% Unconnected Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.3 100 0.0200 0.16 Sheet Flow, SEGMENT AB Grass: Short n= 0.150 P2= 2.88" 1.3 172 0.0174 2.12 Shallow Concentrated Flow, SEGMENT BC Unpaved Kv= 16.1 fps 11.6 272 Total POST DEV IMBODEN Type 1124 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: DAPOST2 Runoff = 1.75 cfs @ 12.03 hrs, Volume= 0.102 af, Depth= 2.71" Runoffby SCS TR -20 method, UH=SCS,. Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type 1124 -hr 10 YR Rainfall=4.18" Area (ac) CN Description 0.200 96 Gravel surface, HSG B 0.120 61 >75% Grass cover, Good, HSG B 0.080 93 VRRM worksheet 0.050 98 Unconnected roofs, HSG B 0.450 86 Weighted Average 0.400 88.89% Pervious Area 0.050 11.11 % Impervious Area 0.050 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10,3 100 0.0200 0.16 Sheet Flow, SEGMENT AB Grass: Short n=0.150 P2=2.88" 1.3 172 0.0174 2.12 Shallow Concentrated Flow, SEGMENT BC Unpaved Kv= 16.1 fps 11.6 272 Total POST DEV IMBODEN Type 1124 -hr 1 YR Rainfall=2.40" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD@ 10.00-15 s/n 08684 O 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: DAPOST3 Runoff = 1.99 cfs @ 11.96 hrs, Volume= 0.089 af, Depth= 1.04" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24 -hr 1 YR Rainfall=2.40" Area (ac) CN Description 0.530 94 Unconnected pavement, HSG C 0.490 74 >75% Grass cover, Good, HSG C 0.010 61 >75% Grass cover, Good, HSG B 1.030 84 Weighted Average 1.030 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST DEV IMBODEN Type ll 24 -hr 2 YR Rainfall=2.88" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD® 10.00-15 s/n 08684 02015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: DAPOST3 Runoff = 2.71 cfs @ 11,96 hrs, Volume= 0.122 af, Depth= 1.42" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type'll 24 -hr 2 YR Rainfall=2.88" Area (ac) CN Description 0.530 94 Unconnected pavement, HSG C 0.490 74 >75% Grass cover, Good, NSG C 0.010 61 >75% Grass cover, Good, HSG B 1.030 84 Weighted Average 1.030 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, POST DEV IMBODEN Type 11 24 -hr 10 YR Rainfall=4.18" Prepared by Painter -Lewis, P.L.C. Printed 5/14/2018 HydroCAD® 10.00-15 s/n 08684 0 2015 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: DAPOST3 Runoff = 4.74 cfs @ 11.96 hrs, Volume= 0.217 af, Depth= 2.53" Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 YR Rainfall=4.18" Area (ac) CN Description 0.530 94 Unconnected pavement, HSG C 0.490 74 >75% Grass cover, Good, HSG C 0.010 61 >75% Grass cover, Good, HSG B 1.030 84 Weighted Average 1.030 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, SHEET FLOW FROM DAPOST3-2 YEAR STORM Worksheet for Irregular Channel Project Description Worksheet Irregular Channel - DAI Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel SI(020000 ft/ft Discharge 2.71 cfs Options Current Roughness Methc wed Lotter's Method Open Channel Weighting I )ved Lotter's Method Closed Channel Weightinc Horton's Method Results 692.00 Mannings Coefficier 0.024 Water Surface Elev, 690.63 ft Elevation Range ).40 to 692.00 Flow Area 1,3 112 Wetted Perimeter 11.71 ft Top Width 11.70 ft Actual Depth 0.23 ft Critical Elevation 690.63 ft Critical Slope 0.017219 ft/ft Velocity 2.05 ft/s Velocity Head 0.07 ft Specific Energy 690.69 ft Froude Number 1.07 Flow Type Supercritical Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+06 