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HomeMy WebLinkAbout47-18 Site PlanPlan Revisions Date Comment 812 712 01 8 FIRE MARSHAL COMMENTS AND APPROVAL 8 /2 812 01 8 ARCHITECT PLAN REVISIONS 9/13/2018 FREDERICK WATER COMMENTS AND APPROVAL 10/1612018 FREDERICK COUNTY PUBLIC WORKS COMMENTS ADDRESSED FREDERICK COUNTY PLANNING 01/03/19 COMMENTS 1 ADDRESSED FREDERICK COUNTY PLANNING 01/16/19 COMMENTS CALL "MISS UTILITY" VIRGINIA UTILITY PROTECTION SERVICE (VUPS) AT 811 OR 1.800-552-7001,48 HOURS PRIOR TO THE START OF WORK. EXCAVATORS MUST NOTIFY ALL PUBLIC UTILITY OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF PROPOSED EXCAVATING OR BLASTING AND HAVE THOSE FACILITIES LOCATED BY THE UTILITY COMPANIES PRIOR TO COMMENCING EXCAVATION. THE EXCAVATOR IS RESPONSIBLE FOR COMPLIANCE WITH ALL COUNTY REQUIREMENTS, VIRGINIA CODE AND REGULATIONS. UTILITY NOTICE REQUIRED Contractors shall notify all public utility operators who maintain underground utility lines in the area of proposed excavating or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. Names and telephone numbers of the operators of underground utility lines appear below. These numbers shall also be used to serve in an emergency condition. Water/Sewer: Frederick Water P.O. Box 1877 Winchester, VA. 22604 (540)868-1061 Power: Rappahannock Electric Coop 137 Kelly Court Front Royal, VA 22630 1.800-552-3904 Phone: Verizon P.O. Box 17398 Baltimore, MD 21297 (301)954-6282 Gas: Shenandoah Gas Co. P.O. Box 2400 Winchester, VA 22604 (540)869-1111 SITE DEVELOPMENT PLAN STONEWALL MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA SP# 47-18 OWNER FORT COLLIER GROUP, L.C. 6231 LEESBURG PIKE, SUITE 600 FALLS CHURCH, VIRGINIA 22044 703-973-0400 VICINITY MAP SCALE: 1" = 1000' DEVELOPER FORT COLLIER GROUP, L.C. 6231 LEESBURG PIKE, SUITE 600 FALLS CHURCH, VIRGINIA 22044 703-973-0400 Sheet Number SHEET INDEX Sheet Title Revsion No Revison Date 1 Cover Sheet 3 3/13/2018 2 General Notes and Legend 2 01/03/2019 3 Boundary and Existing Topo 4 E&S Phase I 1 10/15/2018 5 E&S Phase II 1 10/15/2018 6 E&S Narrative 7 E&S Details 8 SWM Plan 1 10/15/2018 9 Phase Plan 1 10/15/2018 10 Warehouse Addition and Truck Access 4 10/15/2018 11 Warehouse and Truck Access Grading Plan 2 10/15/2018 12 Employee Parking Expansion 1 10/15/2018 13 Parking Expansion Grading Plan 1 10/15/2018 14 Landscape Plan 3 01/16/2019 15 Storm Sewer Profiles 3 10/15/2018 16 Waterline Profiles 2 9/13/2018 17 Site Details 18 Site Details 2 01/03/2019 19 Frederick Water Details 20 Lighting Plan 2 01/03/2019 21 Health & Safety Plan 2 10/15/2018 APPROVAL ZONING ADMINISTRATOR * SITE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF APPROVAL F U �Q co Q } W F 7 Q U � Y J U R zW OU - F rn 75 Plat Lic. No. 32809 iL -,JA d -2019 DATE: AUGUST 8, 2018 SCALE: N/A HT*R ,TF4TJ--WE /I79 DATE I FILE NO. 2197W SHEET 1 OF -21 18-12 GENERAL NOTES VDOT GENERAL NOTES PROJECT NOTES LEGEND 1. Greenway Engineering, Inc. (GE) issued this plan set based on project criteria dictated by the client and municipal codes. This EXISTING INTERMEDIATE CONTOUR plan set is not considered complete or appropriate for construction until ALL necessary agencies have given approval AND V1. All work on this project ect shall conform to the current editions of and latest revisions to the Vir Virginia Department of (VDOT) nd PREVIOUS APPROVED PLAN: # 028-09 o n W E this plan set is signed and sealed by a licensed professional. Any work, planning, scheduling, material purchases and/or Transportation Road and Bridge Specifications and Standards, the Virginia Erosion Sediment Control EXISTING INDEX CONTOUR -�- -'- ---. ---- - - y H q v construction prior to approvals and licensed/professional sealing will be performed at the risk of the personnel authorizing Regulations, and any other applicable state, federal or local regulations. In case of a discrepancy or conflict between the c r H work. GE shall be held harmless from and costs, time delay andfor material changes incurred on work started before this plan Standards or Specifications and Regulations, the most stringent shall govern. PROPOSED CONTOUR 400 J N rhe io 0 c set receives approvals and seals. 2. Methods and materials used in the construction of the improvements herein shall conform to current County Construction Vz. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health Administration :e ANY PROPOSED SIGNS, OUTDOOR LIGHTING, AND STORAGE WILL EXISTING EDGE OF PAVEMENT - 'a ^ r a. n Standards and Specifications and/or current VDOT Standards and Specifications. (OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations. MEET THE REQUIRED ZONING STANDARDS OF FREDERICK COUNTY PROPOSED EDGE OF PAVEMENT � 5: 3 T1 .. o c 3. The Engineer shall not have control over or charge of and shall not be responsible for construction means, methods, V3. When workingwithin VDOT right-of-way, all traffic control, whether permanent or tem ora 9 Y, p p ry, shall be in accordance with the ----------- EXISTING CURB AND GUTTER-------- - c °� rx m e . techniques, sequences or procedures nor for safety precautions and programs in connection with work shown on these plans. current edition of VDOT's Work Area Protection Manual. A transportation management plan needs tc be submitted for 3 y o m The Engineer is not responsible for the contractor's schedules or failure to carry out the work. The Engineer is not responsible approval and land use permit issued prior to any execution of work within the VDOT right of way. PROPOSED CURB AND GUTTER a u for acts of omissions of the contractor, subcontractor, or their agents or employees, or any other person performing portions of the work. V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal poles, junction TRANSITION TO REVERSE CURB c 'u 3 F , 4. The Contractor, Owner or Developer shall be responsible for securing any third parry inspection/testing service to insure 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 he in conflict with the proposed construction activity. VDOT approval of EXISTING TELEPHONE LINE--T----T----T----r--- construction compliance with these plans and specifications. It is Greenway Engineering's recommendation that a third a P P P Yparty these plans does not indemnify the developer from this responsibility. PROPOSED TELEPHONE LINE r r inspection/testing service be employed to ensure that project is completed and materials installed meet the details and specifications in these plans. V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to change as EXISTING STORM SEWER WITH INLET 5. The location of existing utilities shown in these plans are taken from existing records. It shall be the contractors responsibility deemed necessary by VDOT. Any additional expense incurred as a result of any field revision shall be the responsibility of PROPOSED STORM SEWER WITH INLET to verify the exact horizontal and vertical location of all existing utilities as needed prior to construction. The contractor shall the developer. be responsible for the digging of all test holes that may be required, whether recommended or not by these plans, to V6. If required by the local VDOT LDevelopment Office, a pre-construction conference shall be arranged and held by the EXISTING SANITARY SEWER WITH MANHOLE --s----s----s--- determine the exact location and elevation of existing utilities. If any conflicts arising from this existing utility verification if engineer and/or developer with the the attendance of the contractor (s), various County agencies, utility companies and VDOT PROPOSED SANITARY SEWER WITH MANHOLE S during the course of construction, any object of an unusual nature is encountered, the contractor shall cease work ithat area a prior to initiation of work. Q and immediately notify Greenway Engineering at (540) 6624185 and/or the proper authority. Greenway Engineering or any PROPOSED SAN. LAT. CLEANOUT 9 engineer associated with these plans shall not be responsible or liable for any construction cost that may be associated with V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any undetermined EXISTING ELECTRIC SERVICE--E----E----E----E--- the installation or reinstallation any utility or other improvements if not notified of any discrepancies between actual field length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or requested Inspection. _ ' W conditions and the approved plan. 6. The approval of these plans in noway relieve the developer, the contractor, or their agents of any legal responsibility which Vs. The contractor shall notify the Traffic Operations Center at (540) 332.9500 for any traffic control plan that impacts a VDOT PROPOSED ELECTRIC SERVICE E E Z r; may be required by the code of Virginia or any other ordinance enacted by the County nor does it guarantee the issuance of maintained Interstate or Primary roadway to provide notification of the installation and removal of the work zone. EXISTING GAS LINE --c----c----c----c-- Wim/. any required permit by the County, VDOT or any other Agency. V9. The contractor shall be responsible for maintaining a VDOT permitted temporary construction entrance(s) in accordance PROPOSED GAS LINE G G is W. z 7. An approved set of plans and all applicable permits must be available at the construction site at all times during construction. with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to other properties affected ' T' EXISTING WATERLINE --w----w----W_I_T+-w--- z A representative of the developer must be available at all times. by this project shall be maintained through construction. W/ TEE B. Prior to the initiation of any land disturbing activities the Developer, the Contractor or the Responsible Land Disturber shall obtain a Land Disturbance Permit from the County Engineer's office. The Contractor, Developer or his agent shall be obtain V70. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of construction. PROPOSED WATERLINE W/ TEE _W p 0 • r ^ W responsible for obtaining a Virginia Stormwater Management Program (VSMP) Permit and shall be responsible for the V11. All water and sewer lines within existingor proposed VDOT right-of-way shall have a minimum thirty-six p p 9 Y rty-six (36) inches cover EXISTING FIRE HVDRANTNALVE/METER C0. v registration of the construction site as required by law. They shall also be responsible for obtaining and maintaining on site a and when possible shall be installed under roadway drainage facilities conflict points. PROPOSED FIRE HVDRANTNALVE/METER C0.'I • T Pollution Prevention Plan (SW PPP). The approval of these plans in no way relieves the developer or his agent of V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered during the k w tw the responsibilities contained in the Virginia Erosion and Sediment Control Handbook. the course of construction shall be immediately brought to the attention of the engineer and VDOT. Work shall cease in that PROPOSED REDUCER S. The Developer or his agent shall be responsible for obtaining any required permits from the Virginia Department of vicinity until an adequate design can be determined by the engineer and approved by VDOT. PROPERTY LINE Environmental Quality (DEQ) or the United States Army Corp of Engineers for any plan wetland disturbance as shown on these V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT representative prior to plans. They shall also be responsible the identification and delineation of any wetlands that may be present on the placement of fill. A VDOT representative shall be present to insure the soil sample(s) obtained for CBR's is representative EXISTING EASEMENT construction site. of the location. When soil samples are submitted to private laboratories for testing, the samples shall be clearly identified PROPOSED EASEMENT ---- 10. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment priorto entering public and labeled as belonging to a project to be accepted by VDOT and that testing shall be performed in accordance with all streets, and it is the contractors responsibility to clean streets, allay dust, and to take whatever measures are necessary to applicable VDOT standards and procedures. PROPOSED CENTERLINE insure that public streets are maintained in a clean, mud and dust free condition at all times. 11. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation (VDOT) and V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in accordance with EXISTING CENTERLINE Frederick County prior to any construction activities within existing State rightof-way. the lift thicknesses, density and moisture requirements as specified in the current VDOT Road and Bridge Specifications. EXISTING TREE LINE 12. The developer will be responsible for any damage to the existing streets and utilities which occurs as a result of his Certified copies of test reports shall be submitted to VDOT daily, unless specified otherwise. construction within or contiguous to the existing right-of-way. V15. VDOT Standard CD and UD underdrains shall be installed where indicated on these plans and/or as specified by VDOT. FLOW LINE .. ...- s, markers, 13. Warning signs, markers, barricades or flagmen should be in accordance with the State and Federal Manual on Uniform Traffic FENCELINE -x x x x x - Control Devices (MUTCD). V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified on the plans 14. The exact location of all guard rails and paved ditches will be determined by VDOT personnel. "Ajoint inspection will be held as storm sewer pipe and a select number of pipe culverts. For pipe culverts, a minimum of one pipe installation for each EXISTING UTILITY POLE/GUIDE WIRE with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation (VDOT) to size of each material Type will be inspected or ten percent of the total amount for each size and material type summarized. EXISTING TELEPHONE PEDESTAL ❑ determine if and where guard rail and/or paved ditches will be needed. The developerwill be responsible for providing All pipe installations on the plans not identified as storm sewer 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. e SIGNS r� ' guardrail and paved ditches as determined b this joint inspection." Refer to Virginia Department of Transportation VDOT 9 P Y 1 P 9 P P (VDOT) Guard Rail and Paved Ditch Specifications. V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT minimum design PARKING INDICATOR 15. All unsuitable material shall be removed from the construction limits of the site plan before placing embankment. standards and is the responsibility of the developer. INDICATES THE NUMBER OF TYP. PARKING SPACES 16. All pavement sections shown on these approved plans are based on a minimum CBR value of 6 and are for preliminary design only. Final pavement design shall be based upon actual field tested CBR values. The Contractor or Developer shall be V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be installed by the developer in O responsible for field tests per VDOT standards to obtain actual CBR values for final design. Final pavement designs will be accordance with the Manual On Uniform Traffic Control Devices. HANDICAP PARKING approved by VDOT and/or the Owner/Developer, which ever applicable, prior to installation. 17. All springs shall be capped and to the nearest storm sewer manholes or curb inlet. The shall be minimum 6" V19. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the start of VEHICLES PER DAY COUNT 100 piped pipe construction. Copies of all invoices for materials utilized within any dedicated street right-of-way must be provided to the lasses diameter and conform to VDOT standard $B-1. local VDOT Land Development Office prior to acceptance of the work. Unit and total prices may be obscured. 18. When grading is proposed within easements of utilities, letters of permission from all involved companies must be provided to PROPOSED BUILDING ENTRANCE F the County Public Works Department prior to issuance of grading and/or site development permits. V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader. Density will be Q 19. Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary sewer lines. determined using the density control strip in accordance with Section 304 of the VOOT Road and Bridge Specifications and 0 Information should also be obtained from the appropriate authority concerning permits, cut sheets, and connections to t VTM-10. A certified compaction technician shall perform these tests. Certified copies of test reports sae submitted t t t hll bt VDOT daily, unless specified otherwise. In addition to checking stone depths, a VDOT representative shall be notified and SANITARY MANHOLE IDENTIFIER 12 Z Q existing lines. 20. The Developer and/or Contractor shall be responsible to supply all utility companies with copies of the approved plans and given the opportunity to be present during the construction and testing of the density control strip. W y Z (9 advise them that all grading shall conform to the approved plans, and further that the utility companies shall be responsible V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge Specifications. STORM DRAIN STRUCTURE IDENTIFIER O LU for horning these plans and the finished grades in the installation of their utility lines. Density shall be determined using the density control strip as specified in Section 315 and VTM-76. A certified compaction technician J J 21. All utilities to be located underground. shall perform these tests. Certified copies of test reports shall be submitted to VDOT daily, unless specific 0W Q 22. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating or blasting at otherwise. A VDOT representative shall be notified and given the opportunity to be present during the construction and testing of the control EXISTING SPOT ELEVATION Z IY least two (2) working days, but not more than ten (10) working days, prior to commencement of excavation or demolition. strip. 35 5 > Q W F 23. The developer will be responsible for the relocation of any utilities which is required as a result of his project. The relocation y22. In accordance with Section 302.03, the foundations for pipe culverts thirty-six P p rty-six (36) inches and larger shall be explored PROPOSED SPOT ELEVATION X = Z should be done prior to construction. design be below the bottom of the excavation to determine the type and condition of the foundation. The contractor shall report IN 24. All parking lot/street light and dry utility shall performed and provided separately by others. All dry utility and or findings of foundation exploration to the engineer and VOOT for approval prior to placing pipe. Foundation designs shall LIGHT POLE F O 0 lighting information shown hereon is as specified by others and is included for informational purposes only, as directed by the comply with VDOT Road and Bridge Standard PB-1. Where soft, yielding, or otherwise unsuitable foundation is 0 0 Owner, Developer and/or public agency requirements. Greenway Engineering has not performed the lighting and/or dry utilityencountered, the foundation design and/or need for foundation stabilization shall be determined by the engineer and Z design and does not warrant and is not responsible for the degree and/or adequacy of illumination on this project or the approved by VDOT. adequacy of the dry utility to service the site. V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance with VDOT's J W J �! 25. All sanitary sewers, water mains and appurtenances shall be constructed in accordance with the current standards and installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is mostly complete. - I Q LU specifications of Frederick Water. W 26. All stormwater piping and structures shown on these plans are only accurate to the inlet or manhole locations as shown V24. Approval of these plans shall expire five (5) years from the date of the approval letter. 1lli� W Z hereon. Detail design of stormwater structures were not provided to Greenway Engineering. Actual pipe alignments will be W W W based upon developed structural shop drawings as provided by the manufacturer. Contractor shall make adjustments to pipe V25. VDOT Standard CG-12 Curb Ramps shall be installed where indicated on these plans and/or as specified by VDOT. LL alignmentsbaseon Greenway not responsible sed V26. The foundations for FREDERICK WATER CONSTRUCTION NOTES PROJECT INFORMATION 0 byt esus ldesigEngineering ntctor may submeld it Greforany discrepancies or changes caused by the structural design. Contractor may submit shop drawings to Greenway Engineering changes 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 h for review and approval at contractorexpense. Shop drawings will be reviewed for compliance with design plans. The Owner logs and report findings of foundation exploration to the engineer and VDOT for approval prior to constructing box. to the 1. Frederick Water's Water and Sewer Standards and Specifications are available at www.fretlerickwater.com fn or Developer will be responsible for any redesign as a result of structural shop drawing design. Foundation designs shall comply with VDOT Road and Bridge Standard PB-1. Contrary to the Standard, where rock is PARCEL IDENTIFICATION NO. 54-A36P 27. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard proctor encountered and cast-in-place box is proposed, the thickness of bedding shall be six (6) inches. Where soft, yielding, or 2. The contractor shall adhere to Frederick Water standards and specifications in effect at the time of construction. STREET ADDRESS: 300 & 310 WEST BROOK ROAD AASHTO-T99, ASTM-13698, or VTM-1 as applicable. Density shall be certified by a registered professional engineer and results otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation stabilization shall be PROJECT SITE AREA: 16.51 ACRES assess submitted to Frederick County prior to pavement construction. If a geotechnical report has been prepared, it should determined by the engineer and approved by VDOT. 3. The contractor shall coordinate with and arrange for inspection by Frederick Water. DISTURBED AREA: ACRES supersede the requirements in this note. CURRENT ZONING: Mi M1 28. Refer to Geotechnical Engineer for methods, materials and details for construction of all earthwork activities. 4. The contractor shall connect a new sewer line to an existing manhole by core drilling the manhole. CURRENT USE: MANUFACTURING/ OFFICE 29. Any retaining wall 2 ft. or greater in height shall require the issuance of a separate building permit. PROPOSED USE: MANUFACTURING 30. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than one litter receptacle 5. A new water (or forced sewer) main shall be connected to an existing main by a wet tap. shall be provided at the construction site. Frederick Water shall furnish all needed material and make the tap. 31. These plans identify the location of all known gravesites. Gmvesites shown on this plan will be protected in accordance with a. An Application for Wet Tap shall be submitted and the initial fee paid before the tap is made. REQUIRED SETBACKS: state law. In the event gravesites are discovered during construction, the owner and engineer must be notified immediately. FRONT: 75' 32. Individual sign permits will be required from the Zoning Office for all freestanding and/or facade signs prior to erecting the 6. Exact locations of water and sewer services on new lines are to be coordinated with Frederick Water's inspector. REAR: 25' sign and may require a separate building permit.. SIDE: 25' 7. Frederick Water's maintenance division shall furnish and install all water meters through 2 inch in size. PROVIDED SETBACKS: It is the contractor's responsibility to have the meter box assembly installed correctly. FRONT: 75.9' Before a permanent meter is installed: SIDE: 63.4' a. The meter box, with its frame and cover, must be properly aligned with the coppersetter. REAR: 121.3' 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. MAXIMUM BUILDING HEIGHT: 60' d. All components of the meter box assembly shall be in properworking order. PROPOSED BUILDING HEIGHT: 34' 8. For services that connect to existing lines: a. Frederick Water shall furnish and install: PARKING SETBACK: L all ss"x314", 1", 1 %" and 2" water services FRONT: 25' �j{{ SP# 47-18 ii. all sewer services. REAR: S. b. The owner/developer shall: SIDE: S. Rev. No. Date i. coordinate (or have the contractor coordinate) the location of the service lateral with the Frederick Water's engineering assistant SIGN SETBACK: NO SIGN PROPOSED WITH THIS PLAN z Gt/a3/zmt9 ii. submit an Application for Service and pay the required fees. S. All water service lines must have a backflow, prevention assembly (double check valve or RPZ, as required). The FAR CALCULATION: TOTAL LOT AREA = 16.51 ACRES=719,176 SF TH O;^ assembly must meet ABBE standard number 1015 or 1013. TOTAL FLOOR AREA = 253,524 SF BUILDING AREAILOT AREA = 0.35 < 1.0 10. All fire lines must have a backflow prevention assembly (detector double check valve or RPZ, as required). The assembly shall meet ASSE standard number 1048 or 1047. Any exterior, privately owned fire line shall also have a fire PARKING REQUIRED: OFFICE: 1 PER 250 SF OFFICE FLOOR AREA U RANbY L KEPLER 9 service meter. The assembly shall be installed immediately before the backflow prevention unit Radio read remotes are = 16,450 SF 1250 = 66 SPACES required. WAREHOUSE: 1.5 SPACES PER EMPLOYEE LIC. NO. 32809 11. Frederick Water shall review the mechanical plan(s) for design and material approval of a building's: =50 EMPLOYEES x 1.5 = 75 SPACES I"J nYd' Zc'1 1 TOTAL REQUIRED =141 SPACESS S a. domestic water meter and its backflow prevention device, and/or its b. Fire service line's backflow prevention device. ZONAL EXISTING PARKING SPACES: 247 SPACES 12. DEQ must also approve sewer pump stations. Frederick Water requires a copy of DEO's Certificate to Operate and a PARKING SPACES TO BE REMOVED: -63 SPACES TRIP GENERATION DATA copy of the stations DEQ approved O&M Manual. These documents must be received before substantial completion is issued and water meters released. PROPOSED PARKING SPACES: 156 SPACES PARKING PROVIDED: 340 SPACES DATE: AUGUST 8, 2018 March 2018 ADA PARKING PROVIDED: 6 SPACES CLASS USE DWELLING UNITS * TRIP RATE VPD OPEN SPACE CALCULATIONS: 25%= 4.13 ACRES OR 162,686 SF SCALE: N/A FIRE MARSHAL'S NOTE 140 MANUFACTURING 236,033 S.F. 3.82 902 26%= 4.32 ACRES OR 188,159 SF FREDERICK WATER PROJECT INFORMATION DESIGNED BY: KDP Fire lane markings and signage: 715 SINGLE TENANT OFFICE 16,450 S.F. 11.57 191 WATER AND SANITARY SEWER USAGE Calculation of demandidischarge FILE N0. 2197W Any "No Parking" signs and yellow painted curb locations will be installed WATER DEMAND by field inspection at the direction of the Fire Marshal's Office. WATER DEMAND 4110 GPD "Residential: : 7 gpd per connection •Commercial75 gpd perSHEET 2 OF 21 SANITARY SEWER DISCHARGE 4110 GPD 'Industrial: 25 gpd @ 10 personspp err acre SEWER DISCHARGE Sewer discharge equals water demand * TAKEN FROM ITE TRIP GENERATION 9TH EDITION 18-12 4 54-A-361 -- Southeastern Container Corp. - _\ ..:�DB 8\�\ \ m - 00, PG 5777 \ m m CD o - Zoned Ind strial \ \ \ \ n -I -y fTt � m r„ rn � rn T x i � WEST BROOKE ROAD —� T Route 1320 (60' RAV) 1, o-Im CJ tiXT POSTED SPEED =35 mph j ---Y-4, 692 we'e02 S A �n - -i'I O x s9e u _ S \-�•__-N---_ F- OI M2/ \ / Il p i 194 - I �i V;1 ». - x92 w�zl \ \G w FLOODLIGHT I I� 0 -- --1-------------1- J EX. n x 1 m m H/C i z o � 0 z B 0 �. 4 II z �9 \ " I I# 5y Rea ( 10Shodke DB 608,PG 7116 I 66 Zoned : M -1 Use Industrial ,2v. O I I I jjjTj EXISTING MANUFACTURING PLANT x to I. s 157.0326 S.F. 1 m 31 4� m FF = 689.45 i -- N ,e2 .J �o x lob 9 MIN K D I0 I y —v / mJ ➢ o 10 I Iii o fi9tr � � z gg _ fisx \ 89 5y0—e/ -0 p L_ \J I I I I 1 I \ — — — — — — — — , 0 # Oi o 8 o 0 FrI 000 � rn x I on66� 666 to _.ps�ssa— 03.1`y4—�--- \I 2°51,3sS2v' corn i / m N x 54 -A -36D o ZE Fort Zoned: Collier M - I LC u, OA 4. Zoned : M -.1 N m Use : Indusldd w n r rn� I I 1I o � N s s— a_Zs s H/C 686 54-A-363 \ \ 1 Kraft Gonerd Foods, Inc ` I `\ DB / PG - 1 Zoned : Use : InAu 1 stdal cnmD \ amr= � 54—A -36K Fort Collier (roup 686 DB 776, PG 233 Zoned : M - 1 Use : Industrial ~` GAS \�\ N ti m i x I 1 rrl z c �m�\ \ �z I X SAN \ V V ZZZm Co cx m ��rry�'x w 1 'P `> N m \ V m � N cnmD o x "' rn \ C \ \ 54-A-36 '0' m D o \ r Crider 5 Shockey z? m \N nII M p of West Virginia dv 1 \ 1 go DB 766, PG 73 m I Zoned : tr 1 I Use Industrial x Tb n mN ti VJ \ � m a J D 1\ \ \ u. ease esI I p N III �-2 � N D 111.1 \B'O C r 1 N CURVE 1 RADIUS ARC LENGTH '2 1 CHORD BEARING 1 DELTA ANGLE I D 27.80' C1 1970.00' L) 303.87' o m rn m 0 x N' o f*I m m N x I I�54-A-36J Hersh ey Pasta Group -- a O �- m ) Winchester, Inc. DB 826, PG 1627 M z y D Zoned : M — 1 Z Z W r� Use: Industrial U) X Lu W F Z O i Gv DII W i U CURVE 1 RADIUS ARC LENGTH 1 CHORD LENGTH 1 CHORD BEARING 1 DELTA ANGLE 1 TANGENT DEGREE OF CURVE C1 1970.00' 304.17' 303.87' S 37°29'17" W 8°50'47.46" 152.39' 2054'30.29" 50 25 0 50 100 SCALE: 1" = 50' SURVEY AND TOPOGRAPHIC INFORMATION 1. Boundary survey was performed by: GREENWAY ENGINEERING Dated: 1010112018 2. Aerial, horizontal and vertical control surveys were performed by: GREENWAY ENGINEERING 0 5/1 712 01 8 Date 3. Aerial topographic mapping performed by: GREENWAY ENGINEERING Dated: 0 511 712 01 8 a0 3z C� ZW W z IWLj z V W SP# 47-18 Rev. No. I Date Lic. No. 32809 11) J1y0120,JLL DATE: AUGUST 8, 2018 SCALE: 1" = 50' DESIGNED BY: KDP FILE NO. 2197W SHEET 3 OF 21 18-12 O er_ � 0 F U a O � NZ Z Z W Q U) X Lu W F Z O 00 W J U Z 90 m zLL0 Q SP# 47-18 Rev. No. I Date Lic. No. 32809 11) J1y0120,JLL DATE: AUGUST 8, 2018 SCALE: 1" = 50' DESIGNED BY: KDP FILE NO. 2197W SHEET 3 OF 21 18-12 INSTALL STORM 1I 1 SEWER AS A-,, I PHASEIMEASURE 11 54-1-D Shockey Realty Co. DB 608, PG 786 Zoned : M -1 Use : Industrial 1 \ Route 1320 (60' RAN)— / I PASTED SPEED = 35 mph -- y ----y---- --V,_ %`- V--- V'- - W-----W----W----W---{'-W----W-_-TW----W --'4----W-L--W/-=W--W--W�JV----Y-- —p 6 fi LEX. ENTRANCE - nx EX. GAS _ �1.9,.�00 — — _ — — — — — —� AS'- f_ y_ - x n a ' - 1 -I — � m — _ — _ _ _ _ I-� A v>i` m D -4- — --896— — — is- — — — — — — — — - 7J(1.5 d�M Y-->-I-d21— OIL, LCG - .. �m too 0/A O ® WM rte \ \ 0\ g sEX. tf�� FLHT H/C _ I lJ �l/ — -1 - — — — — — — H/C LC \ x I H/C EX_ ■ 4B H/C � m I \ N / � H/C 0 =0 H/C' i Lrw9 0 f'� I I �� 9� 10 I I EXISTING TRUCK ACCESS & a EMPLOYEE PARKING TO REMAIN I 0 FULLY FUNCTIONAL DURING " Ir PHASE I CONSTRUCTION (Seeafto I 0 �Phase Development Plan) i ti �soft 0 i � —� EXISTING MANUFACTURING PLANT E 157.032.6 S.F. � LILZ FF = 689.45 i t I�y � Z X I a 0 ` rSITE #1 ill 0 10 0 I \ 0 LL LCG O I I I I 9161 w z 0W I 54-A-36 0 DID I I I I I Crider & Shocke Z II II I m: of West I Virginia 7DB ed : Use PGC73 I I I I I Industr'r, LCG H fl I 1 1 1 N z oLU � V/ W LVV x v o a O QO U 3r s \ LULLI Lu = Y �_ OP DA 2 AC 1 \' to . 0 v - - --� = - - -D - - v - W-- - W--- - W - W fl --v --- I� I/ / I DD DA to ST 2 I I I Z LL to ST H/C Q __ _J_ W_ Q DD 0 v m - - -. - - ° o f H/C ! 1.3 AC 1 X °�J \. - \ srgl . /ii t '� � \ �i1 � o � r .V\ D o �. v v.„ v N , \ I V D Y Q C> EC -2 D SAF BSAF / ( \ B/M SAF ° ° 6! DD DD LL CULS EtS I ' ASAP A I. I Y� � 54 -A -36D //./ Fort Collier GroUD, LC. RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS. --- _.. 