0.024 Natural Channel Points Station Elevation (ft) (ft) 0+00 692.00 0+26 691.40 1+06 691.00 1+36 690.90 1+54 690.40 1+76 691.80 2+06 692.00 SHEET FLOW FROM DAPOST3-10 YEAR STORM Worksheet for Irregular Channel Project Description Worksheet Irregular Channel - DAI Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Channel SI(020000 ft/ft Discharge 4.74 cfs Options Current Roughness Methc )ved Lotter's Method Open Channel Weighting I )ved Lotter's Method Closed Channel Weightinc Horton's Method Results Elevation (ft) 0+00 Mannings Coefficier 0.024 691.40 Water Surface Elev, 690.68 ft Elevation Range 3.40 to 692.00 690.40 Flow Area 2.0 ft2 Wetted Perimeter 14.44 ft Top Width 14.43 ft Actual Depth 0.28 ft Critical Elevation 690.69 ft Critical Slope 0.015979 ft/ft Velocity 2.35 ft/s Velocity Head 0.09 ft Specific Energy 690.77 ft Froude Number 1,11 __ 0 0 Flow Type Supercritical v Roughness Segments Start End Mannings Station Station Coefficient 0+00 2+06 0.024 Natural Channel Points Station (ft) Elevation (ft) 0+00 692.00 0+26 691.40 1+06 691.00 1+36 690.90 1+54 690.40 1+76 691.80 2+06 692.00 Mal v®I U Z C3 in C . Z :5 W Z W��o C) W Q U N Y M aLU W LLI O W C) 0 O 0_ a- ■ JOB NO.: 1707044 SCALE: DATE: SHOWN � o 15/ 16 ■ N W a w-Npe) E Q v®I U Z C3 in C . Z :5 W Z W��o C) W Q U N Y M aLU W LLI O W C) 0 O 0_ a- ■ JOB NO.: 1707044 SCALE: DATE: SHOWN ■ J o 15/ 16 ■ N a w-Npe) E O F- cD rU 0 ■� �. V) N N L LO . � to lL C) Q N (D N QZ4-1 (DCDa) W __ 0 0 0 C) v J Ld � � � W O U U W c' � WL V) oo 0C) UJ Z 2 U D Z ~ L� W r- Q 00 a TH 1. �, V UVV .. ,A , fNo.C, LEWIS 021621 0 ' 4 P: _Ilzs�l ONAL _ SURVEY: P -L 2' DRAWN BY: P -L JOB NO.: 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 15/ 16 Project Name: 138 Imboden Drive Date: 1 -Feb -18 Linear Development Project?- No ,Site Information Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 4 236 iPre-ReDevelopment land Cover (acres) A Soils B Sods C Soils O Sods T.W. Fons[/Oprn Spue(ac ) uM lurbed, 000 rotectedf n orrafare,ted .Man;ed Turt (am,) dsturbed,gaded for dsorother turftabe 0.41 0.52 0'93 :ImPeMouscow(s res) 1.21 : 0.02.. 1:23 2.16 , ne n..nln.annnf 1 aM rn.rr /aennel A Sods B Soils C Soils D Soils Tottls Torest/Open Space (ams) -- undisturbed, roteded fares o rreforested en ere ores) 1.00 ,Total Phosphorus (TP) EMC(mg(L) p 00 :Man;ad Turf (ac-- disturbed, graded 1.86 Target TPLoad(Ib/acre/yr) 0'24 ;for yards or other turfto be .0.12 0.12 0.25 JmpeMous Cover(aaes) ,.1,50 0.42 1`92 -Arp:therk OIL :.OK OK.. OK. ,.. 2.16 Constants - Land Cover Summary -Post Annual Rainfall(inches) 43': Target Rainfall Event (inches) 1.00 ,Total Phosphorus (TP) EMC(mg(L) 026. Total Nitrogen(rN) EMC(mg(L) 1.86 Target TPLoad(Ib/acre/yr) 0.41. Pi(u¢dessrorrecdonfactor) 0.90 data input cells: constantvalues+ calculation cdbi Check: BMP Design Specifications List: 2013 Draft Stals & Specs Linear project? No Land cover areas entered correctly? Total disturbed area entered? ./ Runoff Coefficients Rv - Land Cover Summary -Post Land Cove'summory-Post Land Ower Summary -Pre A Soils B Soils C Soils D Sods Forest/Open Spa¢ 0.02 0.03 0.04 0.05 Managed Turt 0.15 0.20 022 0.25 Impervious Cowr 0.95 0.95 0.95 0.95 a Adieuted Land Cpver Sumrnpry: Pm ReDM,,pmen, land rovermin uspervi,ns 1pndrove'(f sr/optm sparer __'M.,J) perea9c proposed far new impervio.is covin: Adjusted rpfalacrepge acnru'a'[ with Pas, -Re L`evelopmenracreaye (niuius nr,enye rnewanperv;ons�„•e,7. cpwmn ,`bows food redniYien,eGurremen[/air new+mnervipus mPe.lnnTed nn new dPPewp,prnr>ond r ,x, m.a1 ant/ aP/Year7. Land Cover Summery-Post(Rnd) - Land Cover Summary -Post Land Cove'summory-Post Land Ower Summary -Pre Post-ReDevelopment Pre-ReDevelopment Listed Adjusted` Forest/Open SpaceCover(aaes) 0.00 OAO Weighted Rv(forest) 0.00 OAO %Forest 0% 0% Managed Turf Cover (acre s) 093 024 Weighted Rv(turf) 021 021 %Managed Turf $3% 16% mpenii-Camr(aaes) 1.23 123 Rv(imDeMous) 0.95 0.95 %bnpeMaus 57,% 84% Total Site Area(aaea) 2.16 1,47 Site Rv 0.63 10.93 Treatment Volume and Nutrient Load. Pre R,DevelopmentTresbnent Volume (acre-fq 0.1137 0.1016 Pre ReDevelopmentTrcabnent Volume (cubic feet) 4,955, 4,425 Pre-ReDevelopment TP Load (lb/yr)3.11, 0.010 2.78 PreReDevelepmertt TP Load per acre Iib/acre/Yr) +�H} i,g9' Baseline TP Load (Ib/yr) (OA11bs/ave/yr appiied to -P.- Pervious I- proposed for newimperv�eus e. acludrg cover) 0.60 a Adieuted Land Cpver Sumrnpry: Pm ReDM,,pmen, land rovermin uspervi,ns 1pndrove'(f sr/optm sparer __'M.,J) perea9c proposed far new impervio.is covin: Adjusted rpfalacrepge acnru'a'[ with Pas, -Re L`evelopmenracreaye (niuius nr,enye rnewanperv;ons�„•e,7. cpwmn ,`bows food redniYien,eGurremen[/air new+mnervipus mPe.lnnTed nn new dPPewp,prnr>ond r ,x, m.a1 ant/ aP/Year7. Land Cover Summery-Post(Rnd) - Land Cover Summary -Post Land Cove'summory-Post Post ReDev.&New lmpirva- Post-ReDevelopment Post -Development New Impervious Forest/Open Space '118,'938 '.. Forert/Open Spa- ,0.00 ` .0.00: OK. Cover aces .0.00 Cover(aaes) 0.00. 0,00 '. OK. Weiglrted RAfonst) 0.00 1 Weighted Rv(fores0 0.00' "` 0.00 OK. %Forest0% --0.00 %Forest 0% 0.011, OK. Managed Turf Cover (aces) 02d Managed Turf Cover _. (acres) 1 0.24. 0.00 OK. Weidlted%,(turf) 021 Weighted Rv (turf) 0.21 OK. . select %Managed Turf 11% % Managed Turf 16% Impermom 0.550 mpervious Cover 0.010 ReDe 1.pervi.Us B N wlmperwous Cover 0.1501 (aces) 1.92 Cover(acres) 1:23 (acres) 0.69 Rvilmp,uvi s) 095 Rv(impervious) 0.95.. Rt(impervious) 0.95 %mpervious 89% %Impervious 84% ! - Ooim•treamhaeN¢¢be Adjusted CN* sae ITotal Rel) . Site Area Area(acres) Area acres Area acres l 1 Practice fe l 1 Find SIM Area (acres) '2.16 (acres) 1,47 upstream Indio Practice and P-Dw Sne Rv 1.111 ReDev Site Rv 0.93 - ' Treatment Volume and Nutrient Load Final P - Post R D Ip ent P D lopomet Development 6.a e'oretemion #1vMcnrBiorerereian#1 40 Tru 0.1016 T in ntVlum 0.05460.1562 TreatrentVolume -P00 :", (acre ft) (acre -ft) - (acraf0 6.b. eioretemion #2vMcro-Biuxetelion #2 An "ntA - ""nye Final Post .. port-ReDevelopment ",Starz'.'."� Post-Dwelopment Development 6AW Treatment Volume 4,425 Treatment Volume 2,379 Treatment Volume feet) ee( t ) (cubic feet) (cuble feet) Final Port Development TP Post-RaD,velopment Post Development TP Load 4.27 Iead(TP) 2.78 load (WWI 1.50 (lb/yr) (lb/Yr) Foal Post De,elop ReDeveloPmmt TP TP read Der oad Peraae 169 ms. neduaion Retuned Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE {ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK DA. A D.A. B DA. C DA. D D.A. E AREA CHECK 0.00.:: '118,'938 0.00 - ,0.00 ` .0.00: OK. 0,73` 0.08. 0.54 '. t10EI 0,00 '. OK. 0.73:. 0:08 0.54 `. 000 "` 0.00 OK. 0.18:` --0.00 0.01 :0.00 0.011, OK. 0.18'' ' ':0.011 0.01 ''CAO 2.16 0.00 OK. OK. OK. OK. OK. OK. . select Site Treatment Volume (ftp) 6,eo4 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft') TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) TP LOAD REDUCTION ACHIEVED (Ib/yr) TP LOAD REMAINING (Ib/yr) DA. A D.A. B DA. C DA. D DA. E TOTAL 2,118 '118,'938 0.00 0 -0� 3,191 1.66 :0.17 1.18. 000 ,0.00 ` 1.01 1.500.09 0.93 0.54. 000 ' : 0.00 0.17 0.09 0.59. - 0.00 - 0.00 0.000 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 10:94 1 0.62 4.20,. ' ''0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 4.27" TP LOAD REDUCTION REQUIRED (Ib/yr) 1.77 TP LOAD REDUCTION ACHIEVED (lb/yr) 2.17 TP LOAD REMAINING (lb/yr) 2.11 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 0.00 ** ** TARGET TP REDUCTION EXCEEDED BY 0.4 LB/YEAR ** Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD (Ib/yr) 30.58 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 15.76 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 14.83 DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet -Version 3.0 II BMP Design Specifications List: 2013 Draft Stals&Specs Update Summary Sheet ;1 Site Summary Paint Ile�nevr' Paint Total Rainfall (b): 43 Total Disturbed Acreage: 2.16 Site (and Cover Summary Pre-ReDevelopment Land Cover (acresi Post-ReDevelooment land Cover lacresi ' . A soils B Soils C Soils D Soils Totals % o} Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.41 0.52 0.00 0.93 43 Impervious rover (acres) 0.00 1.21 0.02 0.00 1.23 57 0.080 0.000 Arealavesl B 0.080 2.16 100 Post-ReDevelooment land Cover lacresi ' . A soils B Soils C Solis D Soils Totals % of Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 0.12 0.12 0.00 0.24 11 Impervious Cover (acres) 1 0.00 1.50 1 0.42 0.00 1.92 89 0.080 0.000 Arealavesl B 0.080 2.16 100 Site Tv and Land Cover Nutrjent Loads Final Post -Development Post. ost Post- Adjusted Pre- (Pott-ReDevelopment ReDevelopment(Now Development ReDevelopment & New Impervious) 0.180 Impervious) B Site Rv0.87 0.97 0.83 0.95 0.83 Treatment Volume (ft) 4,425 2,379 4,425 TP Load (Ib/yr) 4.27 2.78 1.50 2.78 ae-M- we Develapmem Leas) Total TP Load Reduction Required L77 0.56 1.21 TP toad Reduction TP Load Reduction(Ib/yr) Required for 0.56 Required for New 1.21 Redeveloped Area Impervious Area (Ib/yr) (Ib/yr) WATER QUALITY NARRATIVE THE SITE CONTAINS THREE DRAINAGE AREAS. DRAINAGE AREA 1 DISCHARGES TO THE IMBODEN DRIVE RIGHT OF WAY. DRAINAGE AREA 2 DISCHARGES TO THE ADJACENT LOT TO THE EAST. DRAINAGE AREA 3 DISCHARGES TO THE ADJACENT LOTTO THE NORTH. THE HATCHING INDICATES IMPERVIOUS AREAS. SURFACE AREA TABULATIONS ARE SHOWN IN THE TABLE BELOW. THE TOTAL DRAINAGE AREA CONTAINS 3.08 ACRES. IN ORDER TO MEET CURRENT WATER QUALITY REQUIREMENTS, EACH OF THE DRAINAGE AREAS WILL RECEIVE A TREATMENT PRACTICE/DEVICE. PHOSPHOROUS REDUCTION WILL BE BASED ON THE TOTAL DISTURBED AREA OF 2.16 ACRES. ACCORDING TO THE VRRM REDEVELOPMENT WORKSHEET, THE TOTAL PHOSPHOROUS REDUCTION REQUIRED IS 1.77 LBS/YR. DA.A DRAINAGE AREA 1 CONTAINS 0.91 ACRES DRAINING TO THE BIORETENTION FILTER. THE BIORETENTION FILTER IN DA.A WILL REDUCE THE TOTAL P BY 1.50 LBS/YR. DA.B DRAINAGE AREA 2 CONTAINS 0.45 ACRES. CREDIT IS TAKEN IN THE VRRM WORKSHEET FOR A SIMPLE DISCONNECT FOR THE PROPOSED BUILDING ROOF AREA (0.80 ACRES). THIS PRACTICE WILL REDUCE THE TOTAL P BY 0.9 LBS/YR. DA.0 DRAINAGE AREA 3 DISCHARGES BY SHEET FLOW INTO A VEGETATED BUFFER AREA. DRAINAGE AREA 3 CONTAINS 0.55 ACRES DRAINING TO THE CONSERVED OPEN SPACE CONTAINING A MINIMUM OF 35' OF DEPTH. THE ADJUSTED CURVE NUMBER FOR THIS PRACTICE IS USED IN THE CALCULATION OF THE 2 YEAR STORM RUNOFF CHARACTERISTICS. THIS PRACTICE WILL REDUCE THE TOTAL P BY 0.59 LBS/YR. TOTAL P REDUCTION IS 2.17 LBS/YR. TREATMENT PRACTICE AREA TABLULATION WATER QUALITY PRACTICES CSdb N Tanh land Cenr av Impervioie Vohrrlefran DA.A BIOFILTER Renaid ng 0.910 0.730 0.180 B.IXf ` B 0.900 0.720 0.180 Reduction C 0.010 0.010 0.000 Runoff Treatment Removal loadfrom mpvr wz caw.