5 410435.. _. – 570.4 / L G — — B/M _ \ ---- --��-- _- SF c1 I L,CG y - — `- _ ' I SP# 47-18 — -- 54 -A -36J 54 -A-36 — _ — ` ` \ _ Rev. No. Date r J Fort Collier Group I Hershey Pasta *roup 2 10/Ls/2oL6 1 / — DB 776, PG 233 _ wnchester,/Inc. -" — � Zoned : M - 1 _ , D8 828 PG \ 627 ® —Ufe-lna0strial _ - y Zoned M -.1 - H F �ER SI� �SEDIMEI�T �C�t�Il LEGEND f 40 20 0 40 80 NO. KEY SYMBOL DESCRIPTION U RA Y L EPLER v 3.01 -X X )I -X- SAFETY FENCE 'd Lic. NO. 32809 SCALE: 7" = 40' SAF VO �v 3.02 CERgma TEMPORARY GRAVEL CONSTRUCTION D,.n,ll JYi`I'2-0)�. ENTRANCE OUTLET PROTECTION OUTLET BOTTOM TYPE (VDOT STR# VELOCITY TOP WIDTH (ft) LENGTH (ft) WIDTH (f1) DEPTH (ID) Class) (fps) 3.09 DD OD TEMPORARY DIVERSION DIKE 18" Al STIR DITCH 7.0 5' 15 16 18" Ai 4 10.9 1 12' 1 20' 20' 24" TEMPORARY SEDIMENT TRAP FOR PHASE DESIGNED BY: KDP EROSION AND SEDIMENT CONTROL ONLY!! C— ----- UNITS OF CLEARING & GRADING FILE NO. 2197W — � DItaNACE DmDEs SHEET 4 OF 21 CRITICAL SLOPE - CRIRCAL SLOPE TO BE SEEDED, MULCHED AND TACKED 14 OIAYS4ADAYS F R STAR START OF GRADING, OR SODDED AND PEGGED WITHIN 18-12 SEDIMENT TRAP COMPUTATIONS ss'r�NALG 3.05 SF x—X--X-- SILT FENCE 3.09 DD OD TEMPORARY DIVERSION DIKE STORAGE REQUIRED STORAGE PROVIDED WET TEMPORARY SEDIMENT TRAP ELEV. DRAINAGE WET DRY WET DRY OUTLET STORAGE STORAGE WEIR TOP BERM TOP OF TRAP# AREA CU. YD. CU. YD. CU. YD. CU. VD. HEIGHT DEPTH DIMENSION LENGTH WIDTH HEIGHT WEIR 1 1.2 AC 80 80 00 1 265 2.0 2.0 1 3OX45 1 7 2.6 1 1.0 687.0 2 1.3 AC 87 87 87 1 168 1.6 2.6 1 90X12 I 0 2.5 1 2.5 681.0 DESIGNED BY: KDP EROSION AND SEDIMENT CONTROL ONLY!! C— ----- UNITS OF CLEARING & GRADING FILE NO. 2197W — � DItaNACE DmDEs SHEET 4 OF 21 CRITICAL SLOPE - CRIRCAL SLOPE TO BE SEEDED, MULCHED AND TACKED 14 OIAYS4ADAYS F R STAR START OF GRADING, OR SODDED AND PEGGED WITHIN 18-12 ss'r�NALG 3.05 SF x—X--X-- SILT FENCE 3.09 DD OD TEMPORARY DIVERSION DIKE DATE: AUGUST 8, 2018 3.13 TEMPORARY SEDIMENT TRAP 117 SCC STORMWATER CONVEYANCE CHANNEL SCALE: 1" ='w' 3.36 B/M SOIL STABILIZATION BLANKET (TYPE 1) DESIGNED BY: KDP EROSION AND SEDIMENT CONTROL ONLY!! C— ----- UNITS OF CLEARING & GRADING FILE NO. 2197W — � DItaNACE DmDEs SHEET 4 OF 21 CRITICAL SLOPE - CRIRCAL SLOPE TO BE SEEDED, MULCHED AND TACKED 14 OIAYS4ADAYS F R STAR START OF GRADING, OR SODDED AND PEGGED WITHIN 18-12 /�CO2 I INSTALL STORM 1I AS A PHASE I� III MEASURE V. 54-1-L, Shockey Realty " DB 608, PG 78!, Zoned : M I Use : Industrial Route WEST BROOKE ROAD / POSTED SPEED = 35 mph _ -H -V- w--- V V_V -V -V -V - V -V -V-Y -V - V V -V CNN W R i I N — — - —_ n! --'------'—------ } / LCG _ n S— S / ' \ 889A �4-- 5DO X Az z >— — — — — W 0 / — ��\ H/C ei y CG ZW rl H/Cif \ , '�V 1 W Z � W0 � >� H/C z I \ O 0 0 / H/C Nl �Y I ' O H/C 0 � I I EXISTING TRUCK ACCESS & I EMPLOYEE PARKING TO REMAIN \ LCG FULLY FUNCTIONAL DURING PHASE I CONSTRUCTION (See --- 1 Phase Development Plan) - I I /� lJ 1 EXISTING MANUFACTURING PLANT 1- 66+1 157.032.6 S.F. FF = 689.45 54-A-36 '0' I Crider & Shocks /7 ,.� i qq of West Virginia Z D / DB 766, PG 73 O - I I _ i I Zoned : M 1 ``l{ryl J,I I Use : Industrial LCG / 0 ,i' I SITE #1 / I C N Q y \ o LU J H Z - � �LC; w Z 2Y o W -jix OP - - �� / /AW 0 LLt CIP DA`�S\ N 1.3 LCG \ ° o. 0 N7 B Q IT , - D J �- O EC -2 v 8F o . p o.. " ° b ° D DD 7 �/ �.� SF SCC g/;V► � IN TALL CUL Y/E TS at— s— S— ASA A I I _.: X iS s s -- s — 5 Slut E LC '! I �fiaa - — — .684- ---� _—� t 7osa — —— — — — — — — - 9 — — '� —� / — — ------ �_-- II � OP 690 \ � -- — \ —'-------max--- ------- SF y, � DD \ \ i I \ / l — — — 54-A-36 -_ 54-A 36J G — S P# 4%�� LC—� - — \ I / — — Fort Collier Group — — — I Hershey Pasta 'Group — - / D8 776, PG 233-- Winchester,/Inc. Rev. No. Date 'd"sa\ 1 10'15 2018 Zoned . M - 1 � DB 828, PG 1627 i / / / --Use -ln?D riot \ � ZoneUse d lndlustriol`/ Fort Collier Group, LC / I I� \ — — — \ , a}, OP Zoned : M --4 / I Use: Industrial -- — — ER SI SEDIMENT CONTROL LEGEND r NO. KEY SYMBOL DESCRIPTION � RA L PLER � RESPONSIBLE LAND DISTURBER NAME: CERTIFICATION #: DATE: THE RESPONSIBLE LAND DISTURBER IS THE PARTY RESPONSIBLE FOR CARRYING OUT THE LAND DISTURBING ACTIVITY AS SET FORTH IN THE PLANS. OUTLET PROTECTION OUTLET STR# VELOCITY TOP WIDTH (ft) LENGTH (ft) BOTTOM TYPE (VDOT DEPTH (in) Lic�. 32809 (fps) CE WIDTH (ft) Class) 1 5.1 5' t0' 15' 18" At STR1 DITCH 7.0 5' t5' 15' 18" At 4 10.9 12' 20' 20' 24" 1 13 6.0 5' t0' 151. 18" At ROOF DRAIN (REAR) 5.1 2.5' 10' 6.5' 18" At ROOF DRAIN (FRONT) 51 2.5 10' 6.5' 18" At 40 20 0 40 BO SCALE: 1" = 40' FOR PHASE II EROSION AND SEDIMENT CONTROL ONLY!! 3.01 SAFXX )I)( SAFETY FENCE Lic�. 32809 3.02 CE TEMPORARY GRAVEL CONSTRUCTION ENTRANCE -No�. 1 SSIro 3.05 SF x --1(— SILT FENCE L 3.09 DD DD TEMPORARY DIVERSION DIKE DATE: AUGUST 9, 2019 3.13 TEMPORARY SEDIMENT MAP 3.17 SCC STORMWATER CONVEYANCE CHANNEL SCALE: V. = 40' 3.36 B/M SOIL STABILIZATION BLANKET (TYPE 1) DESIGNED BY: KDP LCG — ---- LIMITS OF CLEARING & GRADING FILE NO. 2197W — _ DRAINAGE DIVIDES SHEET 5 OF 21 CRITICAL SLOPE - SLOPE TO SEEDED, MULCHED AND TACKED 1 TER RTL 154DIAYS4AFTTER AFTER START Of GRADING, OR SODDED AND PEGGED VATHIN IN 18-12 EROSION AND SEDIMENT CONTROL NARRATIVE Description: This project will consist of the construction of an 80,000 sf industrial warehouse addition with additional loading dock space, the relocation of the existing truck access drive, the removal of the southern employee parking area, and the expansion of the north employee parking area. The work will occur in two separate construction areas. The property is part of the Fort Collier Industrial Park, zoned M1 and is located east of West Brooke Road in Frederick County, Virginia. A total of 5.92 acres will be disturbed in both sites for construction. Date of construction: Construction will begin following plan approval and will take approximately four (4) months to complete. Existing site conditions: The site is currently improved by an industrial warehouse facility with loading docks, truck access and two employee parking areas. The site is generally divided into two primary drainage areas draining to the east and north. The southeast portion of the site (Site 1) and the eastern half of the existing building drains primarily to the east. This drainage is collected in a storm drainage channel which flows north along the eastern boundary to an existing offsite regional stromwater management facility. The main employee parking area drains to the north to a separate conveyance channel which also discharges into the eastern storm drainage channel. The drainage from the western half of the building is collected a roof drain system and is discharged into a larger main drainage channel , north of the employee parking. This main channel drains approximately 844 acres of offsite drainage crossing the northern end of the property and discharging into the regional SWM facility which feeds into a tributary of Redbud Run. Average slopes range between 2% and 15%. Adjacent areas: The site is bounded on the west by West Brooke Road, Route 1320 and by other developed M1 properties to the north, east and south.. Offsite areas: Some minor offsite grading, in conjunction with the improvement of the eastern drainage channel and the connection of the truck access road, will occur on the adjacent property to the east under the same ownership as the subject property. Soils: The existing soil conditions were obtained from the USDA Soils Survey. The soils on This site consist of Frederick-Poplimento Loams 14B, 14C, 168, 16C & 17C (hydrologic soils group B) and Massanetta Loam 29 (hydrologic soils group C), being moderate to well drained and a slight erosion hazard. This site lies within the mapped karst geology area Ob, Beekmantown Group. There is no visible karat feature present on this site or in the immediate surrounding area. Critical areas: No critical areas are identified with this project Erosion And Sediment Control Measures: Unless otherwise indicated, all vegetative and structural erosion and sediment control measures shall be constructed and maintained according to the minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook. Structural Measures: Phase I: Install safety fence (3.01) along existing truck access as shown on plan as a protective barrier to the adjacent land disturbance area. Install temporary construction entrances with wash racks (3.02) at both construction areas as shown on the plan to minimize sediment carried onto roadway. Install silt fence (3.05) as shown on the plans to intercept and detain small amounts of sediment from disturbed areas during construction in order to prevent sediment from leaving the site. Install temporary diversion dikes (3.09) as shown on the plans to divert sediment -laden runoff to the sediment trapping structures. Install temporary sediment traps (3.13) as shown on plan as control measures prior to clearing the site. Traps shall detain runoff long enough to allow the majority of sediment to settle out prior to leaving the site. Install stormwater conveyance channels (3.17) and Phase I storm sewer as shown on the plans to bypass clean offsite stormwater through the site. Install culvert inlet protection (3.08) on Phase I culverts to prevent sediment from entering, accumulate in and being transferred through the drainage system. Install outlet protection (3.18) on Phase I culverts to prevent downstream erosion. Install soil stabilization blanket (3.36) on cut slope along the stormwater conveyance channel as shown on plan to aid in controlling erosion. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. Phase It: Phase I controls shall remain into Phase II for the duration of the project or until drainage area is stabilized. Fill slope surface shall be left in a roughened condition to reduce erosion, see Plate 3.294. Contractor shall redirect the concentrated flow away from the fill slope by installing diversion dike and divert the runoff to sediment traps or sediment basins. Temporary seeding (3.31) and/or permanent seeding (3.32) shall be placed on all critical slopes (3:1 or greater) and as needed to stabilize disturbed areas. Vegetative Measures: Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven (7) days to denuded areas that may not be at final grade but will remain dormant for longer than fourteen (14) days. Permanent soil stabilization shall be applied to all areas that are to be left dormant for more than one year. Topsoil that has been stockpiled shall be surrounded with silt fence and protected by mulch and/or temporary vegetation immediately after grading. All earth berms, diversions and sediment trap embankments are to be machine -compacted, seeded and mulched (hay mulch or straw) for temporary and/or permanent vegetative cover immediately after construction Erosion control mats shall be installed over steep (3:1) cut and fills slope which have been brought to final grade and seeded to protect from rill and gully erosion. Manaaement Strateaies Construction shall be sequenced such that grading operations will begin and end as quickly as possible. The site superintendent shall be responsible for the installation and maintenance of all erosion and sediment control measures. Maintenance of these measures throughout the project is critical to the effectiveness of the program. After areas above controls have been stabilized, the controls shall be cleaned up and removed. Electric power, telephone, storm, sanitary, water & gas supply trenches are to be compacted, seeded and mulched within five (5) days after backfilling. No more than 500 feet are to be open at any one time. All cut and fill slopes are to be seeded and mulched within five (5) days of completion of grading. Drainage swales shall be stabilized with check dams until vegetation has been well established, at which time the check dams shall be removed. Devices listed above are considered minimum erosion and sediment controls. Additional control measures may be necessary due to contractor phasing or other unforeseen conditions. It is the contractor's responsibility to provide additional measures to those shown, as needed, in order to control erosion and contain sediment on site. All measures shall be installed according to the standards and specifications in the Virginia Erosion and Sediment Control Handbook. Stormwater Management Increased runoff from this development will be controlled by the Regional stormwater management facility for the industrial park development. Maintenance Program: All control measures shall be inspected daily by the site superintendent or his representative and within 24 hours after any storm event greater than 0.5 inches of rain per 24-hour period. Any damaged structural measures are to be repaired by the end of the day. Seeded areas shall be checked regularly to ensure that a good stand of grass is maintained. All areas shall be fertilized and reseeded as needed until grass is established. Trapped sediment is to be removed as required to maintain 50% trap efficiency and disposed of by spreading on site. Inlet protection shall be checked regularly for sediment build-up. If the gravel outlet is clogged by sediment, it shall be removed and cleaned or replaced immediately. The contractor is responsible for keeping existing public roads in a clean, dust and mud free, condition at all times. Erosion and sediment control program Phase 1. Hold pre -construction meeting on site with inspector. 2. Install construction entrances. 3. Clearing and grubbing for sediment control devices only. 4. Placement of sediment control devices. 5. Obtain inspector's approval prior to beginning grading operations. 6. Clear and grub main area of site protected by installed E&S controls. Phase It 7. Rough grade remainder of site. 8. Install drainage devices with sediment control. 9. Final grading. 10. Restoration and stabilization of disturbed areas. 11. Remove erosion and sediment control measures with the approval of the inspector. ALL areas to be stabilized 100% prior to installation of bioretention basins. Note: The Frederick County Public Works and Engineering Department retain the right to add and/or modify these erosion and sediment control measures during the construction process, within reason, to ensure adequate protection to the public and the environment. Seeding schedule (soil stabilization): 1. All permanent seeding shall be in accordance with section 3.31 & 3.32 of the VESCH. 2. Spread topsoil at a minimum depth of four (4) inches. 3. Incorporate pulverized agricultural limestone into the topsoil at a rate of 92 lbs. per 1,000 square feet (2 tons per acre). 4. Fertilize with 10-10-10 fertilizer at a rate of 23 be per 1,000 square feet (1,0001bs per acre). 5. Seed all areas with a seed mix consisting of 67% Kentucky 31 Tall Fescue and 33% Red Top Clover. 6. Mulch all seeded areas with straw mulch applied at a rate of 3,500 lbs per acre anchored with cutback or emulsified asphalt applied at a rate of 200 gallons per acre. Dust control: 1. Temporary seeding shall be applied to all disturbed areas subject to little or no construction traffic. 2. All haul roads and other heavy traffic routes shall be sprinkled with water until the surface is wet and repeated as needed to control dust. An erosion and sediment control program adopted with this plan must be consistent with the VSECH for 9VAC25-840-40 minimum standards: 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant for longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. 2. During construction of the project, soil stock piles and borrow areas shall be stabilized or protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. 3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion. 4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place. 5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. 6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the trap or basin. a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only control drainage areas less than three acres. b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 100 -year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized. 7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. 8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. 9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. 10. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. 11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. 12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. 13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided. 14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met. 15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. 16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: a. No more than 500 linear feet of trench may be opened at one time. b. Excavated material shall be placed on the uphill side of trenches. 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. J. 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 this chapter. f. Applicable safety requirements shall be complied with. 17. Where construction vehicle access routes intersect paved or public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual development lots as well as to larger land -disturbing activities. 18. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the VESCP authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. 19. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made receiving channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be performed. b. Adequacy of all channels and pipes shall be verified in the following manner: (1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question; or (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel banks nor cause erosion of channel bed or banks. (b) All previously constructed man-made channels shall be analyzed by the use of a 10 -year storm to verify that stormwater will not overtop its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; and (c) Pipes and storm sewer systems shall be analyzed by the use of a 10 -year storm to verify that stormwater will be contained within the pipe or system. c. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate, the applicant shall: (1) Improve the channels to a condition where a 10 -year storm will not overtop the banks and a two-year storm will not cause erosion to the channel, the bed, or the banks; or (2) Improve the pipe or pipe system to a condition where the 10 -year storm is contained within the appurtenances; (3) Develop a site design that will not cause the pre -development peak runoff rate from a two-year storm to increase when runoff ouffalls into a natural channel or will not cause the pre -development peak runoff rate from a 10 -year storm to increase when runoff ouffalls into a man-made channel; or (4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP authority to prevent downstream erosion. d. The applicant shall provide evidence of permission to make the improvements. e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development condition of the subject project. f. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the maintenance. g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfall of all detention facilities as necessary to provide a stabilized transition from the facility to the receiving channel. h. All on-site channels must be verified to be adequate. i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a detention facility. j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or industrial development shall not be considered to be separate development projects. Instead, the development, as a whole, shall be considered to be a single development project. Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations. k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other waters of the state. I. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements for natural or man-made channels shall satisfy the flow rate capacity and velocity requirements for natural or man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and (iii) reduce the allowable peak flow rate resultingfrom the 1.5 2 and 10- ear, 24-hour storms to a level that is less than or 0-y equal to the peak flow rate from the site assuming it was in a good forested condition, achieved through multiplication of the forested peak flow rate by a reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by the runoff volume from the site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels as defined in any regulations promulgated pursuant to § 62.1-44.15:54 or 62.1-44.15:65 of the Act. m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act (§ 62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such land -disturbing activities are in accordance with 9VAC25-6704 of the Virginia Stormwater Management Program (VSMP) Regulation or are exempt pursuant to subdivision C 7 of § 62.1-44.15:34 of the Act. n. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP) Regulation shall be deemed to satisfy the requirements of this subdivision 19. W 2' a Z ad W I F U_ 0' Q F- Z y � J ; Q LU LU Cl) :) 00 � Y J V LLI 3a W LU Z X O LL H W SP# 47-18 tev. No. Date T 0 t RANDY L.uKEPLER 5 Ljc. NO.32809 SSto L 1. DATE: AUGUST 8, 2018 SCALE: N/A DESIGNED BY: KDP FILE NO. 2197W SHEET 6 OF 21 18-12 N d dN m y O C Nmill 4 N 0 N J C N g C C y LL 3� Q � , a �z ri a, ��zW- % Wz' �z �W 0 U � Q O � coLLJ _j Q > w� UJIO0 (� o QZ w 2 �Y UJ U_ I.L Lu aw a SP# 47-18 L) RA L PLER Lie. No. 32809 Rev. No. Date F v 'S L SrONAGti DATE: AUGUST 8, 2018 SCALE: NIA DESIGNED BY: KDP FILE NO. 2197W SHEET 7 OF 21 18-12 " IIYI 11 r r - I II -I :�� I� �,• r. ��� I-dllll►-= �Iiii►� - - —II—IIIIIL�,�111",1 21�1 [�r\J\r• I:q. 111111111 I II Y.V.\'.\.\ J�■/ c r. �. `1l4Etw,,, . .. �.: � -.= • ;�,,,,�. � t�: �: �: �:r�: �: �`{Ai:� � .. �� III. 11_11_11-.�.��1:���V •`A�}..Y..r•�}�V..�}..�.`Y• ,.. �: h _— - all • - IIID, �'•'•'•r �� Y••;.•$,• � I. 1 owe \rte ,•� � .� .'•I • I• ����� ••:;yi - �IIIIIII III�� - � � _ -- - - _ _ _ _ II `:-�:.-=:::•. _ _ — — - - - - .. . 1411' • I •: 1 I N d dN m y O C Nmill 4 N 0 N J C N g C C y LL 3� Q � , a �z ri a, ��zW- % Wz' �z �W 0 U � Q O � coLLJ _j Q > w� UJIO0 (� o QZ w 2 �Y UJ U_ I.L Lu aw a SP# 47-18 L) RA L PLER Lie. No. 32809 Rev. No. Date F v 'S L SrONAGti DATE: AUGUST 8, 2018 SCALE: NIA DESIGNED BY: KDP FILE NO. 2197W SHEET 7 OF 21 18-12 Runoff Hydrograph: SC: Input Data: OS DA -1 Drainage Area Runoff Curve Numbei Time of Concentratioi Antecedent Moisture Rainfall Distribution 1 Return Period Rainfall Depth Time Increment Computed Results: Peak Discharge (Qp) Time to Peak Peak Rate Factor Runoff Volume Runoff Hydrograph: SCS Method Computed Results: Input Data: 7.01 OS Drainage Area #1 1.88 acre Runoff Curve Number, CN 78 Time of Concentration 5.0 min Antecedent Moisture Condition Type II Rainfall Distribution Type TYPE II 24-HOUR Return Period 10 YEAR Rainfall Depth 4.16 in Time Increment 0.02 bra Computed Results: Peak Discharge (Qp) Time to Peak Peak Rate Factor Runoff Volume Culvert Design Design Parameters Section Shape: Circular Material: ADS N-12 Diameter: 24.00 in Manning's n: 0.0120 Number of Barrels: 2 Runoff Hydrograph: SCS Method Computed Results: Input Data: 7.01 OS Drainage Area #2 13.97 acre Runoff Curve Number, CN 72 Time of Concentration 27.6 min Antecedent Moisture Condition Type II Rainfall Distribution Type TYPE II 24-HOUR Return Period 10 YEAR Rainfall Depth 4.16 in Time Increment 0.02 hm Inlet Inlet Type: Sq Edge with Headwall Ke: 0.50 Culvert Calculation Discharge: 20.28 cfs Headwater Elevation: 687.66 ft Tailwater Elevation: 684.21 ft Downstream Velocity: 10.42 We Downstream Flow Depth: 0.69 H Flow Control Type: Inlet Control, Unsubmerged 50 25 0 50 100 SCALE: 1" = 50' 684.6 D,.-- 0.92' n 42 = 15.08 cfs 3� ti` V2=2.6 fps 882.1 10' Q+ = 41.78 cfs DITCH SECTION "A -A" N ,n '2 E cr`f 0°u N N C N C N T C & C OE N Z M A q U y LL 3� a0 z 3� J4' Z W Wz 2 WG QZ a 3 N - fce z V W L•J Q H U F y D J Q W H U) c� Q J J 9 W Z 0 F U) Q Z_ U Z 0 U Y U_ W 13 LU LL REDEVELOPMENT PROJECT LAND COVER CALCULATIONS Computed Results: offsite stormwater detention area along the eastern boundary before being 7.01 cfs Peak Discharge (Qp) 19.37 cfs 11.96 hra Time to Peak 12.23 hre 484 Peak Rate Factor 484 0.32 acre -ft Runoff Volume 1.83 acre -ft Inverts • Managed Turf Area 8.57 Acres Inlet Invert Elevation: 686.00 It regional stormwater facility. Outlet Invert Elevation: 683.60 It • Impervious Cover 7.95 Acres Length: 95.000 It Slope: 0.0253 tt/ft Total Site Area Inlet Inlet Type: Sq Edge with Headwall Ke: 0.50 Culvert Calculation Discharge: 20.28 cfs Headwater Elevation: 687.66 ft Tailwater Elevation: 684.21 ft Downstream Velocity: 10.42 We Downstream Flow Depth: 0.69 H Flow Control Type: Inlet Control, Unsubmerged 50 25 0 50 100 SCALE: 1" = 50' 684.6 D,.-- 0.92' n 42 = 15.08 cfs 3� ti` V2=2.6 fps 882.1 10' Q+ = 41.78 cfs DITCH SECTION "A -A" N ,n '2 E cr`f 0°u N N C N C N T C & C OE N Z M A q U y LL 3� a0 z 3� J4' Z W Wz 2 WG QZ a 3 N - fce z V W L•J Q H U F y D J Q W H U) c� Q J J 9 W Z 0 F U) Q Z_ U Z 0 U Y U_ W 13 LU LL REDEVELOPMENT PROJECT LAND COVER CALCULATIONS Stormwater Management and Water Quality offsite stormwater detention area along the eastern boundary before being discharged to the main drainage channel at study point A. Drainage Area "C" will Pre -Developed Land Cover This existing developments site is currently improved with a manufacturing drain to the north into the main channel also with the entire site draining to the • Managed Turf Area 8.57 Acres warehouse facility with employee parking, truck loading dock areas, and is situated regional stormwater facility. �i A S P# 47- .1 1 8 • Impervious Cover 7.95 Acres on approximately 16.5 acres of M1 "Light Industrial" land. The site is generally split Total Site Area 16.52 Acres from north to south with drainage generally flowing away from the existing building. The drainage channel near the southeast corner of the site will be upgraded to Drainage is directed to existing stormwater conveyance channels and ultimately to fully contain the 10 -year design storm event to prevent flooding of the truck loading Rev. No. Date Post -Developed Land Cover an existing regional stormwater management facility for the Fort Collier Industrial area that is currently occurring and to meet stormwater channel protection 1T 10/15/2018 • Managed Turf Area 5.62 Acres Park north of the development area. Drainage along the east side of the property is requirements. Since the total contributing drainage area of the proposed site • Impervious Cover 10.90 Acres currently being detained in an existing stormwater detention area located just off development for this plan (5.9 acres) is less than 1% of the overall drainage of the OF Total Site Area 16.52 Acres site on an adjacent parcel owned by the developer before being discharged to the main drainage channel (844 acres 11.32 sq miles) at Study Point A, noTH v r497 main drainage channel leading to the regional facility. This warehouse addition and improvements are being proposed for channel protection. Land Cover By Drainage Area employee parking expansion will impact approximately 5.9 acres of the overall site. Drainage Area "A" - (Bypass to Regional SWM Area) • Managed Turf Area 1.66 Acres • Impervious Cover 3.25 Acres Total DA "A" 4.91 Acres Drainage Area "B" - (To Offsite Retention Area) • Managed Turf Area 1.96 Acres • Impervious Cover 6.71 Acres Total DA "B" 8.67 Acres Drainage Area "C" - (Bypass to Regional SWM Area) • Managed Turf Area 2.00 Acres • Impervious Cover 0.94 Acres Total DA "C" 2.94 Acres Total Area 16.52 Acres The existing soils for this site are 14B, 14C, 16B, 16C and 17C, Frederick-Poplimento loam (Hydrologic Soils Group B) and 29, Massanetta Loam (Hydrologic Soils Group C). The underlying geology is mapped as Beekmantown Group, a karst geology, being primarily dolomite, limestone and chert. The existing site has about 7.95 acres of impervious cover and approximately 8.57 acres of open space or managed turf areas. The current percent imperviousness for the site is calculated at approximately 48%.The proposed 80,000 sf warehouse addition along with the parkinglload area expansion will add approximately 2.64 acres of additional impervious areas increasing the total percent Imperviousness to 64%. Post -developed drainage will not generally change from the existing pre -developed drainage patterns. In order to prevent some minor flooding of the truck loading area the existing stormewater conveyance channel along the southeast boundary will be improved, as shown. Drainage Area "A" will drain to an existing roof drain system which discharges to the main stormwater conveyance channel crossing the northern portion of the property. Drainage Area "B" will drain to the improved drainage channel along the southeast boundary and will be detained in an existing k1l,,,5c. No32sos 1'01 0NAL �� DATE: AUGUST 8, 2018 SCALE: N/A DESIGNED BY: KDP FILE NO. 2197W SHEET 8 OF 21 18-12 cwI7 Indus" Um 1— A rto -nr� o _ \ m omx -- ----- ---------------- — — — AP i • e t� O _ _ n _ n. �l 6P4.0 ^ � jj Use : Industrial J 0 v'J `�. r.4.� f. 11LGNT� — _ — — _ _ — _ — — �'. I \� I L I S 54-1-D ^ Shockey Realty Co. I DB 608, PG 786 1 Zoned : M -1 _ Use: Industrial EXISTING MANUFACTURING "T j 757.a3 689.45 t c m FF = 699A5 � I �\ I il5l I I _ _ _ ___ _ _ _— T _E WATE LINE_ H/C L �n \ � I ' o p — _------- —_—s 9 W — 91.94 �� -- -- Ii ... ... S 41W35 W — - M ,B1640Z S -- PHASE 1 PHASE I CONSTRUCTION SHALL CONSIST OF THE CONSTRUCTION OF THE NEW TRUCK ACCESS ROAD AND EXPANDED EMPLOYEE PARKING TO ASSURE UNINTERRUPTED ACCESS TO THE EXISTING WAREHOUSE FACILITY DURING THE MAIN PHASE OF CONSTRUCTION. 1 1 54—A - Crider 6 of Wer DB 766 Zoned Use: 54 -A -36K Fort Collier Group DB 776, PG 233 PHASE 2 PHASE 2 CONSTRUCTION CONSIST OF THE CONSTRUCTION OF THE WAREHOUSE ADDITION AND ASSOCIATED LOADING DOCK AREA AS WELL AS THE EXTENSION OF EXISTING WATERLINES FOR FIRE PROTECTION. PHASE 2 CONSTRUCTION WILL BEGIN UPON THE COMPLETION OF PHASE I AND SHALL INCLUDE THE DEMOLITION OF THE EXISTING TRUCK ACCESS ROAD AND THE EXISTING EMPLOYEE PARKING AREA TO THE SOUTH OF THE EXISTING WAREHOUSE. EXISTING ASPHALT AND CONCRETE WITHIN THE FOOTPRINT OF THE NEW WAREHOUSE ADDITION BY BE BROKEN UP AND REMAIN IN PLACE IF FEASIBLE. 54—A -36J Hershey Pasta Group aVnechest,wr, :ee� 50 25 0 50 100 SCALE: 1" = 50' N H ao E m� CNq{W.1 V N C OI C WAN @T $ T> C S C NL aq CP C_ d LL 2 � SSS a�y� q `H 04 - Wz LLI5 w O WOMEN U 0 � Q a I"' Z Z W Q J LU a t- z O 5V Q =Z LY n. W J 2 w a z 0 LLF 1 a SP# 47-18 Rev. No. Date 1 10/15/2016 �TH Cp LR4Y L V EPLER a LIC. N0. 32809 Fx] ZDvr 0NALG"ti DATE: AUGUST 8, 2018 SCALE: V = 50' DESIGNED BY: KDP FILE NO. 2197W SHEET 9 OF 21 18-12 1- T-- V i C i _- El N W 1 EX. DRAINAGE c d LL I I EASEMENT 3 F DB 947 PG 592 G FLOODLIG'uljT — — — — — — n I !'� .. a EX. 20' UTL. ESMT RESER TION z a ~ I I DS 800 PG 326 EX.PRIVATE I Wz W FIR FIRELINE IIx I 0 z I w I I I I I I I a is � I iI I III ---5, rt EX, YARD INLE EX. GAS METER � ,� / TOP =688.56 EX. I 17 �S/ E .12x1 TEE WI INV. =685.73 EXTEND \ \FiLOODLIGHT i 141 I S \ EASEMEX. SAN. SEWER I10' G & 10x12 INCREASE (fEILD — EX 24" — PV0 — — — .LER EX. SIAMESE CONNECTIONS I6 EXISTING ANUFACTURING PLAT EASEMENT Ii i DB 481 PG 501 V@RIFIEO BY FW) EX. 12' 157.032.6 S.F. L� 5 i // PARKING EX. 20 WATERLINE Ex Remo _a re Ex. wnu MOUNTED LIGHT FF = 689.45 I EASEMENT r0 --_ —�� _� �cl 77 � I 941 PG 480 QQIAA NIARIKER RELOCATE EX 12" m WATER LINE A ® I STOOPNC EX. ELECTRIC 7TTT ���T ����� /� Fj CO I 5 I 'a 111'-12' I DIP CL -51 TRANSFORMERS I I O CONNECT TO TRENCH DRAIN I I I, I DOCK DOO EX.W'L @1.0% 11 MEET & MATCH EX. CONC. PAD I O WATERLINEON� I EASEMENT - 54-A-361 Southeastern Container Corp. SoutheasternI 9B 941 PG 480 P GW m 12- JI L I DOCK DOOR - - FH EX. FH TO BE REMOVED I U Lease Building 5 N m is zd Y DS 766, PG 73 DS 800, PG 577 a No - v ¢ ROOF _JL DOCK DOOR I 4' GRAVEL I Nyy I I 11 _ ._ L) a to Z - Zoned : M -1 Use: Industrial I II j w �, Y DOCK DOOR m SHOULDER ° Q, Q ¢� 3 a I 1 I F J_ I EAS MENT Q I I I o N 2.0 7.T I it I I Q a D6p 772 1612 3 '� WAREHOUSER DITION DOCK DOOR z o I ' 1 Q W F Z D6775 G852 PROP. 20' 80,000 S O K U EX. SAN. SEWER Z N / I EX. QQAS MArtILcR FREDERICK WATER ESMT 1 O \K DOOR ¢ a \ " I I 'HEAVY DUTY ¢a _ " ASPHALT EASEMENT DB 481 PG 501 Q O i7 = a 0 V / -jj_- O (� K¢ i I 1 d Q Y 10 O O O O O O DOCZI B LD1t �R PAVEMENT 1 W J U / 0 0 --_ -- ---- I — — I ! 12" PVC 111'-12" 54 -A -36D W Q Ei!Q ROOF DRAA� / DOCK DOOR TRENCH DRAIN I w I °k I I Fart Collier Group, LC Q W W —-�� I Zoned: M -1 Use: Industrial 0 LL O n 10" VC / —� O �D PROP. PRIVATE I 12 0 / OOF RAI 6x8 CONC STOOP 1��0 I I' 45°BEND FOCTENLINE I I SION Q t!