(acrez) 0,72 DA. B DISCON N ECT TO B SOILS "•eir�5 ',, 0.080 0.080 0.000 Arealavesl B 0.080 0.080 0.000 Vdune(R') C 0.000 0.000 0.000 load lib) . select from drepdewn line-- 98 RunoN DA.0 CONSERVED OPEN SPACE Impermom 0.550 0.540 0.010 Tdtl BMP B 0.150 0.1501 0.000 Remail; C 0.400 0.3701 0.010 Tufcreda ewer Gedit Urpsbeam Redaaim Rua" Drainage Area A Drain;e area A Land corer (am,) Aaelb aaJr CSdb N Tanh land Cenr av Impervioie Vohrrlefran Rudf Renaid ng TsdalgMP N P.. space Pees) H412t B.IXf ` Place Phoma Remaining 30 Practice Reduction e Terra=re) ala ' fkiit tr.'la Reduction Runoff Treatment Removal loadfrom mpvr wz caw.(acrez) 0,72 0.01 "•eir�5 ',, Tam Plnspinrus A miable far air-ol in DA A(Ib/y4� Credh l%) Arealavesl Area laves) TOLaI �-,n•9L� IRaI POit Develapmenl Trcnmenl Volumein DJL.A(R)+{`J`L Vdune(R') Efficiency Stormwater Best Management Practices (RR = Runoff Reduction) loadto Practice Illi load lib) . select from drepdewn line-- 98 RunoN Managed Impermom Volumenom Rulon Remainig Tdtl BMP Ph¢phoros mocpherus leltreaied Phosples, Remail; 2 -year storm 10 -year storm PractEe seduction Tufcreda ewer Gedit Urpsbeam Redaaim Rua" Treatment Removal Loudhm Phosphorus Removed ar Phosphorus Ooim•treamhaeN¢¢be Adjusted CN* sae Cmdt l%1 Area(acres) Area acres Area acres l 1 Practice fe l 1 Oil volare Otl vel (Rol Efficiency upstream Indio Practice Practice (1b) l dpbl Employed pry sObl Bbl 6.a e'oretemion #1vMcnrBiorerereian#1 40 $ ~tl HT 26 Tt4f0 -P00 :", or Urban Bioretentim (spec #9) - 6.b. eioretemion #2vMcro-Biuxetelion #2 An "ntA - ""nye '..,"#.. r. ....`,S Tia -, .. .`..�. ",Starz'.'."� [n ek 'I -, .::, ,,. Drainage Area B Drainage Area A Land Cover (aces) ".. ASals BStlls Catlls DSO) Tdd taWf Rv ' Faesrp¢n Spat (acres) LIO`Ati htaregedTuf leges) 'ffiRS_ a >,.F*".e I---co,er (saes) �.fl.46 ,r {1118 `s,@,�5 r 'Wal Phosphorus Available fa Removal In D.AB(lbM) real , s Gq6 Post Development Treatmenc Vol- in DA. B Ift'1 - t7e Stormwater Best Management Practices (RR = Runoff Reduction) Drainage Area C Drainage Ar -A land Cover (aces) A is I CSoils DSals Tottls land Cover Rv r«esWPen space (etre`)` A46" ahregedruf(aaoe) 0.01 b01, _'+<��.�".,; Irtp -Cwa (saes) 0.54 Total'.'.H1AS" ,' Stormwater Rest Management Practices fRR = Runoff Reductioni rota Phosphows Available for Removal in D.A. C (Ib/yr) Port Dewbprrant Trealmenc Volume in DA. C (fta) " 1,B7P _Galore imm dmnrbaan I:c.o_ Runoff age Managed Impervioie Vohrrlefran Rudf Renaid ng TsdalgMP Phosphorus Phosphorus Utreaed Place Phoma Remaining 30 Practice Reduction Turf Creat Coverrie6t Upataran Reduction Runoff Treatment Removal loadfrom Phos pho n' Rertaved By Phosphorus Dowwtream Practice told 80 Credh l%) Arealavesl Area laves) Practice lft'1 IRaI Vdume pt'1 Vdune(R') Efficiency Upstream loadto Practice Illi load lib) Employed 1 3.94 98 1.70. 1 -year storm CN DA.A 30 -year storm 93 RVDevebped (watershed -inch) with no Runoff Redudion* (%) Practices Ibl Practice g1s) RVDeveloped (watershed -inch) with Runoff Redudion* 1 -year storm 2 -year storm 10 -year storm (1) Adjusted CN*93 RV watershedtinch with no Runoff Redudion Developed / / 1.5 2 1 .96 .1 O RVDeveloped (watershed -inch) with Runoff Reduction* 088 1.32 3.55 #1 U Adjusted CN* sae R Lia t" D {LT7 0 4du Drainage Area C Drainage Ar -A land Cover (aces) A is I CSoils DSals Tottls land Cover Rv r«esWPen space (etre`)` A46" ahregedruf(aaoe) 0.01 b01, _'+<��.�".,; Irtp -Cwa (saes) 0.54 Total'.'.H1AS" ,' Stormwater Rest Management Practices fRR = Runoff Reductioni rota Phosphows Available for Removal in D.A. C (Ib/yr) Port Dewbprrant Trealmenc Volume in DA. C (fta) " 1,B7P _Galore imm dmnrbaan I:c.o_ Nitrogen NRr;en load Uwened Nitrogen Remaini; Removal ftmuiatrcam Nilr;en toad Removed tfr Nib;enla lidenp/(%) P-tices(Ibs) to Practice(Ibs) Practice(Ibs) Obs( Nitrogen N vaii Load uma"' ed Rano" Managed Impervi¢s Volume from Riucti Rertnirdng Toed BMP Phosphorus Phosphorus untreated Phosphorus Remaining 30 Practice Reduction Turf Credit Com Creat Upstream Reduction Runoff Treament Rernod Lmdfran Phosphorus Removed By Phosphoric Downatrcam Prxtice to be 80 Credit (%) Area(wes) Area tact`) Practice("') IR') Vnhane (fe) valuate (ft.) Efficiency Upstream loedto Practioe(b) Lead(b) Employed 1 3.94 98 1.70. 1 -year storm CN DA.A 30 -year storm 93 RVDevebped (watershed -inch) with no Runoff Redudion* (%) Practices (lb) Practice (lb) RVDeveloped (watershed -inch) with Runoff Redudion* 1 -year storm Nitrogen NRr;en load Uwened Nitrogen Remaini; Removal ftmuiatrcam Nilr;en toad Removed tfr Nib;enla lidenp/(%) P-tices(Ibs) to Practice(Ibs) Practice(Ibs) Obs( Nitrogen N vaii Load uma"' ed Nitrogen Remaining Remand from Upstrean Nsed hmsenlooved Rem Nitrogen Ef6'X)ncy Prectices(Ibs) to l4aaice(Ra) �( Load (lbs) Nitrogen )My Practices (lbs) to Practice (NPs) 30 load (lbs) o pair: 77 Nitrogen Remal NhropmLoad IAtrened Nitrogen Remoaed Remaining of -de from upstream Nitrogenload � Practice Nitrogen )My Practices (lbs) to Practice (NPs) 30 load (lbs) Nitrogen Loads (Informational Purposes Only) Pre -Re Developmenl TNload Firm! Post-DevelopmentM Load (Ib/yr) 22.27 (P sbReDeaelopment&New 30.58 ImceMous) Ob/yr) Runoff Volume and Curve Number Calculations Enter design storm rainfall depths (in): 1 -year storm 2 -year storm 10 -year storm 2.40 2.88 4.18 Use NOAH Atlas 14.(http://hdsc.nws./waa.gav/ldsryPJds/J *Notes (see below): [1] The l.curve numbers ernd runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating complia nce with water quantity requirements. See VRRM Users Guide and Documentation for additional information. [21 Runoff Volume (RV) forpre-and post -development drainage areas must be. in volumetric units (e.g., acre-feet or cubic feet) when using the Energy Balance Equation.. Runoff measured in watershed -inches and shown in the spreadsheet as RV(watershed-inch) can only be used in the Energy Balance Equation when the pre- andpost-developmentdrainageareas are equal. Otherwise RV(watershed-inch) must be multiplied by the drainage area. 131 Adjusted CNs are based on runoff reduction volumes as calculated in DA. tabs. An alternative CN adjustment calculation for Vegetated Roofs is included In BMP specification No. 5. Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, CNadj) and runoff depths (RV Developed) are computed with and without reduction practices. Drainage Area A A Soils B Soils C Solis D Soils Total Area (acres): 0.91 Forest/Open Space -- undisturbed, protected Area (acres) -0.00 0.00 ,- ' 4.00 0.00 Runoff Reduction` forest/open space or reforested land CN 30 55 70 77 Volume(ft): '. 2,118: Managed Turf-- disturbed, graded for yards or other Area (acres) 0:00 0.18 1100, 0.00 - 74 turf to be mowed/managed CN 39 61 74 80 CN Impervious Cover Area acres '0.00 '.98 0.72 .^Op1- 0.00 98 CN 2 -year storm 98 ,98. 98 1 2.65 1 3.94 98 1.70. 1 -year storm CN DA.A 30 -year storm 93 RVDevebped (watershed -inch) with no Runoff Redudion* 2!17 2.65 91 RVDeveloped (watershed -inch) with Runoff Redudion* 1 -year storm 2 -year storm 10 -year storm (1) Adjusted CN*93 RV watershedtinch with no Runoff Redudion Developed / / 1.5 2 1 .96 .1 O RVDeveloped (watershed -inch) with Runoff Reduction* 088 1.32 3.55 Z U Adjusted CN* $ 82' to t" *See Notes above Drainage Area B ASoils B Soils CSoils D Soils Total Area (acres): 0.08 - Forest/Open Space -undisturbed, protected Area acres 0:00 0.00 ` '"0:00 0.00 - Runoff Reduction.' forest/open space or reforested land CN 30 55 70 77volume ° : 138` Managed Turf -- disturbed, graded for yards or other Area acres 0:00 0,00 - -0100 0.00 turf to be mowed/managed CN 39 61 74 80 Impervious Cover Area (acres) 0.00 0.08'� w' '"0.06 0.00".. CN 98 98 98 98 1.54 98 :year storm 2 -year storm CN98 +/ 2.17 1 2.65 1 3.94 98 1.70. 1 -year storm 2 -year storm 30 -year storm 93 RVDevebped (watershed -inch) with no Runoff Redudion* 2!17 2.65 3:94 RVDeveloped (watershed -inch) with Runoff Redudion* 1.70 2.17 3.47 (1) Adjusted CN*93 W 93 94 *See Notes above Drainage Area C Forest/Open Space -- undisturbed, protected forest/open space or reforested land Area al CN Managed Turf-- disturbed, graded foryards or other turfto be mowed/managed Area(al CN Impervious Cover Area al CN RVDevebped (watershed -inch) with no Runoff Reduction RVDe..loped (watershed -inch) with Runoff Reduction Adjusted CN* *See Notes above A Solis B Soils C Soils D Soils 0.00 0.00 0.00 0.00.: 30 55 70 77 0.00 0.00 -0.01 0.00 39 61 74 80 0.00 0.00 04854 0.00- 98 98 0.00 98 Total Area (acres) 0.91 0.08 CN `C 0.00 OAO 1.54 98 :year storm 2 -year storm 30 -year storm +/ 2.17 1 2.65 1 3.94 �\ 1.70. 1 2.18 1 3.48 - 93 93..94.; R'1v � W � Total Area (acres): '' 0.5511 Runoff Reduction Final Post -Development Load Pre- (Post-ReDevelopment & New Mpervlous) ReDevelopment TN Load (Ib/yr) 1 30.58 22.27 ------------- _------------------------------------------------- Site Compliance Summary Maximum % Reduction RequiredBel Pre-ReDevelopment Load 20% Total Runoff Volume Reduction (fta) 3,191 Total TP Load Reduction Achieved 2.17 (Ib/yr) TP lead per acre Total TN Load Reduction Achieved 15.76 (Ib/yr) Ih ave r Remalning Post Development TP Load 2,11 (Ib/yr) 1.98 Remaining TP Load Reductlon (Ib/yr) RegWred 0.0 Drainage Area Summary "* TARGET TP REDUCTION EXCEEDED BY 0.4 LB/YEAR ** Pre- Final Post- Post-ReDevelopment ReDevelopment Development TP Load TP lead per acre TP Load per ave per acre Ills/acre/yr) Ih ave r b acre ir 0.00 L99 1.98 1.89 Drainage Area Compliance Summary DA. A D.A. B DA. C DA. D DA. E Total TP Load Reduced (Ib/yr) 1 1.50 0.09 0.59 0.00 0.00 2.1J TN Load Reduced (Ib/yr) 1 10.94 0.62 4.20 0.00 0.00 15.76 Drainage Area A Summary Land Cover Summary - DA. A DA. B DA. C DA. D DA. E Total