` I O 1' RET WALL/ p\/ _I- --I -- _- DOCK DOOR CIL 10' -- - DITCH O o9 w - - - - o I PROP. STAND PIE PROP. ��\-J PROP. FH ASSMY. W/6"GV VEL MY ,� &BOL ARDS I IFS NT- OL9 SHOULDER I RIP -RAP 1 1 LU a -( 6"Gv FA \ 1� �C LARGE BARRIER37 — R;B�S j ROOF DRAIN STONE BARRICADE 4' GRAVEL o 1+00 0 71+ �? d Ot C 00 d• (TYP)12' • 20' OC 338.25' SHOULDER - o _ _ I l Ex. ESMT E VATI RESERVATION \ \ 16 ®4' GRAVEL I ! DS 800 PG 326 O ME SHOULDER . rel t MATCH EX. S2.q �S, 00, HEAVY DUTY 2 - 24" ADS N-12 R; 85 \ �_ PVMT b L= 61.66' -�L-- •0 _ ASPHALT PAVEMENT - 6� , T{=500 �Sj lj -� ' 12+00 25' BRL 13+00 14+00 4' GRAVEL 15+00 00 25'BRL 00 MEET & a _- - _ — ——O-�—L7 SHOULDER Q—Q----__ -- --O-.-5�—�--- �SGRADER \ MATCH EX. \ \PVMT x \ \ SP# 47-18 p`I EX. ESER. TION RESERVATION � � • IP -RAP 5 VEL OHO Rev. No. Date 1 DB 800 PG 326 O 18"ADS N-12 RIP_RAP CIL V -DITCH \ 4 10/15/2018 -- �� – - – -- \ \ \ 1 i 54-1-D O LARGE BARRIER \ \ I d Shockey Realty Co. STONE BARRICADE \ T OF DS 608, PG 786I (TVP)12' - 20' OC t Zoned: M -1 Use: Industrial RA L LER Lic. No. 32809 ° 1111�1-),bIq ISSjONAL�� DATE: AUGUST 8, 2018 SCALE: 1" = 30' NOTE: NOTE: REMOVED FREDERICK WATER IN ORDER TO PROMOTE SHEET FLOW DISCHARGE FROM PAVED DESIGNED BY: KDP FACILITIES SHALL BE FURNISHED TO SURFACES NO CURB AND GUTTER IS BEING PROPOSED FOR THIS THE FREDERICK WATER INSPECTOR SITE AS A LOW IMPACT DESIGN (LID) PRACTICE. 30 15 0 30 60 FILE NO. 2197W SHEET 10 OF 21 SCALE: 1" = 30' 18-12 N O q '[> y \ w E 0 r ' =6L= I = Pr—� — =`a cna 3� J Ell f I rn , `k EX. DRAINAGE EASEMENT R a H DB 947 PG 592 (.'( • ' �. Z W I N D W • �� o W vi I z IX. 20' UTL. E3 Mj ,o v I RESERVATION 1 DB 800 PG6 I II I I I I D.I � I 5 I EX. PRIVATE I I I I — II � FIRELINE ✓✓✓ /) I 1 N Or 4 o 31 m 1 I P i' D' I � I �I I I I I �> I 1• �y I N / �-1c ` �I � I EXVARDINL s 111\— — — — — - I I TOP = 688.58 INV.=685.73'. D- I 1 ( F. 12x7 TEE W/ --- I EXTEND "`+, I I / I /`' - EX. SEWER I 10"G INC EASE &10x12 (FEILO EX 24"\__a______ — — Pvc EX. SIAMESE CONNECTIONS (6 TER EXISTING ANUFACTURING PLAT W / / - I PROPOSED EASEMENT OB 481 PG 501 Z RIFIE BY FW) ' EX'1,�"' L_,, ___„_ \ __ - -r9 - �� 1 Ex ' 157.032.6 S.F. / / / PARIQjNG I I I Q O EX. 20' WATERLINE 1 - >I Remo FF = 689.45 69 .26 690.26 I J � EASEMENT I /i j 941 PG 480 i 1 T RELOCATE EX 12" WATER LINE (- L J \ 88� "a, \ 7 _ ��� _ _ 7�i (5� 4 I 17485 859 D of I 1 12" Q U DIP CL -51 F � 689.6 = j2 88 -II X I _ _ I __ I�� I 68 O CONNECT TO - EX. W'L TRE CH DRAIN M � ' y Z �0.1 689.4 .53 X � 689.36 DOCK DOO �4'+ & MATC�i EX CONC. PAD 1 0 E WATERLINE TOP 2 _ _ _MEET ,. 84 I 1 I I NUj ' ll.l Q 54-A-361 Southeastern Container Corp. I EASEMENT 8941 PG 480 Ji d - I - - - X689.3 f -1- _ - - INV DOCK DOOR ^____, ___. 8 1 FH EX. FH TO BE I� REMOVED 1 J i I I c,t I U O W Q H Z W � _ - - - - _ I Lease BuildingS " H> q m z- � N . ROOFCQINL p X M. 618JID( DOOR t% j DB 766, PG 73 DB BOO, PG 577 i .I W ?v -_----- 1 .._ \� Zoned: M-1693.7 i __ __ _ -_- _ 68.7 X DOCK DOOR IF Use: Industrial GAS I �' 3 N - LL -. - - ' -... _ - - - a 1 Z J LU EAS D MENT 3(3:52 I Iw- �' 3 co _ - ` _ I 06 I \ 658 - 6 DOOR z o i B 775 695.? _ _> WAREHOUSE A - 80,000 S 9g DFfIUN � �\ .1K 6 X X 6g.�,gg ( ) \BOCK _ o F a EX. SAN. SEWER EASEMENT N 2� = LL / -- _ - FF ELEV=6 .45 DOOR ¢ m O -- O 88.4 X O ¢ 1 06481 PG 501 Z LU 1 9 O O\ O O DOC _ a 88 TOP O O O .�.-____� N_ — - 12" PVC \ �' 111'-12" 1 3�, ! 54 -A -36D - ROOF DRAT �� �' DOCK DOOR 1% TRENCH DRAIN 841.1 � I Fort Collier Group, LC / c 10" C 89�� OOF I I O-� O \ LJ O 0..- 0 KD- PROP. PRIVATE \ 1 1 Use: Industrial IE \ 0= TIN /� . _ \� �_� / 45° BEND FIRELINE EXTENSION I W M DOCK DOOR -- _ 1 O0 a 1 ' 849 844. 1 686 RROF FH II � o ' ! PROP. STAND PI '� RO ✓ - \ g_ ASSMY. WI6" GV m o 1 I 1 - m n� �E kA SSM I A LARDS o m n IE 7 NZ`F- B LLA ., i , _ _ - - - _ \ I RIP-RAP 86 -RAP I 1(+00 R_ - L o 525.0 10" PVC \ (' ROOF DRAIN g \ I ' . - - - i 89a 1;s - 891 m 5 „ I o 77xOpZ' 33•� C 979 \ 5 6 _ - - 33825' _ - \ -. __ _ _... _ 879 688 \ I 83 �I RESERVATION D G326 SP# 47-18 Rev. No. Date ' _ _ \ Egg, 894 -696 69O TOP 892 -- NV 1 1 2 ��� ` / 007 \ <: 5 R, IS \� -0- �D- - - � -CS 0 994 -� m rn -C 5 89- _ 904 I 10/15/201e l ^ 75 00' ` 700 2 - 24" ADS N-12 L= 61.61. 6y - _` 685. 00, 3 981Nv. - - 1 - - 1 +00 - - 1 +00 - .4 - 0o s =500.007]*0p 412+00 99 I EX20'UTLESMT RESERVATION - h° - - - 971N. RIP_ _ �. \ \\ RAIJIDY L EPLER LIC. NO. 32809 1 1 MH 2 DB 800 PG 326 _ 2 _ _ TOP 703.9 _ _ _ d8" ADS N -i2 _ RIP -RAP _ p ENTRANCE DRIVE DITCH 86 _ _ INV. �"d� 6� INV. 698.32 54-1-D O \ I�NAL p ? Shockey Realty Co. \ DB 608, PG 786 \ Zoned: M-1 DATE: AUGUST 8, 2018 " I I Use: industrial SCALE: 1"= 30' I I DESIGNED BY: KDP FILE NO. 2197W 30 15 0 30 60 SHEET 11 OF 21 SCALE: 1" = 30' 18-12 1 / 25'19-yZ'��-36'0' I �- / Crider & ShackIs of West Virgi DB 766, PG 73 eo QE CNN N 1 / NOTE: / _ �.. _ � � � � IN ORDER TO PROMOTE SHEET FLOW DISCHAGE FROM �—�� - -- /_ !�� / / / Zoned: M-1 / _ Use: Industrial I I I _ £ 1, h PAVED SURFACES NO CURB AND GUTTER IS BEING PROPOSED FOR THIS SITE AS A LOW 10ACT DESIGN / 5 / - �L V --7-/ --- IX. 20'UTL. ESMT :7RESERVA-PON-�}�-- 9�-0 c y 01 2 3 (LID) PRACTICE. / / / �� / — �� � 0H 800 PG 326 I I � t M c C 6 W yLL 1 1 I E%y��.SEWER 6c. GAS EAS / DB 775 PG 852-- / _ __ - -"'� I I N 54 -A -36J Hershey Pasta Group Winchester, Inc. 3 EASEMENT /5 GAS —GAS DB 2' WASHED 451 PG s / ' S �� GA EX. / GPS 2' WASHED GAS LINE GAS / GAS I 2' WASHED GAS GAS — DB 828, : 1627 -1 Zoned: M -1 Use , I 1 / / / GRAVEL ) / .D GE / DEEP pe Ryp)� s GRAVEL (2"$" s / �6 P / —� / ---GRAVEL WHEEL STOP (TYP) GAS GAS (2"-3") GAS �yII- GAS' G S SEE :Industrial ,11\ EMENT / / / / PG / - Z —_-_ GAS GAS GAS , 1 947 592 EP o 1'3 e N EP N EP o e e o o EP 4'G VEL a o -r m EPN SH J 16 N LDER IN (tyP) RS I A I 1 EX. DRAINAGZ EASEMENT W _0/ 0.4 8947 PG 592 W 1 / 5 'O• j WHEEE�s GP`t YP) N N � �\ / S EP \ 1 1 ` EX. SAN. EWER EASEMENT / /5 O 2p DB 451 802 Y z Z g vo \' `�\ s I EP EP 5 m P rn N EP I s �" �Q GRASS ISLAND -17.z' co EP 17.9 24.0' E 2' WASHED L N GRAVEL (2" 3") EP `r (tYP) 'r e' 6" DEEP 1 STANDARD �-' i' ASPHALT PAVEMENT /// E%. 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ARKI CLOT EP 5� LLI Y fn z = Y IL �PVMT. �EMOEIX. �, I W � U w F�MEET & / MATCH IX. / 0 SAWCUT 8 MEET&J I REMOVE . MATCH . I I IXIX PVML PNMT 54 -A -36K Fort Collier Group O_ W 0W Z W LU Q LL . / - _- II. D 776, OGS IN I Z ned PM ?13 Use: Industrial ' REMOVE -..-27.7{ III IX. CURB I iI III III 6 X. PAR JNG L T I I 6 . PARK G LO III III 6 I III I t ' J.PAR1,INGL J)> Ii t / MEET & I I . EASEMENT SEWER 501 2 PROPHC I MATCH PARKING 13 III IX.0&G SPACES I tEX. P INGOT INGL T qP Ili KDate = 1 EX. RKING LOT II I I SP# 47-18 III L I I Ii J�� II Revi No. ----- _LtJ1_ IX. SIDEWALK ---------- --��L --- IX. SIDEWALK— _— i I io/16/2oie T 1 I OF EX. W/L S 5 S S S S S S S— S S — — — — — — — — IX. SAN. LAT. ----------_�_ -------------- ----- I L -�� -- 1 ----� �1--r III R�/ LER LIC. N0. 32809 III r I XIS MANUFACTU ING PLANT 157.032.6 S. 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RKNG LOT `., Rev.1 No. 10/15/2018 I / �_ �/ \; .— — -�� . SIDEWALK — — — — — �— =_ EX. SIDEWALK D v — — -- / �ll H .LTOF RANDY LKEPLER a //Li I N O�S� M,y- —_M_--_e—__M_— S — S EX. SSAN. LAT. S S �\� // �I i d- I - 4 yG 8 ZONAL / I d \ I I XISTING MANUFACTU ING PLANT I DATE: AUGUST 8, 2018 yI I 157A32.6 S. ;I / -EXG LOT _ SCALE: 1" - 20' / N I FF = 689.4 I I I) �� 1Q I DESIGNED BY: KDP ce/ FILE NO. 2197W 20 10 0 20 40 SHEET 13 OF 21 SCALE: 1" = 20' 1812 WEST BROOKE ROAD NNMc'n- � M 5 Route 1320 (60' RNV) / m o I POSTED SPEED = 35 mph mfr � a �� J .. �� �—T�'r � _ _ —si Y---- �—�, � � — � ^•~` _ _ fI 4 -Ex 4 -Ex - 3 -Ex _ �--.. u I 4x I — T MULCH NO MOR THAN 1' ON ROC BALL & 6" BACK FROI TREE TRUN 4" HIGH X S• WIDE SO BERM BEGINNING PERIPHERY C ROOT BAL REMOVE TWINE, ROPI WIRE, & BURLAP FROi TOP) OF ROOT BAG BOTTOM OF ROOT RAL RESTS ON EXISTING 0i RECOMPACT ED SOIL 2 X'S ROOT BALL DIAMETER TREE. PLANTING DETAIL. NOT TO SCALE PRUNE DOMINANT LEADERS NOTES: T. AT PLANTING PRUNE ONLY CROSSING LIMBS, Acer rubrum 'October Glory' October Glory Mahle BROKEN OR DEAD BRANCHES THAT POSE A HAZARD 2" cal, B&B TO SITE USERS PER ANSI STANDARD 300. 00 NOT CENTER TREE IN PIT & SET PRUNE INTO OLD WOOD ON EVERGREENS. TOP OF ROOT BALL 2' 2 CONTRACTOR SHALL MAXIMIZE EXCAVATED AREA ABOVE ADJACENT GRADE. FOR TREE PIT WITHOUT ADVERSELY IMPACTING TRUNK FLARE SHALL BE a VISIBLE AT THE TOP OF 3 Or z�i THE ROOT BALL. DO NOT 3. BACKFILL SOIL MIXTURE: EXISTING SOIL COVER TOP OF ROOT BALL CLEANED OF DEBRIS (GRAVEL., STICKS, ROCKS, WITH SOIL. c White Oak (COMPOSTED BARK, LEAF MOLD OR OTHER PRIOR TO MULCHING TAMP PLANT DEBRIS PROCESSED TOA POINT OF SOIL FIRMLY AROUND PEAT MOSS MAY NOT BE USED.) R007 BALL WITH FOOT 2" cal, B&B PRESSURE IN 6" LIFTS SO 4. CONTRACTOR SHALL LEGALLY REMOVE THAT ROOT BALL DOES EXCESS SOIL & DEBRIS FROM SITE NOT SHIFT. fA 5. DO NOT PLACE MULCH IN CONTACT WITH — — -- — — - - — - 6. TRUNK FLARE MUST BE VISIBLE WHEN PLANTED 7. IF TREE STAKING REQUIRED REFER TO TREE Z89_— !- "FALL PLANTS MUST BE WATERED TWICE: ONCE ORIGINAL GRADE AT INSTALLATION & AGAIN WITHIN 48 -HOURS FINISHED GRADE OF INSTALLATION, N 25, P m. m F] m rtl LANDSCAPE NOTES: TREE SIZE ON PLAN VIEW IS TO DIFFERENTIATE BETWEEN INTERIOR AND PERIMETER LANDSCAPE TREES. SIZES ARE AS SHOWN IN PLANT SCHEDULE T MULCH NO MOR THAN 1' ON ROC BALL & 6" BACK FROI TREE TRUN 4" HIGH X S• WIDE SO BERM BEGINNING PERIPHERY C ROOT BAL REMOVE TWINE, ROPI WIRE, & BURLAP FROi TOP) OF ROOT BAG BOTTOM OF ROOT RAL RESTS ON EXISTING 0i RECOMPACT ED SOIL 2 X'S ROOT BALL DIAMETER TREE. PLANTING DETAIL. NOT TO SCALE PRUNE DOMINANT LEADERS NOTES: T. AT PLANTING PRUNE ONLY CROSSING LIMBS, Acer rubrum 'October Glory' October Glory Mahle BROKEN OR DEAD BRANCHES THAT POSE A HAZARD 2" cal, B&B TO SITE USERS PER ANSI STANDARD 300. 00 NOT CENTER TREE IN PIT & SET PRUNE INTO OLD WOOD ON EVERGREENS. TOP OF ROOT BALL 2' 2 CONTRACTOR SHALL MAXIMIZE EXCAVATED AREA ABOVE ADJACENT GRADE. FOR TREE PIT WITHOUT ADVERSELY IMPACTING TRUNK FLARE SHALL BE ADJACENT SITE FEATURES. VISIBLE AT THE TOP OF Ms THE ROOT BALL. DO NOT 3. BACKFILL SOIL MIXTURE: EXISTING SOIL COVER TOP OF ROOT BALL CLEANED OF DEBRIS (GRAVEL., STICKS, ROCKS, WITH SOIL. AND MIXED WITH i ORGANIC MATERIAL White Oak (COMPOSTED BARK, LEAF MOLD OR OTHER PRIOR TO MULCHING TAMP PLANT DEBRIS PROCESSED TOA POINT OF SOIL FIRMLY AROUND PEAT MOSS MAY NOT BE USED.) R007 BALL WITH FOOT 2" cal, B&B PRESSURE IN 6" LIFTS SO 4. CONTRACTOR SHALL LEGALLY REMOVE THAT ROOT BALL DOES EXCESS SOIL & DEBRIS FROM SITE NOT SHIFT. 5. DO NOT PLACE MULCH IN CONTACT WITH STEM OF TREE. MULCH MUST BE 6' AWAY FROM TREE TRUNK 6. TRUNK FLARE MUST BE VISIBLE WHEN PLANTED 7. IF TREE STAKING REQUIRED REFER TO TREE STAKING DETAILS. "FALL PLANTS MUST BE WATERED TWICE: ONCE ORIGINAL GRADE AT INSTALLATION & AGAIN WITHIN 48 -HOURS FINISHED GRADE OF INSTALLATION, ROUGHEN I LOOSEN SOIL ON SIDES OF PLANTING HOLE, BACKFILL SOIL MIXTURE FOR ENTIRE TREE PIT AREA & ROOT BALL DEPTH FIRM SOIL IN 6' LIFTS UNDISTURBED SUBGRADE ER!STING MANUFACTUPING ! 157,032,6 S.F 2 Ms GENERAL CONDITIONS - COUNTY CODE COMPLIANT LANDSCAPE PLAN SCOPE OF WORK V E a t4 4 0 CV ;r THE LANDSCAPE CONTRACTOR SHALL PROVIDE ALL MATERIALS, LABOR AND EQUIPMENT TO COMPLETE ALL LANDSCAPE J '_ cscb WORK AS SHOWN ON THE PLANS AND SPECIFICATIONS. _ >.�3 NOTE: IF CONTRACTOR BIDS ACCORDING TO THE PLANT LIST, HE/SHE SHOULD THOROUGHLY CHECK THE PLANT LIST = Le QUANTITIES QUANTITIES WITH THE SYMBOLS DRAWN ON THE PLAN, TO BE SURE THERE ARE NO DISCREPANCIES. IF THERE IS A w' r Y DISCREPANCY BETWEEN THE DRAWING AND THE LIST ON THE PLANS, THE DRAWING TAKES PRECEDENCE. o STANDARDS r 2 U ------ ALL PLANT MATERIAL WILL CONFORM TO THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION (ANLA).PLANT MATERIAL MUST BE SELECTED FROM NURSERIES THAT HAVE BEEN INSPECTED AND CERTIFIED BY STATE PLANT INSPECTORS -COLLECTED MATERIAL MAY BE USED ONLY WHEN APPROVED BY OWNER'S REPRESENTATIVE, NOMENCLATURE WILL BE IN ACCORDANCE WITH HORTUS Ill BY L.N. BAILEY. SUBSTITUTIONS: PRE-BID 2 CG IT IS THE LANDSCAPE CONTRACTOR'S RESPONSIBILITY TO MAKE EVERY REASONABLE EFFORT TO FIND THE PLANTS SPECIFIED 26 Vd BY THE LANDSCAPE ARCHITECT. THE LANDSCAPE CONTRACTOR MAY OFFER SUBSTITUTIONS TO THE LANDSCAPE ARCHITECT 1 FOR HIS/HER CONSIDERATION. THE LANDSCAPE CONTRACTOR WILL NOTIFY THE LANDSCAPE ARCHITECT IF THERE ARE KNOWN +� % r DISEASES OR INSECT RESISTANT SPECIES THAT CAN BE SUBSTITUTED FOR A SELECTED PEST -PRONE PLANT. THE CONTRACTOR W SHALL SUBMIT A BASE BID AS PER PLAN PLUS PRICE CLARIFICATIONS FOR ALL RECOMMENDED SUBSTITUTIONS. � � -Ex i SUBSTITUTIONS: POST -BID Uj z W o 1T IS THE INTENT TO ELIMINATE POST -BID SUBSTITUTIONS, HOWEVER, IN THE EVENT THAT THE CONTRACT MATERIAL HAS z BECOME UNAVAILABLE, AN APPROPRIATE SUBSTITUTION MUST BE _.� APPROVED BY THE OWNE'R'S REPRESENTATIVE. � 30 Vd` UTILITIES AND UNDERGROUND FEATURES THE LANDSCAPE CONTRACTOR SHALL NOTIFY UTILITY COMPANIES AND/OR THE GENERAL CONTRACTOR IN ADVANCE OF CONSTRUCTION TO LOCATE UTILITIES. 2 Gb - 4 -Ex I - TREES AND/OR SHRUBS SHALL NOT BE PLACED WITHIN FCSA EASEMENTS 3 Ar F IF THERE IS A CONFLICT WITH UTILITIES AND THE PLANTING, THE LANDSCAPE ARCHITECT / DESIGNER SHALL BE RESPONSIBLE y r .�B FOR RELOCATING PLANTS PRIOR TO THE PLANTING PROCESS. ANY COST DUE TO RELOCATING AFTER PLANTING SHALL BE u r 1 MS I BORNE BY THE OWNER. IF PLANTS ARE TO BE INSTALLED IN AREAS THAT SHOW OBVIOUS POOR DRAINAGE, AND THE PLANTS I I I ARE INAPPROPRIATE FOR THAT CONDITION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE LANDSCAPE ARCHITECT AND 22 Vd I OWNER. IF THEY DEEM NECESSARY, THE PLANTS SHALL BE RELOCATED, THE CONTRACT SHALL BE ADJUSTED TO ALLOW FOR I DRAINAGE CORRECTION AT A NEGOTIATED COST, OR THE PLANT SELECTION MODIFIED BY THE LANDSCAPE ARCHITECT / I DESIGNER TO ACCOMMODATE THE POOR DRAINAGE. WARRANTY 3 -EX I I I I I h THE STANDARD WARRANTY IS FOR ONE (1) YEAR PERIOD, EXCLUDING BULBS, SOD AND ANNUALS COMMENCING ON THE. DATE. OF INITIAL ACCEPTANCE. ALL PLANTS SHALL BE ALIVE AND IN SATISFACTORY GROWTH AT THE END OF THE GUARANTEE 9 I I J PERIOD. ANY MATERIAL THAT IS 26% DEAD OR MORE SHALL BE CONSIDERED DEAD AND MUST BE REPLACED AT NO C HARGE. A f I TREE SHALL BE CONSIDERED DEAD WHEN THE MAIN LEADER HAS DIED BACK, OR 25% OF THE CROWN IS DEAD. REPLACEMENTS A 2 r SHALL BE MADE DURING THE NEXT PLANTING PERIOD. REPLACEMENTS SHALL BE OF THE SAME TYPE, SIZE AND QUALITY AS 4 -Ex qjyp&�ECIES UNLESS OTHERWISE NEGOTIATED. A. PLANTS MAY BE SUBJECT TO INSPECTION AND APPROVAL BY THE OWNER OR OWNER'S REPRESENTATIVE AT THE PLACE OF GROWTH OR HOLDING YARD FOR CONFORMITY TO SPECIFICATION REQUIREMENTS AS TO QUALITY,SIZE AND VARIETY. 5 -Ex Z C 2 Ar B. PLANTS DAMAGED IN HANDLING OR TRANSPORTATION CAN BE REJECTED BY THE OWNER OR OWNER'S REPRESENTATIVE. C. STATE NURSERY INSPECTION CERTIFICATES SHALL BE FURNISHED TO THE LANDSCAPE ARCHITECT UPON REQUEST. STANDARDS A. PLANTS WILL BE IN ACCORDANCE WITH THE CURRENT ANLA'S STANDARDS AND CONFORM IN GENERAL 70 � _ REPRESENTATIVE SPECIES, z LU B. BALLED AND BURLAPPED (B&B) a 1. BALLED AND BURLAPPED PLANTS SHALL BE DUG WITH FIRM ROOT BALLS FREE OF NOXIOUS WEEDS. THERE LU ti 2 Q SHOULD BE NO EXCESS SOIL ON TOP OF THE ROOTBALL OR AROUND THE TRUNK (� _ 2 -Ex 2. BALL SIZES SHALL BE IN ACCORDANCE WITH ANLA STANDARDS. Q 3. CALIPER AND HEIGHT MEASUREMENT: IN SIZE GRADING B&B SINGLE TRUNK TREES, CALIPER SHALL TAKE U 2 Qr_ I PRECEDENCE OVER HEIGHT. CALIPER OF THE TRUNK SHALL BE TAKEN 6" ABOVE GROUND LEVEL (UP TO AND INCLUDING 4" CALIPER SIZE) AND 12" ABOVE THE GROUND LEVEL FOR LARGER TREES. FOR MULTIPLE -TRUNK TREES, IO HEIGHT MEASUREMENT SHALL TAKE PRECEDENCE OVER CALIPER. Z 29 Vd- I I i C. CONTAINER - GROWN STOCK r/I� r 1 THE SIZE OF CONTAI — — a NER-GROW — — — — � f � TREE N SHRUBS IS MEASURED BY HEIGHT AND WIDTH OF THE PLANT. CONTAINER -GROWN S ARE MEASURED BY THE SAME STANDARDS LISTED IN B.3. ABOVE. THE ROOT SYSTEM OF CONTAINER -GROWN ` — -- — - -LL - �,� PLANTS SHALL BE WELL DEVELOPED AND WELL DISTRIBUTED THROUGH OUT THE CONTAINER. 