Forest/Open (acres) 0.00 0.00 0.00 0.00 0.000.00 80 Managed Turf (acres) 0.18 0.00 0.01 0.00 0.00 0.19 Impervious Cover (acres) 0.73 0.08 0.54 0.00 0.00 1.35 Total Area (acres) 0.91 0.08 0.55 0.00 OAO 1.54 Drainage Area Compliance Summary DA. A D.A. B DA. C DA. D DA. E Total TP Load Reduced (Ib/yr) 1 1.50 0.09 0.59 0.00 0.00 2.1J TN Load Reduced (Ib/yr) 1 10.94 0.62 4.20 0.00 0.00 15.76 Drainage Area A Summary Land Cover Summary - ASoils B Soils CSoils D Soils Total % of Total DA. (Ib/yr) 10.94 Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 1 0.00 0.18 0.00 0.00 0.18 20 Impervious Cover (acres) 1 0.00 0.72 0.01 0.00 0.73 80 0.91 [ BMP Seiections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit Upstream Load to Practice Treatment to be Volume(ftaI (Ib/yr) (Ib/yr) (acres) Area (acres) Practices (lbs) (lbs) mplo ed Total Impervious Cover Treated (acres) 0.73 A Soils Total Turf Area Treated (acres) 0.18 Total TP Load Reduction Achieved In DA. ib/ r 1.50 Total Total TN Load Reduction Achieved in DA. (Ib/yr) 10.94 Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 Drainage Area B Summary Land Cover Summary l D O8 I BMP Selections IManagedTurfl Impervious TP Load from - Untreated TP Downstream Practice Credit Area Cover Credit BMP Treatment Upstream Load re Practice TP Removed TP Remaining Treatment to he acres Area acres Volume th I practices lbs(lbs)(lb/yr) (Ib/yr) Employ rn to ad Total Impervious Cover Treated (acres) 0.08 A Soils as as C Solis D Soils Total % of Total DA. (Ib/yr) 0.62 Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 DDO 0.00 0.00 0 Impervious Cover (acres) 0.00 0.08 0.00 0.00 0.08 1 100 l D O8 I BMP Selections IManagedTurfl Impervious TP Load from - Untreated TP Downstream Practice Credit Area Cover Credit BMP Treatment Upstream Load re Practice TP Removed TP Remaining Treatment to he acres Area acres Volume th I practices lbs(lbs)(lb/yr) (Ib/yr) Employ rn to ad Total Impervious Cover Treated (acres) 0.08 A Soils Total Turf Area Treated (acres) 0.00 Total TP Load Reduction Achieved In DA. (Ib/yr) 0.09 Total Total TN Load Reduction Achieved In DA. (Ib/yr) 0.62 Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 Drainage Area C Summary Land Cover Summary 0.55 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit a Upstream Load to Practice Treatment to be acres Area acres Volume (ft) Practices Ins lbs (1b)yr) (Ib/yr) Em to ed Total Impervious Cover Treated (acres) 0.54 A Soils B Soils C Solis D Soils Total X of To»i DA. (Ib/yr) 4.20 Forest/Open (acres) 0.00 0.00 0.00 0.00 0.00 0 Managed Turf (acres) 0.00 0.00 0.01 0.00 0.01 2 Impervious Cover (acres) 0.00 0.00 0.54 0.00 0.54 98 0.55 BMP Selections Managed Turf Impervious TP Load from Untreated TP Downstream BMP Treatment TP Removed TP Remaining Practice Credit Area Cover Credit a Upstream Load to Practice Treatment to be acres Area acres Volume (ft) Practices Ins lbs (1b)yr) (Ib/yr) Em to ed Total Impervious Cover Treated (acres) 0.54 Total Turf Area Treated (acres) 0.01 Total TP Load Reduction Achieved in D.A. (Ib/yr) 0.59 ■ Total TN Load Reduction Achieved in DA. (Ib/yr) 4.20 ■ ■ o IJ ■ N E WN (] ♦ /1 0 N N Ln -) vi \j 1/ IIIIIIIIII� a I N N 3 N Q Z +/ W �, o �\ •_ d J li W © R'1v � W � 0) U U� c (1) W Lf) o:� Q= s O DLLJ U Z U Z U W t" a00 a NVOA l LEWES ' No. 021621 w� IONAL SURVEY: C.I.: P -L 2. DRAWN BY: JOB N0. P -L 1707044 SCALE: DATE: SHOWN 2/2/18 SHEET: 16/ 1 E