115 — �ff 2. ALL CONTAINER -GROWN TREES AND SHRUBS THAT HAVE CIRCLING GIRDLING AND (GIRDLING) MATTED ROOTS SHALL BE (;� TREATED IN THE FOLLOWING MANNER PRIOR 70 PLANTING: SEPARATE THE ROOTS BY HAND, UNTANGLING SO C CIRCLING ROOTS WILL NOT DAMAGE FUTURE OF THE PLANT. SEE PLANTING PROCEDURES FOR ALL CONTAINER -GROWN TREES & SHRUBS IN THIS SECTION. 3. ALL CONTAINER -GROWN PLANTS SHOULD BE GROUPED AND WATERED DAILY UNTIL THEY ARE PLANTED IN THE LANDSCAPE, THE SOIL SHALL BE KEPT MOIST WITH THE EQUIVALENT OF ONE -INCH OF RAINFALL PER WEEK, D. PRUNING SHALL BE DONE BEFORE PLANTING OR DURING THE PLANTING OPERATION. LT i E. ALL PLANT MATERIAL IN TRANSIT SHALL BE COVERED TO KEEP MATERIAL FROM DRYING OUT. THE COVERING SHALL 50 25 0 50 100 SCALE: 1" = 50' NON-ABRASIVE TREE TIES LODGE POLE PINE OR HARDWOOD STAKES PREVAILING WIND DIRECTION PLAN VIEW IN -ABRASIVE RUBBER TIES, )UNI] THE TREE, THROUGH EACH 'TED AND SECURED TO THE MANNER WHICH PERMITS TREE 4ND SUPPORTS THE TREE IN ADITIONS 'LODGE POLE PINE OR STAKES SET OUTSIDE ROOT BALL. TION SHALL NOT INTERFERE WITH BRANCHES. ND GUYING MAY BE ONLY D WHERE SITE CONDITIONS IR USE- CONDITIONS WHERE } GUYING MAY BE NECESSARY TO BILITY INCLUDE WINDY STEEP SLOPES, OR WHERE AAY BE OF CONCERN. t GUYS WILL BE INSTALLED USING ACCEPTED ARBORICULTURE TREES SHALL STAND LEVEL I ER STAKING - ION WILL INCLUDE THE REMOVAL NG AND GUYING MATERIAL ONE INSTALLATION. ANY HOLES . , FTER REMOVAL OF STAKES SHALL BE FILLED WITH TOPSOIL. 4. REFER TO DETAILS FOR TREE PLANTING DECIDUOUS TREE STAKING INFORMATION NOT TO SCALE ti} COMPLY WITH THE STATE AND LOCAL LAWS PERTAINING TO THE TRANSPORT OF MATERIALS. F. TREES SHALL BE PLACED IN AN UPRIGHT POSITION WITH THE ROOT BALL COVERED BY MULCH AND KEPT MOIST. TREES AND SHRUBS SHOULD NOT BE LEFT ON SITE UNPLANTED FOR MORE THAN 24 -HOURS WITHOUT ADEQUATE WATER TO INSURE ROOT SURVIVAL. NOTES: 1) ALL PLANTING SHALL CONFORM WITH 165-203.01 - B OF THE FREDERICK COUNTY ZONING ORDINANCE (PLANT TOTAL SITE: 16.51 AC. OR 719,176 SF SELECTION, PLANTING PROCEDURE, AND MAINTENANCE). PARKING LOT IMPERVIOUS AREA = 206,422 SF 2) ANY PLANT SUBSTITUTIONS MUST BE APPROVED IN WRITING BY THE FREDERICK COUNTY PLANNING DEPARTMENT. GREENSPACE = 4.32 AC. OR 188,159 SF (26%) 3) ANY REMOVAL OF TREES WITHIN OR CHANGES TO THE PHYSICAL MAKEUP OF THE PROPOSED MATURE WOODLAND INTERIOR PARKING LOT LANDSCAPING (165-271E)(11)(b)- 1 TREE PER 10 SPACES SCREEN/BUFFER AREAS AS PART OF NORMAL CONSTRUCTION OPERATIONS MAY NECESSITATE THE INSTALLATION OF 340 SPACES (184 Existing, 156 Proposed) f 10 - 34 TREES REQUIRED p A X TALL EVERGREEN HEDGE, FENCE, OR BERM TO PREVENT THE VISUAL IMPACT OF GLARE AND HEADLIGHTS ON SP# 4Tr18. ADJOINING PROPERTIES AND RIGHTS OF WAY AS REQUIRED IN FREDERICK COUNTY Z.O. Section 165-20101 (13)(a) 35 TREES PROVIDED Rev. No. petE PERIMETER LANDSCAPING (165-27-(E)(11)(a): 206,422 S.F. IMPERVIOUS AREA (4.7 ac) 4) NO TREES OR SHRUBS TO BE PLACED IN FREDERICK WATER EASEMENTS. 01/16/2019 1 TREE PER 100,000 SF IMPERVIOUS AREA/ 2000 = 50 TREES REQUIRED 1 TREE PER 106,422 SF IMPERVIOUS AREA / 5,000 = 22 TREES REQUIRED EXISTING TREES = 64 PLANT SCHEDULE PROPOSED TREES= 42 TOTAL TREES PROVIDED = 106 CORNER OF ROOT SYSTEM TO BE AT LINE OF ORIGINAL GRADE. FIRMLY COMPACTED SAUCER (USE TOPSOIL) GENTLY COMPACTED TOPSOIL MIXTURE. SCARIFY PIT BOTTOM (MIN. 6"). SCARIFY PIT SIDES NOTES: 1. MIN. ROOT SPREAD TO BE IN ACCORDANCE WITH "AMERICAN STANDARDS FOR NURSERY STOCK." 2. PRUNE ALL DAMAGED, DISEASED, OR WEAK LIMBS & ROOTS, 3. CLEARLY PRUNE ALL DAMAGED ROOT ENDS. 4. DO NOT ALLOW ROOTS TO DRY OUT DURING INSTALLATION PROCESS, �_B x BALL DIA, MIN 5. SOAK ROOTS IN WATER OVERNIGHT BEFORE PLANTING. TYPICAL PLANTING DETAIL - SHRUB ABB BOTANIC NAME COMMON NAME QUANTITY SIZE PROPOSED TREE PLANTINGS Ar Acer rubrum 'October Glory' October Glory Mahle 12 2" cal, B&B Cc Cercis canadensis Eastern Redbud 5 2" cal, B&B Gh Ginkgo biloba (male) Ginkgo Tree 7 2" cal, B&B Ms Magnolia stellata Star Magnolia 4 2" cal, B&B Qa Quercus alba White Oak 7 2" cal, B&B QT Quercus rubra Red Oak 7 2" cal, B&B 42 Tree Plantings PROPOSED SRUB PLANTINGS Vd Viburnum davidii David Viburnum 69 36" Container RA� . ICPPt_FR > LIC. NO. 32809 �C��In.NAL ; C �f DATE: AUGUST 8, 2018 SCALE: , AS SHOWN DESIGNED BY: KDP FILE NO. 2197W SHEET 14 OF 21 18-12 715 715 700 700 705 705 2 3 4 5 EX- g g 10 - 0 Ir - - - I - -- - - - C7 41 CY pp Q C N V CV - - -- _ - - 0 - - -j am C 710 ch 710 695 695 700 �. ci - CSD - 00 - - 00 co 700 ' e4cli a I­� co 11 0 C tl. W 705 - -- _- - - - -- -- _ PROP GRADE - - 705 -- 690- -- I PROP GRADE 690 - 695 --- -x © - - - --- - - - f - - 695 - r- EX GRADE ° HGL - - a o 19'-10" VC i - hu - — - - - _ 18.73% V ,_ 700 700 - - -. -. 700 685 _ - - _ - Y a t 685 690 - ---A EX GRADE HGLGRA PROP 6'90 2 05'-18°ADS N-12@0.5010-0 51'-18"A N-12@0. 94% _ -- _ - - [ - -- - -� =! - -� - - ��.�. _ -_ . -- - - ro ,_"kD" pvG @ ' I - - - 1 - ! - - — -- - - — -- - - - - , „ 93 �10.50%C @ s 4°1a t $ �-� r 695 - - 695 680 - - 680 685 25'-24"-1fE--- @ 0.23% N MIN 18 X CLEARS 84'-16" PVC @ cD` 685 � o � En L W i.�J • - - - z zz (TYP) � 1.12°/aa u) D u LO II W C0 p N C3 > W rY W 694 - r �- - -- - - - - - ; N `; `.) o fi90 675 - r 675 680 - -- o Z Z Z s - >_ 680 - - N [C)00 II r� II 1 (0 C7 II �" _ .- — - --- _ CFi 200(o � It C0 II �` `� CA co W C D 11 C0 lI co i- - — --- r ly7 W � II It Lu li - - W a � 0) LL' I-- LII r II - II W C] J "" = N � r 11 Fn oD u� Cry � � 4'] - � — If C!i — Q � Z CD {� I�C7 C J II Uj � II ap C7 t17 Pt - - — -- — -r II 00 Z� II Z� - C7 �` C� - CD C7 C] CD N w �Z x C3 CD N [}7 oD [n r CD I• m 00 N CO Cfl' 6ZO 16 O� as]� ¢co II --- O ISS Z Il CjZ Ib t�z II II +>.' 0 z z -- — __ _ + �� r Z Z + �j 04 Z Z 0 Z' Q Z Fr❑ 0 (0 'Q --- - CN L 't Z 885 — 685 670 r _ �- 670 675 r - - -I r W r z r -'�75 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 9+5'0 10+00 10+50 11+00 11+50 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 STR 1 - STR 3 STR 4 - STR 5 STR 3 - STR 10 LO 695 695 700 700 50 25 0 50 100 17 - � -_ - Uo - - - - - STORM SEWER PROFILES SCALE: 1" = 50' 690 - 0 �-.: 69D $95 - - - 695 z w PROP - GRADE 'CL �' 0 L HG 685 _ � 685 690 I - 690 10g' -1Z" AD S N-12 [a3 4.97°/° 11' -12" ADS N-12 I_ @ 0.97% - PROP Ca � Q - GRADE Cl) — v 680 - 680 ❑ - 685 - - _ DRAIN 685 � v ct� -12" TRENCH /� II W — Z - - Z _ 675 © CR — — „ 675 + - 684 - © — 680 rt W LI) 0 i - Uj QCD w _j w T Q (j ra 0 - II � Qf II � a L- CD pi - - 02 II _ C II - +Z v W J 9+50 - ? 670 10+00 10+50 11+00 11+50 675 - 9+50 ) a D 10+00 - - f75 10+50 11+00 11+50 Grass Channel Design -� ° II © e� Ie�I LID�aieea ® os a o okuea a e © ® �-Il � L ie 11 0 w W W670 W STR 15 - STR 17 TYPICAL TRENCH DRAIN PROFILE 0 1 -inch storm ( ] ® l f _l_GL'LJ�. L_L _ I�L I —s --- z o W LL QI = 1.11 cfs, Di = 0.31', Slope = 0.23°f0 - h. 50 25 0 50 100 n D s 0.2 0,31 0.0023 ff �� �I0 SCALE: 1" = 50' Mannings Equation V=[(1.49/n)DXs%] - 3.1 V = 0.08ft/sec W = 2.0ft 50 25 0 50 GRASS SWALE P 100 Continuity Equation gPTv = VA = V(W x. D) - 3.2 705 - - - 705 gPTv =0.05cfs SCALE: 1" = 50' - - - _- Minimum Width W = (n)(gpT")/(1.49D5/3s1/2) - 3.3 Min W =1.03ft - - - ! Corresponding Velocity V = gpTv/(W x D) -3.4 695 695 - - - - 1 V =0.16 ft/sec Should be less than 1ft/sec D13 14- 700 _ 700 Channel Length L = 540V - 3.5 - - - - - 12 - --r -, - - -- L=88ft p G Actual Channel Length = 328 ft 690 69[l - Hydraulic Residence W 33.5 rain - - - - - 695 - - - - - PROP - - _ GRADE - - - 695- - = - - - SP# 47-18 �� PROP - - PROP- - o - - �. GRADE - RADE-_- 685 - -- � 685 p Rev. No. Date 3 10,/16%2018 690 5 - - - - &W 690 690 EX GRADE - - -- - EX GRADE RADE PROP G - �, 63'-18"ADS -c-20` 15"ADS D,° = 0.78' Q� o - 10.80 cfS - 0 LO gra 68{l N-12@0.44% ----- - M @.239kr 6i3Q - Freeboard = 1.1' I f _ RA t Y L. PLED' 685 - - - - 685 680 r - 680 - . - LII C No. 32309 -- Z 6i y - - _ - < - - U o o 675 Z OD W rn ❑ a C0 z _j - 675 Lam. S C� -tonrA�. L-- - - - - - -- I -- - -- WIC LU (D- _ wl� W� ! `- - FK &i � � 680 - - - - - - - - -- 680 - 0+20 I -LO - {}+10 O+OD- -0+ 0�- - Ot20 wI It III li Ili - III g 00 rl aj a II ©ATE: AUGUST g, 2018 - 9+50 10+00 10+50 11+00 11+50 12+00 12+50 0 biz - - rel gry 2 - ©I> +j© + 3 ACCESS ROAD DITCH LINE PROFILE SECTION A -A 0 670 �,Ir - - rl_ _- �l ? 'r` � - 670 - SCALE: , AS SHOWN 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 Un 50 25 0 50 100 STR 6 - STR 7 GRASS SWALE STR 11 - STR 12 GRASS SWALE DESIGNED BY: KDP FILE Na. 2197W SCALE: 1" = 50' 50 25 0 50 100 GRASSSPROFILE SHEET 15 QF 21 18-12 SCALE: 1"= 50' 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE= STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS EW -1. I APC L SEE DETAIL A 8„ apE EW -6S PC NOTES: END -SECTION 12" - 60" PIPE1, PES-1 B-1, B-2 sL ALTERNATE END -SECTION 12" BO - IPE %� �y HUB END ON OUTLET END -SECTIONS 1. CONCRETE TO BE 4000 PSI MINIMUM COMPRESSIVE STRENGTH. SPIGOT END ON INLET END -SECTION HUB END ON OUTLET END -SECTIONS N SPIGOT END ON INLET END SECTION WEEP HOLE (AS REOID.) TEPS (AS REQ -D,7 O 00 WEEP HOLE [AS REQ'p.) �p Ir 2. IF PIPE IS TO SKEWER THE OPENING WILL BE ADJUSTED 70 N 00 G 5 ACCOMMODATE ANGLES OF 37.30'TO 45•. � � N ,rp N � ♦ X _ x x - X rT O c I ♦4 BARS Q 121" C -C ♦ \ ♦ 3. REINFORCING STEEL IN ACCORDANCE WITH ASTM A-615 EACH WAY, EACH FACE, ♦ , (REINFORCING BARS). jj� ~ r ` S ♦ ` \ ♦ I _ _ - _ TE TO BE CONCRETE MINIMUM L .._ _ - _ 4000 CONCRPSI MINIMUM zn � _ � D�i ♦ ♦ ,, $. PIPE OPENINGS IN PRECAST DRAINAGE UNITS SHALL NOT EXCEED - - - �" - - _ -- ' `-"' - - - FLOW ------ - -INCHES AT ANY GIVEN POINT BETWEEN TFC PIPE AND THEI1 -. - a ♦ ♦ ♦ . ♦ ep PRECAST UNIT. - - > I . 2E a V) A. LI' - STEPS I(AS REQ`p,) I 7 �� �� - ♦ ♦ ♦ ♦ '�'` ♦. ♦ 5. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL MEASUREMENTS MAY `S' �. I LL •I;g c , ' ♦ ♦ ♦ ♦ _ ♦ ♦ a ♦. t VARY WITH MANUFACTURER'S TOLERANCE. L I' _ 4) 6. IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, PLAN PLAN, b e• - - - DITCH SLOPE, OR SHOULDER. ALT JOINT ,737 t I �,a� ..a. ALTERNATE J - � c � �� •_P k A \ \ \ CONFLICT WITH NVERT OR WINGWALL OCCUR. C B D PE R C [,FAILLE pE DETAIL N1% •/r, 7. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A m 8• BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END R 3 k X D X _ X D X SEE DETAIL B 5 FRONT ELEVATION A� •4 BARS m 6" c c \ \ rp D� rs oP---_ �� EACH WAY, EACH FAC£. 1'-2" 6'" p OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERTR BPR OR STEE £ \ HEADWALL AT OUTLET ENR MAY BE EITHER SQUARE EDGE OR FABRIC } Dp. STEEL FABRIC REINFORCEMENT 6" x 6" - W5.5 x W5.5 WELDED 45• BEVELED. - - - - - - - NOTES; WIRE FABRIC OR EQUIVALENT AREA 1. CONCRETE TO BE 4400 PSI MINIMUM COMPRESSIVE STRENGTH, PLAN A'�"I 9 MANUFACTURER'SFER YOPTION PROVIDED ON ALL EDGES AT a ` � a I MONOLITHIC 2" 2. IF PIPE IS TO BE SKEWED 'THE OPENING WILL BE ADJUSTED TO ACCOMMODATE SECTION A -A L I - D i4 ANGLES UP TO 45' E PAY LINE a FOOTING + 3. REINFORCING STEEL. IN ACCORDANCE WITH ASTM A-615 (REINFORCING BARS). 0 G 5 g�� PAY LINE - END VIEW i I # 4 BARS C 12" C -C 4nSECTION X -X END VIEW SECTION X -X L D e" + 2x 4. PIPE OPENINGS IN PRECAST DRAINAGE UNITS SHALL NOT EXCEED 4 INCHES AT r EACH WAY, EACH FACE +„� ANY Giv€N POINT BETWEEN THE PIPE AND THE PRECAST [NIT. DID EL END SECTION DIMENSIONS END SECTION DIMENSIONS 8-2 BEVEL • INVERT PIPE DIAMETER A _811.- C D E PIPE DIAMETER A B C D E 5. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL MEASUREMENTS MAY VARY WITH d M1 a:` 12" 4'" 2'-O" 2.-9' 4`-0"" 2'-O" 92" 4" _ 2`-0„ 4'_1'" 6'-1" 2'-iJ" DOGHOUSE WITH FOOTING [� 6. IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, DITCH SLOPE, OR SHOULDER. - _ - I - - - - - - MANUFACTUR€R'S TOLERANCE_ a SEE RETAIL A I 95" $" 2-3"' 1'-9' 4`-0" 2-6" 15°° 6" 2`3" 3`10" 6' i" 2.-611Y� 7, HEADWALL TO 6E BEVELED N ALL AREAS EXCEPT WHERE A CONFLICT WITH A a - 1B" 3" 2-3" 1'-9' 4`0` 3-0"' 1$" 9" 2 3" 3_90" 6'-1"- 3"TQ" NOTES, ..., ISN INVERT OR YiWGWALI OCCUR. I _ - _ _ _ _ - _ � _ - _ _ ,.I FLS. 21" 91 2-19" 2' 1' � 5 _p„ 3,_6„ 21„ 9" 2'-11'° 3,�2" B. BEVEL EDGE 1S REQUIREf) ON THE HEADWALL AT THE INLET ENO OF THE CULVERT, SHAPE 70 BE SEE DETAIL B WELD 2'4"" 3"-7" 2'-6" S'-1" 4'-4" 24" 9O" 3'-7" 2'-8'" g"-3" 4`-0" 1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON WEEP HOLES, STEP REQUIREMENTS, @' HEADWALL AT OUTLET END MAY BE EITHER SQUARE EDGE OR BEVELED. 9EVRlrLEO WITH r w _ I 27" 10 4'-0" 2'-1 6`-1' 4'-6" 27" t0 4'-01` 2'-1 61-11/2" 4'-6" "H" (LIN. FT. FOR MANHOLES) DIMENSIONS. ETC, DIMENSIONS MORTAR ,- _ �- .� I, 30" 1'-0" 4'-6"' Y-7 " 6'•9 " 5'-0'" 30'" 1'-0'" 4"-6" 1'-7 ", fi'-9 1 5'-D" 2, ALL BASE UNITS ARE TO BE IN ACCORDANCE WITH THE REQUIREMENTS OF AASHTO M199. X Y SUGGESTED ABSOLUTE 9- }'4' CHAMFER MAY B£ PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION.. _ - - "` 33" Y-11 " 4`101/," 2'-31. " 7'-1 " - 5'-6" 33^� V-7 "' 4'-101 '" 3'-3 „ 81-1 " 5'-6" P r DELTAIC B3. CONCRETE SHALL BE 4000 PSI. D MINIMUM MINIMUM MAX. PIPE SIZE MAXIMUM �{ F+i DETAIL A °0 - 36" 1 3" 5' 3 2 10 8 1 „ 61-0.1 36" 1-3 5'-3" 2 10 " 8' 1 " 6"-O" * 36" 4" " 18" 29" H�' FRONT ELEVATION 04 BARS Q 6" C -C $2" 1 9"' 5° 3" 2'-91" 8'-2" 6 -611 42" 1 9" 5'-3" 2'-11" 8'-211 6' 6°' 4. WHERE OPENINGS ARE REQUIRED FOR PIPE, THEY SHALL BE FORMED, DRILLED, OR NEATLY CUT 48" 5"' 24" 27'" Lu +`-1 • A� 2,_4.. EACH WAY, EACH FACE 4g^^ 2°-0'" 6"-O" 2"-2" 8`'2" 7`-0" 48" 2'-0" 6"-0"' 2"-2"" 8'-2" 7'-0" AS APPROVED BY THE ENGINEER. THE CONTRACTOR SHALL FURNISH THE FABRICATOR WITH �� iI EW -IPC 54" T 3"" 5'-5" 2'_91 " 8'-21 71-6'" 54" 2'-3" 5'-5" 2'-11" 8'-4" 7'-6'° THE ANGLES BETWEEN CENTER LINES, THE INVERT ELEVATIONS, AND THE SIZE OF ALL PIPES 70 60"' S"' 8 36^" 42" Q H • EW -[APC ENTER THE MANHOLE. HOLES ARE TO BE A MINIMUM OF 4" TO A MAXIMUM OF 8`° LARGER THAN 72" -6" 8" 48" 54" FOR CIRCULAR CONCRETE OR SECTION A -A 69'° 2'-11„ 5°-0" 3'-311 8'-3" 8"-0^' B4'" 2'-6" $,-0^, 3''3" 8'-3" 8' -fl" THE OUTSIDE DIAMETER OF THE PROPOSED PIPE. 84" 71' 8" 60'" 66" uj CORRUGATED METAL PIPE SHAPE TO BE LENGTH OF PIPE - 96" B" 8'" 66" 72" ENDWALL FOR CIRCULAR PIPE ENDWALL FOR ELLIPTICAL PIPE a BEVELED WITH a [ ® PAY LINE 5 DIMENSIONS SHOWN ARE MINIMUM. ACTUAL DIMENSIONS MAY VARY WITH MANUFACTURER. FOR MULTIPLE PIPE ENDWALL MORTAR ,I • SHOUT DER C B 6 'D"" IS NOMINAL DIAMETER. _ Ia NOTES: 31(' DEPTH "H" OF 36" DIAMETER BASE UNIT RESTRICTED DIAMETER Of PIPE CULVERT SIZE OF ELL.IP71CA1. PIPE CULVERT SSP AN x RISE) 7. IN THE EVENT THE INVERT OF THE OUTFALL PIPE IS HIGHER THAN THE BOTTOM OF THE STRUCTURE, TO 4'-0'" MAXIMUM. D° H 1_45 S S$5 G ❑ b APED WITH CEMENT MORTAR TO PREVENT T 0 121, " " " " " •, " 0 " •, " ^ „ „ - „ „ �, •, .. `I--- ¢ BIASED EON7END-SECTION DESIG'NSSHOWN ORPONDINGOF WATERRINCTHEE SHALSANDING ONE THROUGH PIPE ONLY. (ONE PIPE ENTERING AND STRUCTURE.SH �? 2 IS FS 21 OR 24 27 OR 3fl 33 OR 36 S x D ' 23 x 14 3D x 19 34 x 22 38 x 24 42 x. Z7 45 x 2B 49 x 32 53 x 34 12 2 D S 7 i 90 2'-7 e" 2`-O" 0°-1 4" O'•1°' I Is i _ _ _ N THE DEFT, IF THE CONTRACTOR ELECTSONE PIPE EXITING STRUCTURE) O 1e ° , _ 1 a SHOWN ON 8. TONGUE AND GROOVE JOINT ARE TO BE OF FABRICATOR'S DESIGN MEETING VDOT APPROVAL. H 2'-D" 2' 3" 2'-6" i' -q" 3'-19" 4'-4" H 1^•10„ 2'•4" 21_7„ 2'-9" 3'-1" 3'-3" 3'-6" 3'-8" 15"" 2'-3 8'-2 2'-3" 3'-2 r,"' 2'-6" 0'-} �° 0'-1 TO 115E THE ALTERNATE DESIGN 18 2-6 13 9 2-8 3-9 3' 4" O 2' D'_ir II DO NOT THE RIGHT LENGTHS WILL BE REDUCED BY JOINTS ARE 70 B€ SEALED WdTH MORTAR,O-RING GASKETS, OR BUTYL RUBBER. L 4' 0" 5'-0" 8'•0" 81-01" 10" 0" 12" 0" L 5` 5" 7 _211 B' S" 9'-2" 10'-2" 1D'-11" 12"-1" 92"-i9" . "I BEVEL L _ - s _ CULVERT _ THE DIFFE�EENCE IN DIMENSION "rDll 1 - I I r , 1 2P" OR 24" 3'-2 ° 12"-11 3'-6' 4'-N 4°-0" 9'-3 O'-2" Jap INVERT d 0'-7/a" O-1 i" G'-2" 0'-2/2" 0'-3/a" D'-31}5" O 0'-2/2"' 0'-3/.. 0"-3/z" 4' -4" -O' -4/x O'-4 4" O'-5" 0'-5/2• 27" OR 30" 3'-10 1S'-ir 4._4„ 6,_1 " 5'-0�� 0-3V4.,O,_ I „ b 0'-1" 6'-11/4" 0'_1%2'° 01.2" 0'-2'/2° 0,-3„ b p,.2,1 G,_�r/SII 0°-234"` 0'-3" 0" 31/z" 0'-335" 0' 0." 0° 4�/i" 33" 4R 36„ „ 19' 3 _ „ 7-3""6,_D„ O,_4,, _ „ DETAIL A DETAIL B SLOPE DETAIL �VC7C'i SPECIFICATION 1Vk�oT SREFER£NCEN SREFERENCIEN �VI�CiT �VDOT SPECIFICATION RDAs AND BRIDGE STANDARDS PRECAST ENDWALL FOR PIPE CULVERTS REFERENCE PRECAST ENDWALL FOR MULTIPLE PIPE CULVERTS FLARED END SECTION STANDARD PRECAST BASE UNITS C ROA]' AND BRIDGE STANDARDS � ROAD AND BRIDGE STANDAJiD5 ROAD AND BRIDGE STANDARDS REFERENCE SHEET 7 OF 1 REVISION DATE 1211 - 36" [CIRCULAR AND 23" x 14•"" - 53" x 34" ELLIPTICAL PIPES 105 SHEET 1 _OF1 REVISION DATE 12" - 36" CIRCULAR PIPES FOR 45° SKEW 195 342 1211 - 60" CONCRETE PIPE CULVERTS REVISION DATE SHEET 1 OF 1 SHEET 1 OF 1 REVISION DATE 105 101,02 VIRGINIA DEPARTMENT OF TRANSPORTATION SO2 107.96 VIRGINIA DEPARTMENT OF TRANSPORTATION 302 VIRGINIA DEPARTMENT OF TRANSPORTATION - - VIRGINIA DEPARTMENT OF TRANSPORTATION 302 _ 102.11 103.11 2016 ROAD & BRIDGF STANDARDS 2016 ROAD & BRIDGE= STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE` STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARD'S 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS r•MH•2 IS -1 - - - GENERAL PB -9 PB -1 NO PROJECTION OF PIPE ABOVE GROUND LINE 1. METHOD "A" PIPE BEDDING SHALL BE USED FOR ALL TYPES OF PIPE CULVERTS WITHIN THE - APPLICABLE HEIGHT OF COVER RANGE NOTED IN THE STANDARD PC -1 TABLES UNLESS TOP OF FILL TCP OF FILL TOP OF FILL OTHERWISE NOTED ON THE PLANS. 2.. H - HEIGHT OF COVER MEASURED FROM TOP OF CULVERT TO FINISHED GRADE. MH -1 FRAME GROUND LIME s GROUND LINE x = GROUND LINE x AND COVER 3. b - EXCAVATION DEPTH AS SHOWN ON PLANS OR T9 FIRM BEARING SOIL. - - _ INTERLOCK SHALL BE PROVIDED BY r r �rrrrrr _ --• - - - SHAPE TO ELEVATION T (,ITE.- ..rrrr rrr'.. ° ° t I=II _ ''T--- ' rr�rrrr 1" DIAMETER HOLES, 3°` OVAL SLOT, >>f/ OF MIDPOINT OF CIRCULAR PIPE -I rrrr .rrr rrrr _ I �I OR OTHER VOOT APPROVED METHODS. rl� LARGEST PIPE. I III II �-- _ =4 %r r'Will� ' I I I rrrr rrr I I -'°I " �yi! II-['rrr rr` l- rrr rr r -- rr rr FOR 4 STEEL DOWELS. � II EARTH CENTERS TO BE 180•APART. � � + + �. r 1. D + OUTSfDE DIAMETER 9F PIPE. + rr d r II- fl r r I ROCK DR rr r E EARTH p w -I I o -I UNYIELDING SEE NOTE 8. SHAPE TO 2. d - INSIDE DIAMETER OF PIPE. J I- r IF s9I1 41 r r CONTOUR I LI -' BEDDING _ OF PIPE 3. X - WIDTH OF CLASS I BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE, , MATERIAL 9! NOTCH, DOWELS, KEYS 9i -C OTHER VDOT APPROVED 76h X - 12" WHERE d IS LESS THAN 36'S 3 _ J I I c 1 e `d X 18" WHERE d IS 36" AND GREATER. A!IN. 1/ 10 p _ MEANS OF PROVIDING POSITIVE INTERLOCK ARE TO ,, MIN. 1lt0 ❑ MIN- D m BE INCLUDED IN FLAT SLAB TOPS USED IN = f SPACER UNIT 4. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL. MAY BE ELIMINATED FOR X D X BEDDING X D x BEDDING J�j 11 - CONJUNCTION WITH CURB DROP INLETS. gg SAS REQUIRED) NORMA_ EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPET MATERIAL MATERIAL x D J X C7 30" AND LESS IN DIAMETER WITH HEIGHT OF COVER IV OR LESS. /2" PER 1" OF H LOCATION, SIZE AND SHAPE p 2.-9" 2'_0.• • MEN, di•'. MAX. 24" FOUNDATION SOFT, YIELDING, OR OF HOLE MAY VARY DEPENDING 4 STEPS >'� _ - �� 5. REGULAR BACKFILL MATERIAL MAYROU IN USED IN LIEU OF CLASS PLASTIC MATERIAL FOR NORMAL EARTH FOUNDATION ROCK F'OUNDAT1ON r ON THE TYPE OF STRUCTURE. r ` : - - ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE (EXCEPT PLASTIC PIPET 30°' AND C}THERWISE UNSUITABLE MATERIAL � U (AS R£O'0.1 ' r ° - + LESS IN DIAMETER WITH HEIGHT OF COVER 15' OR LESS. 6. BEDDING MATERIAL AND CLASS I BACKFILL MATERIAL MAY BE ELIMINATED FOR SHOULDER PIPE PROJECTION ABOVE GROUND LINE • SLOT INLET (DI -13) OUTLET PIPES INSTALLATIONS. I (ASRREO'0.) f j aA - 2" MAX. 2•_O^�':••° SLOPE TO DRAIN TO INVERT ELLIPTICAL PIPE MIN. 7,5 x D MIN, 1.5 x D MIN. 1.5 x O MIN. 1.5 _x D MIN. 1.5 x 0 MIN. 1.5 x ❑ V_/ OF OUTLET PIPE TOP OF FILL TOP OF FILL TOP OF FILL 5•' _ a°-9'• - s• _� SECTION A -A I ' - 7. 51 OUTSIDE SPAN DIMENSION OF PIPE. 21 S2 - NSIDE SPAN DIMENSION OF PIPE PLAT SLAB TOP UNIT r 5" MIN. -�-51' MIN. I ZTMSITION,EI,ETWEEN T • •� ® ,2 _ - !�uj PIPE DIAMETERS WHEN METHOD OF TREATMENT IN DROIT INLETS 3. R - OUTSIDE RISE DIMENSION OF PIPE, rrrrr� rrrrrr x - V, Q rrrr... - rrrrrrrrr.rrr rrrrrrrrrrrrrrr -- DIFFERENT SIZES OF 4. X - WIDTH OF CLASS IBACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. PIPES ARE ENCOUNTERED. 1n� r.'rr •rrrr '.rrrr rrr..: rrrrrrrrr.rrr rrrrrrrrrrrrrr 5" 4'-D" 5' c7 X - 12" WHERE S2 IS LESS THAN 36'". iv � rr rr - rrr rrr : � rr'rarrrrrrr rrrrrrrrrrr 5" 4` 0" 5' �- x - 1B" WHERE Sy IS 3S" AND GREATER , err rr ...GROUND --- • rr rr • '�" `r = rrr..rrr.r rrrrrrrrrr 5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR b r + r 8 GROUND = rrrrrrrrr rrrr.rrrr - j ' NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE S2 IS 38°' OR a � .r : LINE � � LINE � GROUND LL ,•• _ .] ry -LINE r ` LESS AND HEIGHT OF COVER 15 OR 1_E55 -� ••` .......• - � - � - CONCRETE TAPER UNIT ECCENTRIC TAPER UNIT 0 NOTES: \\ 6. REGULAR BACKFILL MATERIAL MAY BE USED IN LIEU OF CLASS I BACKFILL MATERIAL FOR ILII _ - =1 _ W SHAPING OF MANHOLE AND 'INLET INVERTS IN ACCORDANCE WITH 1 ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S2 IS 38" OR LESS AND .III III -III -III" -ILII ;� EARTH _L.1 MIN, 1/ fD 0 _ ROCK OR i ,- f T 0 \ HEIGHT 9F COVER 75' OR LESS. - - - =III III II - - UNYIELDING H L.i NOTES, THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED SLOPE TO DRAIN ON PLANS OR WHERE INVERT 4F PIPE PS ABOVE INVERT OF r TO INVERT OF MIN. 1/10 D K D x BEDDING ' - - - - - �r 0' STRUCTURE. } I" PER - SOIL If --I - , I,�, W �i 1. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION ON 6. SPACER UNITS SHOWN HEREON ARE ALSO KNOWN AS OUTLET PIPE. MATERIAL 1" OF H X p X MIN.1/7p p - BEDDING " WEEP HO ST REQUIREMENTS, "." (LIN FT "GRADE RINGS" OR ADJUSTMENT RINGS". - PIPE ARCH MIN. 8". B DING EARTH _ S EP H U J/ }/ f MAX. 24" MATERIAL MATERIAL MANHOLE A DROP INLET I Tp BE FORMED AND CONSTRUCTED 1, S - SPAN DIMENSION OF PIPE. FOUNDATION SOFT, YIELDING, OR (f) ri MANFi0LE5�Df3,AEN590N�E�TC. FOR IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING.. 7. WHEN SPACER UNITS ARE RE13U1'RED-"H" R TO BE THE INVERT SHAPING AS DETAILED HEREON IS TO CONSIST OF A J ten,, NORMAL EARTH FOUNDATION 2.. ALL SPACER UNITS, FLAT SLAB TOPS, AND TAPER UNITS MEASURED FROM THE TOP' OF THE UPPERMOST SPACER, PORTLAND CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL -= 1 111 2, R - RISE DIMENSION OF PIPE, ARE TO BE IN ACCORDANCE WITH THE REOUIRfMENTS g SPACER UNIT IS TO BE DOWELED OR MORTARED TO CLASS G1, EXCEPT THAT 25!. OF COARSE AGGREGATE MAY BE n 1,. OF AASHTO M199, TAPER UNIT DR FLAT SLAB TOP. LIP TO 4'° IN DIAMETER AND CONSIST OF STONE, BROKEN BRICK, + JJ 3, B - SEE PC 9 TABLE FOR APPLICABLE PIP€ MATERIAL p�� BEDDING MATERIAL IN ACCOROAHC£ WITH 3. CONCRETE SHALL BE 4040 PSI. BROKEN CONCRETE OR BROKEN CONCRETE BLOCK. THE SURFACE y N CEJ//f//r3 SECTION 302 OF THE ROAD AND BRIDGE EMBANKMENT NOTES* W SHALL BE LEFT SMOOTH BY MEANS OF HAND TROWELLING. NONE NII ♦,/ " .%:' ' 4. x - WIDTH OF CLASS [BACKFILL MATERIAL BEYOND THE EXTREMITY OF THE PIPE. SPECIFICATIONS.. g OF THE COARSE AGGREGATE SHALL REMNN EXPOSED. a .• x - 12" WHERE $2 IS LESS THAN 36". FOR GENERAL NOTES ON PIPE BEDDING, a 4. FOR STEP DETAILS SEE STANDARD ST -L _ a + a , x 18" WHERE 32 IS 36" AND GREATER CLASS I BACKFILL MATERIAL IN ACCORDANCE SEE INSTALLATION OF PIPE CULVERTS DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE 5. DIMENSIONS SHOWN ARE MINIMUM. ACTUAL D11.9ENSIONS PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED - WITH SECTION 302 OF THE ROAD AND BRIDGE AND STORM SEWERS GENERAL NOTES W W 5. WHERE DIRECTED BY THE ENGINEER. BEDDING MATERIAL MAY BE ELIMINATED FOR SPECIFICATIONS. ON SHEET 1O7.p0. MAY VARY WITH MANUFACTURER. INDIVIDUALLY TO BEST FIT THE PARTICULAR INLET AND OUTLET NORMAL EARTH FOUNDATIONS UNDER ROUTINE ENTRANCE PIPE WHERE 52 IS 35" OR REGULAR BACKFILL MATERIAL !N ACCORDANCE LL CONFIGURATION AND FLOW LINES, FOR PLASTIC PIPE CLASS T BACKFILL MATERIAL WITH SECTION 302 OF SHE ROAD AND BRIDGE LESS AND HEIGHT OF COVER 15' DR LESS. �_�Jrrr CRUSHER GLASS CONFORMING TQ THE 0 SECTION B -B IN ACCORDANCE WITH SECTION 342 OF THE ROAD SPECIFICATIONS, SIZE REQUIREMENTS FOR CRUSHER RUN V LL PLA 6. REGULAR BACKFILL MATERIAL MAY IN USED IN LIEU OF CLASS d S 35"LL MATERIAL FOR AND BRIDGE SPECIFICATIONS. AGGREGATE SIZE 25 AND 26 MAY BE ALL FOUNDATION TYPES FOR ROUTINE ENTRANCE PIPE WHERE S IS 35°' OR LESS AND FOR ALL OTHER PIPE REGULAR BACKFILL MATERIAL USED IN PLACE Of CLASS I BACKFILL. METHOD OF TREATMENT IN MANHOLES HEIGHT OF COVER 15' OR LESS,. IN ACCORDANCE WITH SECTION 302 OF THE ROAD - ' AND BRIDGE SPECIFICATIONS. ■ 1Vmyr SPECIFICATION xvc= SPECIFICATION SPECIFICATION 1/pQT V®IST SPECIFICATION ■ ROAD AND BRIDE STANDARDS STANDARD PRECAST MANHOLE TOP UNITS ROAD AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENCE REFERENCE INSTALLATION OF PIPE CULVERTS [+& STORM SEWERS 1 XINSTALL. CE PIPE CULVERTS Algia STORM SEWERS REFERENCE _ MANHOLE & INLET INVERTS GENERAL NOTE) ROAD AND BRIDGE STANDARDS OF ROAD AND BRIDGE REVISION PIPE BEDDING N y� � SHEET 1 OF:J REVISION RAPE 342 302 REVISION DATE SHEET 1 OF 1 SHEET 1 OF 4 REVISION DATE CIRC- `' � P E L� E ���I'+� ANL1 B AC �C F f L L - METH. ❑ 11 AI I 302 VIRGINIA DEPARTMENT OF TRANSPORTATION SHEET 1 OF 9 REVISION DATE 342 143.09 _ - 196.08 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 VIRGINIA DEPARTMENT OF TRANSPORTATION 107.00 107-01 07/12 'VIRGINIA DEPARTMENT OF TRANSPORTATION 303 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE. STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS DETAIL 1 DETAIL 2 EC -1 EC -2 2" MAX. 4�1 OR FLATTER 6'; CG 6 B _ INTERNATIONAL SYMBOL �q B S" MAX, e. HAN 4:1 ANCHOR SLOT - p OF ACCESSIBILITY IU - I� "' Z. DETAIL 3 F f 1 I I' 1 CENTER ROW MAY BE - I IIIIII a - ELIMINATED WHEN SLOPE ITL ^ I, I I -I NOTES- A r A A I t5 LESS THAN 4�1 LIGHT COLORED REFLECTIVE 1.2,. =i €III- 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. d A A JUNCTION SLOT BACKGROUND MAIL 40DO PSI IF PRECAST. 2. CONCRETE 74 BE GLASS A3 IF CAST N PLACE, DARK COLORED 2" LETTERS 5' MAX. 4=1 OR FLATTER CHECK SLOT ANCHOR SLOT 3. COMBfNATIDN CURB &GUTTER HAVING A RADIUS 3' MAX. STEEPER THAN 4.1 - OF 300 FEET DR LESS [ALONG FACE OF CURB) & 318" BORDER RESERVED 1 I I f - II SHALL BE PAD FOR AS RADIAL COMBINATION m r♦ ,� TERMINAL FOLD =III- CURB & GUTTER PARKING i f B B I I I EDGE AND END JOflIINTS TO LAP JOIryT .; !�� '♦ ♦ / 4. FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE 24'". N " I 1 BE OVERLAPPED 2" MINIMUM• 2" MIN. ISI LAYER, THE BOTTOM OF THE CURB & GUTTER 6, L L I I I III I1 DOFF SUBBASE COURSES BE EAND TO LT EEL IDE DEPTH OF O THE OP£ 4ar> _ J /-y I COMBINE THIRD ROW OF STAPLES =III" THE PAVEMENT, 111 II 1 }8 B I ALTERFROM NATE SPACING. P IN LAP WITH TERMINAL FOLD 5, ALLOWABLE CRITERIA FOR THE USE OF GG -6 9"' MAX. IS BASED ON ROADWAY CLASSIFICATION AND f 1 DESIGN SPEED AS SHOWN !N APPENDIX A OF SIGN SHALL BE LOCATED SUCH THAT f7 WILL NOT BE 9 R THE ROAD DESIGN MANUAL IN THE SECTION OBSCURED BY VEHICLE PARKED IN SPACE. Re�V. No. Date ...� -� ON GS URBAN STANDARDS. SIGN ['SEE DETAlLE GEDT€xTIL I I FG E FABRIC 'Oi tVA LE. __1ARIABLE_ `�'�^- 11p -' GEOTEXTILE L` �e = R EP _ FABRIC = OEOTEXTILE = - I �< a' 1. 'I " _ O FABRIC m o -I ,�[I'-IIS . 'n WITH EPEL OP 2' 4M'MIN. J n 04p SECTION A -A SECTION A -A SECTION A -A-``' 7.4°MAX. Qj MIN. 35 1 I r 0 d-, Q , d Q Q RANDY MIN. W I CHECK SLOT JUNCTION SLAT o - a �. o , s STRIPED AREA 4" STEEL PIPE FILLED WITH CONCRETE 11IVL1 1 L, IL.PL.91 NOTES, -111"[' � NQTES* p.� /� It ; ' L 1 TO 2' 1. APPROXIMATE 200 STAPLES REQUIRED D D a D © O DISPLAY CQIJDITIDIVS� LEC. IV Q.Q� 4 r ❑ I- L FOR MULTIPLE LINE INSTALLATIONS, DIMENSION S IS TO GOVERN THE PROTECTION PER 4' X 225' ROLL, - - - - - - '- '� - - '�f•3 �-t] OUTSIDE THE CHANNEL WIDTH (W). _ - UNLAWFUL {) j... /r� c I 2. ANCHOR SLOTS, JUNE BU SLOTS AND THE BOTTOM OF THE CURB AND - 2. ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION IS WHERE NO ENDWALL JUNCTION SLOT I I= - , I p CHECK SLOTS TO BE BURIED 6" TO 72" 61, 2,_0" GUTTER MAY BE CONSTRUCTED WITH END TAIL ON IS SPECIFIED ON THE PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE AND VARIABLE. PARALLEL 70 THE SLOPE OF �? WITH DETAIL 2 SHAWN ABOVE sa 3 MAX, SPACING C -C CHECK SLOTS SUBBASE COURSES PROVIDED A NO. 11 MIN. - - MINIMUM DEPTH OF 7" 3. GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS Al ,T, AND 8 MATERIALS IN GAGE WIRE - 100' S1_0RE 4$ OR LESS 59' SLOPE THIS AREA MAY BE CONCRETE ACCORDANCE WITH THE SPECIFICATIONS. F1 VARI STEEPER THAN 4t AT THE OPTION OF THE CONTRACTOR IS MAINTAINED. PARKING IN THIS FABGEORIC VARIABLE 4. STAPLES FORMED FROM N0. 8 STEEL SPACE IS SUBJECT FABRIC 4. S -DIAMETER OF CIRCULAR CULVERT OR SPAN FOR 80x, ELLIPTICRL OR ARCH CULVERT. WIRE 8" STAPLE MINIMUM LENGTH TO A FENS 4F H - DIAMETER 9F CIRCULPR CULVERT OR RISEIHEIGHT FOR BOX, ELLIPTICAL OR ARCH PLAN VIEW $50.00 TO $100.00 DATE: 'AUGUST 8, 2018 CULVERT. FOR SANDY SOIL 6" STAPLE MINIMUM HANDICAPPED SECTION D -B Z USE TYPICAL SECTION SHOWN ON PLANS FOR SIDE SLOPE, BOTTOM WIDTH AND DEPTH CUT OR FILL SLOPE INSTALLATION STAPLING DIAGRAM LENGTH FOR OTHER SOIL. SYMBOLS B' MIN, MAXIMUM OUTLET OF CHANNEL OR MATCH EXISTING DITCH OR NATURAL GROUND. DITCH INSTALLATION VELOCITY LIGHT COLORED 1" LETTERS TYPE OF OUTLET PROTECTION MATERIAL MINIMUM "7" GENERAL I11C}TEcj: (FOR DESIGN STORM) (INCHES) 1. ROLLED EROSION CONTROL PRODUCT 15 TO BE LOCATED AS JNDICATEp DARK COLORED REFLECTI OUTLET PROTECTION MINUMUM LENGTH (L) ON THE PLANS IN ACCORDANCE WITH THE DIMENSIONS SPECIFIED ON 4• FOR SOURCES OF APPROVES MATERIAL SEE YDOT'S APPROVED PRODUCTS LOST BACKGROUND MATERIAL SCALE: N/A CLASS At CLASS Al DRY RIPRAP 8 fps 18 TYPICAL SECTION. FOR EC -2 MATERIALS TYPES 1, 2, 3, OR 4. VAN ACCESSIBLE SPACE 5' FOR REGULAR SPACE NOTE: TYPE A IINSTALLATIpM 3H RAMP FOR HANDICAPPED MUST BE LOCATED CLASS S CLASS I DRY RIPRAP 14 fps 24 2. "T -TOP" STAPLES OR OTHER MANUFACTURER'S RESIGN APPROVED BY THE TYPE B INSTALLATION 5H ENGINEER MAY BE SUBSTITUTED FOR THE STAPLES SHOWN. AT SAME POINT ADJACENT TO THE 8' AISLE. DESIGNEE BY: i<EP GLASS II CLASSY DRY RIPRAP 19 Ape 36 3. WIDTH OF MATERIAL MAY VARY FROM MINIMUM DIMENSION BY INCREMENTS OF - 4 OR 5 FEET. A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION / /� SPECIFICATION - 10/24114 FILE NO. 2197W REFERENCE CULVERT OUTLET PROTECTION ���T ����� �y 4` �+, SPECIFICATION _. ROAD AND BRIDGE STANDARDS RCAF ANO BRIDGE STANDARDS ROLLED EROSION C � I Y T R L! L PRODUCT REFERENCi REFERENCE _ I I v�T Handicapped Parking 204 PROTECTIVE COVERING INSTALLATION CRITERIA COMBINATION 6 CURB AND GUTTER ROAD AND BRIDGE STANDARDS Ver. 1 245 REVISION DATE SHEET 1 OF 1 SHEET I OF 1 REVISION DATE 244 NT`S Index # SHEET 17 OF 21 " 303 VIRGINIA DEPARTMENT OF TRANSPORTATION 07/16 [TEMPORARY USE) 606 105 REVISION DATE SHEET I OF 1 4l4 113.01 113.02 VIRGINIA DEPARTMENT OF TRANSPORTATION 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 2016 ROAD &BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS 18-12 STANDARD MILLING AND PAVEMENT WIDENING 12th i MIN. SURFACE COURSE Key-, 10 1*11 4 �� A f/ rl�a/►/ai/ � ire/ � �4�a �/aiMi/ � M/ � a a s a a'A a a a a .t .A 4 i NOTE: EXISTING PAVEMENT TO BE MILLED TO FULL DEPTH OF PROPOSED SURFACE COURSE (MINIMUM 1.5") AND REPLACED WITH ASPHALT TO MATCH EXISTING SURFACE. "MILLING WIDTH TO BE A MINIMUM OF 12" OR AS SHOWN ON PLAN TO ACHIEVE A FULL SURFACE DEPTH COURSE OVER EXISTING PAVEMENT AREA. f'�► PAVEMENT WIDENING DETAIL 02/25115 Sp- N.T.S. VER 1 2" SM -12,5A SURFACE COURSE 8" SUBBASE VDOT STD. 21 B - COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 5, SOIL TEST OF THE SUBGRADE MUST BE SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. STANDARD PARKING AREA *111" PAVEMENT SECTION 11106114 N.T.S. VER 1 P 2" SM -12.5A SURFACE COURSE II 3 BM -25 BASE COURSE tr .: 8" SUBBASE VDOT STD. 21 B Dactil Iran. per A5T1Vl A53 4 (Uncoated) e 5-8 U voted a�l i l lTi_I I-ITI-ri r l I I I� I I- COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 5. SOIL TEST OF THE SUBGRADE MUST SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. NOTE: ONSITE PAVEMENT TO TIE IN TO EXISTING ROADWAY PAVEMENT SHALL BE PER VDOT STANDARD WP -2. AREA TO BE MILLED AND OVERLAID AT TIE IN JOINTS SHALL BE DETERMINED BY THE VDOT INSPECTOR, TRUCK ACCESS AND HEAVY DUTY PAVEMENT 13.75" [349mm] Uncoated Cover 1.50 [38mm1 PAVEMENT SECTION 11106114 GRAVEL 12' 12' N.T.S. VER 1 14.00" [356mml-�{ Steel Angle with Anchor Studs 14.00" [366mml-I Part 4F21 E 6" 4,000 PSI REINFORCED CONCRETE 8" SUBBASE VDOT STD. GR -21A COMPACTED SUBGRADE (COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT VDOT VTM-1 METHOD) PAVEMENT DESIGN BASED ON A SUBGRADE CBR DESIGN VALUE OF 5. SOIL TEST OF THE SUBGRADE MUST BE SUBMITTED FOR ACTUAL DETERMINATION OF REQUIRED PAVEMENT SECTION THICKNESS PRIOR TO CONSTRUCTION. NOTE: CONCRETE PAVEMENT TO BE MIN, 4000 PSI WITH 6X6 WWF. MAXIMUM EXPANSION f CONTROLS JOINTS AT 12 X 12. HEAVY DUTY CONCRETE Minimum PAVEMENT SECTION 11/19/14 /� N.T.S. VER 7 5 - CL -Al RIF -RAP 2' ROOF DRAIN RIP -RAP N.T.S. 4" REINFORCED CONCRETE 3000 PSI 4" SUBBASE (21-ASTONE) i 114" = V .. tt a • • A. _I-ff IElIMI MII-II1�--I I I -I I I ('- COMPACTED SUBGRADE (95% DENSITY) PAVED PARKING 24" SHEET FLOW 6" WASHED GRAVEL (2"-31()1 GRAVEL FILTER STRIP CONCRETE SIDEWALK 11106/14 N.T,S, VER 1 I (She/r- •4 r. N { TOP OF REINFORCING BAR FLUSH WITH TOP OF CONCRETE PRECAST CONCRETE BUMPER � s' DIAM. HOLE (TYP.) 2 - #4 BARS CONTINUOUS FULL LENGTH OF I CONCRETE !!�$ 4" REINFORCING BARS EMBEDDED 18" INTO SUBGRADE WHEEL STOP N.T.S, 4" x 2.5" x 2.5" SIAMESE CONNECTION Tx 1'x6" CONCRETE PAD 4" CL 52 DIP PIPE FLANGED JOINTS -� 1.5'x1.5'x1,5'STONE BEDDING FOR DRAINAGE AND SUPPORT 2.0' 11/05114 VER 1 4" x 2.5" x 2.5" SIAMESE CONNECTION 900 BEND WITH WEEP HOLE REMOTE FIRE DEPT. CONNECTION N.T.S. 11105/14 VER 1 17.88" [454mm]--�{ Plan Notes �.aBlNaoaHaNaaJ 1. Series Number: TR12-12.501G.FB-F21E LIMITS OF BITUMINOUS SURFACE Dactil Iran. per A5T1Vl A53 4 (Uncoated) e 5-8 U voted • Open Area: Not Applicable • Load Rating: 2496 PSI (AASHTO M-306 Test Method) '���'C • Made in the USA 24' 3. Concrete: Concrete Thickness and Reinforcement per Structural Engineer's Specification for the Application. 46 TRENCH FORMER" 3' 3' 13.75" [349mm] Uncoated Cover 1.50 [38mm1 Part #12.501G.1`6 GRAVEL 12' 12' GRAVEL Black (Epoxy Coated 14.00" [356mml-�{ Steel Angle with Anchor Studs 14.00" [366mml-I Part 4F21 E SHOULDER POINT OF SHOULDER Depth a a " [305 ml A Expansion Joint Bath 12. 0 Varies ` a Sides (Recommended) *LARGE BARRIER COMPUTED GRADE a Monolithic pour F//\ 4 dv � X 6.00" [152mm]� A ° \ EPS former **LARGE BARRIER �`/ No -Float STONE 12'-20' OC 1" [26mm] �i�//i\\✓i�` Anchor Slab Minimum STONE 12'-2O' OC Copyright 2011 ABT, Me- /� 4.0%2.0% 2_ 0% 4.0% with Uncoated Solid Cover and Epoxy Coated Frame P.O. BOX 837, 259 MURDOCK ROAD TROITPMAN, INC 281eg 2;'� ,. t -. "r•TK ro..X. +_. +e'er°" .+.li.�i , ;+#. �Le"„• �� ••r.-iy. a. �',!A+1. aYrtg"'R ;N''L ,%i. t•r'•i°LV ; {r, _ "+v9. `S. -ow;d"',. m4 ..Ye.;e•.",• ,k rs 'J' ..•+...'Y :,".�.7.. +,:w `Y. - �7 •f C F rieta ri hts of AST Inc.. are Fnduded in the infermation disclosed herein. The m cilent h accepting this document a fees that neither IN ment nor the Inkimation d' PYO( ry g rep y g s doer esUo6ed herein nor any part thereof shell be copied, reproduced w trothers for to othfar manufacturing or for any other purpose except as specifically authorized In wiling by ABT, Inc. DISCLAIMER: The custoiner and the cuatcomer's architects, engineers, cansultams and other professimals arra =plewy reapws hle for the seloam, in54arlawn, and maintenance of any product purchased from ABT, and EXCEPT A$ EXPRESSLY PROVIDED IN AST's STANDARD WARRANTIES, ABT MAKES NO WARRANTY, EXPRESS OR IMPLIED, AS TO THE SUITABILITY, DESIGN, MERCHANTABILITY, OR FITNESS DF THE PRODUCT FOR CUSTOMERS APP( -KATION. Copies of ABA's sfandartl warranNea ora aVdilahle upon requasl. 6"-21A LIMITS OF BASE EXISTING BARRIER STONES ALONG EXISTING ACCESS ROAD TO BE REMOVED AND PLACED ALONG RELOCATED ACCESS DRIVE SHOULDER @ 12'-20' OC TYPICAL TRUCK ACCESS ROAD SECTION 11119/14 N.T.S. VER 1 17.88" [454mm]--�{ Plan Notes �.aBlNaoaHaNaaJ 1. Series Number: TR12-12.501G.FB-F21E A®d®4pG d' 2. Grates: Dactil Iran. per A5T1Vl A53 4 (Uncoated) e 5-8 U voted • Open Area: Not Applicable • Load Rating: 2496 PSI (AASHTO M-306 Test Method) '���'C • Made in the USA 9 f� G 2. Farm Re€ease:. Nan -Petroleum Based 3. Concrete: Concrete Thickness and Reinforcement per Structural Engineer's Specification for the Application. 46 TRENCH FORMER" COVER TOP VIEW (ROTATED 940) 13.75" [349mm] Uncoated Cover 1.50 [38mm1 Part #12.501G.1`6 Locking Devlce COVER END VIEW 1.75" X 1.75" X 0.19" Part #1811A [44.5mm X 44.5mm X 4.8mm] Black (Epoxy Coated 14.00" [356mml-�{ Steel Angle with Anchor Studs 14.00" [366mml-I Part 4F21 E a _ n a Concrete Slab A - Depth a a " [305 ml A Expansion Joint Bath 12. 0 Varies ` a Sides (Recommended) Rail Clamp e _ a Monolithic pour F//\ 4 dv � X 6.00" [152mm]� A ° \ EPS former Minimum All Sides �� s�/ Part#TR12 a �`/ No -Float 3" [7 ] 6mm �\� #4 Rebar U -Leg Minimum����//f//////f/ \ri 1" [26mm] �i�//i\\✓i�` Anchor Slab Minimum END CROSS SECTION VIEW Copyright 2011 ABT, Me- /� TFX 12 - 12" [305mm] ID Trench Former® System with Uncoated Solid Cover and Epoxy Coated Frame P.O. BOX 837, 259 MURDOCK ROAD TROITPMAN, INC 281eg SE=RIES: TR12-�12.5!D1G.FB-F2�E REV: 00 c7D4 528.5808 a rieta ri hts of AST Inc.. are Fnduded in the infermation disclosed herein. The m cilent h accepting this document a fees that neither IN ment nor the Inkimation d' PYO( ry g rep y g s doer esUo6ed herein nor any part thereof shell be copied, reproduced w trothers for to othfar manufacturing or for any other purpose except as specifically authorized In wiling by ABT, Inc. DISCLAIMER: The custoiner and the cuatcomer's architects, engineers, cansultams and other professimals arra =plewy reapws hle for the seloam, in54arlawn, and maintenance of any product purchased from ABT, and EXCEPT A$ EXPRESSLY PROVIDED IN AST's STANDARD WARRANTIES, ABT MAKES NO WARRANTY, EXPRESS OR IMPLIED, AS TO THE SUITABILITY, DESIGN, MERCHANTABILITY, OR FITNESS DF THE PRODUCT FOR CUSTOMERS APP( -KATION. Copies of ABA's sfandartl warranNea ora aVdilahle upon requasl. 1599CGS APPROX. DRAIN AREA =92.70 SO IN APPROX. WEIGHT WITH FRAME = 59.52 LES HINGED GRATE FOR EASY ACCESS 3.4 1.68 I ' - N Onar -w4 }8�r +F L I 1.12 � 16,13 DIMENSIONS ARE, FOR REFERENCE ONLY THIS PRINT DOCLO$E$ SUBJECT NUTTER NWHICH DRAWN BY ESC MATERIAL 31MITRONAAVIE ACTUAL DIMENSIONS MAY vARY NYLCPL $T HAS DIETARY RIGHTS. THE RECEIPT BIfFORI, GA MPS% DIMENSIONS ARE IN INCHES OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-07-M nKTILE IRON PM Mg0312W GRATE MEETS H-20 LOAD RATING TRANSFER OR LICENSE THE USE OF THE DESIGN OR 0 9t FAX 1779}932-p4% QUALITY: MATERIALS SHALL CONFORM TO ASTM A538 GRADE 70-5M TECHNICAL INFORMATroH SHOWN HEREIN REVISED SY OCA PRDAECTNDAIANE "w"^YbPVN""tew" PAINT CASTINGS ARE FURNISHED WITH A BLACK PAINT RSP LJCTINI OT THIS PRINT OR ANY INIFORMATHM CONTAINED HEREIN, A4 MAMFACTURE OF ANYDATE 9830.13 14 N$TANDARD CRATE ASSEMBLY LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OniERS 7801.1t0D32 ISFORBIDDEN. NFROIdEXCEPT ACIPLAST. WRITTEN owu WE A SCALE 1B SHEET 1OF1 DWO NO.. 7001.110•" REV D PEFWISSIOk FR.OAI NYLOLAST. rrsoe vnpwr Section 2721 Engineered Surface Drainage Products GENERAL PVC surface drainage inlets shall include the drain in indicated a bas as I Icated on She contract drawing and referenced within the contract specifications T Ila 9 hrPe 9 P he duct iron grates for each of these fittings are to be considered an integral part of the surface drainage inlet and shall be furnished by the same manufacturer. The surface drainage inlets shall be as manufactured by Nyioplast a division of Advanced Drainage Systems, Inc., or prior approved equal. MATERIALS The drain basins required for this contract shall be manufactured from PVC pipe stock, utilizing a thermoforming process to reform the pipe stock to the specified configuration. The drainage pipe connection stubs shall be manufactured from PVC pipe stock and formed to provide a watertight connection with the specified p pas stem. This joint tightness shall conform !o ASTM U3212 for [iills for drain and severer blastic Ripe using flexible elastomeric seals. The flexible elasiomeric seals shall conform to ASTM `477. The pipe bell spigot shall be joined to the main body of the drain basin or catch basin. The raw material used to manufacture the pipe stock that is used to manufacture the main body and pipe stubs of the surface drainage inlets shall Conform to ASTM D1784 cell class 12454. The grates and frames furnished for all surface drainage inlets shall be ductile iron for sizes 8, 10", 12", 15", 18", 24' and 30' and shall be made specifically for each basin so as to provide a round bottom flange that Closely matches the diameter of the surface drainage inlet. Grates for draln basins shall be capable of supporting various wheel loads as specified by Nykoplast. 12" and 15" square grates will be hinged to the frame using pins. Ductile iron used in the manufacture of the castings shall corrform to ASTM A536 trade 70-50-05. Grates and covers shall be provided painted black- INSTALLATION laCl -INSTALLATION The specified PVC surface drainage inlet shall be Installed using conventional flexible pipe backfill materials and procedures. The backfill material shall be crushed stone or other granular material meeting the requirements of Class 1, Class 2, or class 3 materia[ as defined in ASTM D2321. Bedding and backfill for surface drainage inlets shall be wall placed and compacted uniformly in accordarhoe with ASTM D2321. The drain basin body will be cut at the time of the final grade. No brick, stone or concrete block will be required to set the grate to the final grade height. For load rated installations, a concrete slab shall be poured under and around the grate and frame. The concrete slab must be designed taking into consideration local soil Conditions, traffic loading, and other applicable design factors. For other installation considerations such as migration of fines, ground water, and soft foundations refer to ASTM 02321 guidelines - MIS MINT DMLOSESSUeJiXt NUTTER N WHICH DRAWHBY CJA MATERIAL 3130WOMAAVE NYLOPLAST HAS PRDPA*TARY RIGHTS. THE RECEIPT eUFORD, GA 30.318 ORT 'JN OF THIS PRINT DOES NST CONFER. DATE 310-M rg PHNI779J032.2U3 TRANSFER OR LICENSE THE USE OF THE DESIGN OR _ y1 R.lSt• FAXjiTn NZZWi.�, TECHNICAL INFOMUTMN SHOWN HERSH ft-vo OeY MIN. PRLUECTNOAIALE REPROCUCTION OF THIS PRNT OR ANY LWORMATKIN 7nLE C94TA14ED HEREIN, OR MAWFAGTURE OF ANY DATE 9311.16 BIN - 30 N @RAIN[ASN SPECIFICATIONS ARTICLE REREFROK FOR THE DISCLOSURE TD OTHERS S FORBTIOEIL E%CFPT BY &PECAST. IC WRITTENPERMISSIOJ FROM HYLOPIAST. DWO Siff A SCALE 11 SHEET 1 @F 1 DWG Na 700111114}4 RFY H apii r+nraP41 NON TRAFFIC INSTALLATION DRAIN BASIN INLINE DRAIN GRATEICOVER GRATEICOVER TOP SOIL - TOP SOIL / ♦ ,( l 4' MIN ON 6' -24' _. . S' MIN ON 30' THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I, CLASS II, OR CLASS III MATERIAL AS. DEFINED IN ASTM D2321. BEDDING 8 BACKFILL FOR SURFACE DRAINAGE INLETSSHALL BE THE BACKFILL MATERIAL SHALL BE CRUSHED ST[NNE OR OTHER PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM =1. GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLAS I, CLASS N, OR CLASS HI MATERIAL AS DEFINED IN ASTM 02321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH A51M DMI. RISS PRKF DISCLOSES SUBJECT MATTER W WHiOH URA NIn CJA IAATEIIAL x139 VERDNA AVE NYLOPUST HAS PROPRIETARY RIGHTS THE RECEIPT 9IFDRD. GA 3asTe OR POS$E$SNIN OF TINS PRNT OCES NOT CONFER, DATE 91" PHNffR932440 RAN TSFER Ce UCEVA THE USE GF THE DESIGNOR7�T�T PAX ffM 43R•2400 TECHNICKNP0FAATR1N3HONH HEREIN REVMSY MM PROACTNDAYAIIF 1\•' t ia5l ' Ayfopugwa. REPROWCMN OF THIS PFJN CR ANYINFORMATICN TITLECCNTANW HERI,OR MUNOFACNRE OF A74h` DATE 41111-16 DEAN BSN d INUNE DRAM AAnCLE HEREFRGM, FORTJIE OSCLOURETOOTHERS MIDNTRAFFI OMALLAi" NS FORBDOEFL EXCEPT BY SPECIFIC WRITTEN DWC SIZE A SCALE 1:25 SHEET 1 DF 1 mGNo. 7001-1104n REV E PERMISSION FROM NYLOnAST. - 2499CGS APPROX. DRAIN AREA --194.50 SO IN APPROX. WEIGHT WITH FRAME =134.00 LBS 3A6 l� u II I 11 Q C= �r] DUCTI IRON D O 026.75 028.5f1 DIMENSIONS ARE FOR REFERENCE ONLY THIS PRINT OIGLOSES SUBJECT MATTER IN WHICH DRAWN BY Get MATERIAL 3.39 VERONA AVE ACTUAL DIMENSIONS MAY VARY NYLOPIAST HAS PROPRIETARY RIGHTS. THE RECEKPT BUFORD.6A 36615 DIMENSIONS ARE IN INCHES OR POSSES" OF THIS FRET DOES NOT OCNFER DATE 03&aa OUCTILB RONPHN (770432:7443 GRATE MEETSH-20LOAD RATING TRANSFER. OR LICENSE THE USE .OFTHEOESIGNDR. r4Jv ot'$st FAXWD"32-UN QUALITY; MATERIALS SHALL CONFORM TO ASTM ASM GRADE 71Y5M M`NCCAL NFMW"ON SHOWNNEREN REVISED 61' CGA PRO.rtCT rNO,1uIE w.+ea ylaPdulnrseam REPFJ3%C7H>I OF rill PRINT OR ANY INFORIAATICM PAINT: CASTINGS ARE FURNISHED WITH ABLACx PAINTTITLECOWNNED HEREIN, OR KANUFACTUREOF.ANY CAM081IM3 34M STANOMD GRATE ASSEMBLY -TYPE e LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS 7001.110.2 IS FORBODEW EXCEPT BY SPECIFIC WR ITN PERMISSION FROM NYLORASTSN-1-o""rOWG S¢E A SCALE IAD SHEET fOFt DWO NO.seal-1t6717 REV @ . NYLOP�LAST 240 DRAIN BASIN: 2824AG _ _X (T.2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN 0.0. MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE(ACOCRDINGTO RECOMMENDATION PLANS`TAKE OFF) (MIN. NAANUFACTURRNG REQ SAME AS MIN.. SUMP) i4) VARIOUS TYPES OF INLET& OUTLET ADAPTERS AVALABLE: 4' - 24' FOR CORRUGATED HOPE (ADS H -12F MODR DUAL WALL, ADSHANCOR SINGLE WALL), N-12 HP, PVC SEWER {EX: SOR 35), PVC DWV (EK; SCH 4), PVC COMPOW5, CORRUGATED &. RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE BROWN) I-GRATESrSDLID COVER SHALL BE MXILE. IRON PER ASTMAM URAM MMO. 2- FRAMES SHALL BE DUCT12 IRON PER ASTM A6X GRAOE?040 d4. 3 - BRAN BASIN TO BE O IrOM MARUFA.CTURELI ACCOROINCTO PLAN OE TNS RISERS ARE NEEOED FOR BASINS OVER SP WE TO SHIPPING IRBSTRICT10HS.. SEE GRAYING NO. 7BOI.1100&5. 4 - DRANAGE CONNECTION STUB JOINT TIGHTNESS SIRAII CONFORM TO ATM 03712 FOR CORRUGATED HOPE }APS NoZHANCOR OU4 WALL). N•12 HP B PVC SEWER 6, ABAPTERS CAN 8E MO WrW ON ANY ANGLE O• TO W. to DETERAirff MNV" ANGLE BETWEEN ADAPTERS SEE DRhYMM ND. 7004.110012 1&' MIN WIDTH GUIDELINE 3'M IN THICKNESS GUIDELINE TRAFFIC LgAM CONCRETE SLAB DIMENSIONS ARE FOR ISI ADAPTER GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE RNGLES DESIGNED TAKING INTO CONSIDERATION LOCAL SCNL CONDITIONS, AOCM@"-369' TRAFFIC LOADING. B OTHER APPLICABLE DESIGN FACTORS. ACCPLA NO TO PLANS SEE DRAWIL4GNO. 7001-1T0-1}1 FGriI1ONTRAFFIC INSTALLATION. (3) VARIABLES UMP DEPTH ACCORDING TO PNJWJS {8' MIN, BASED ON MANUFACTURING REO_y 4'MIH THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I. CLASS II, OR GLASS III MATERIAL AS DEFINED IN ASTM D2321, BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS $HALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM 02321. GRATE OPTION[ LOAD RATING PARTi DRAWING PEd£5 IAN MEETF410 24"Oop 700t.110-210. ETA RD MEETS H.20 MIK,CGs 4ppt-110.317 -11 SOLID COVER WEETS H-29 AWCGC T9m.11r}71a DOME WA 24f9CdT TeOf•11Yk21a DROP INGRATE LIGHT DUTY 2401 DI 7991 -It IN tlS} G'� C C IN N qt V ZZ 4M C _ 4) ti i 0 0 C 35 ►'� a t C ay 81 r X 4 C CLL F 0 II! ALJ �1 L:J w LU Z J 0 a LU Lu Luw Z 0 LL V7� SP# 4l-18 Rev. No. Date 2 01/02/2019 H l•%k Y ? RA Y EPLER 1"d LIC. No. 32809 DATE: AUGUST 8, 2018 SCALE: NIA DESIGNED BY: KDP FILE NO. 2197W SHEET 18 OF 21 18-1 general backfill B.— location marker 8' location marker s" 24" select backfill 24° select backfill 6 All backfill to be compacted to 95% of ASTM D69B maximum density, STANDARD locatiol location markt 24"select backfill s" r CONCRETE ENCASEMENT TRENCH & BEDDING .1_ finished grade FEB 08 fi° dia, schedule 40 steel pipe filled with concrete 3' and painted yellow finished 7' grade 2' 097 16' dia. .a concrete ',,. '•',, I 3 enCasemant •y y IL's 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. pad V-6° dia. x 6" deep g stone screw type adjustable valve box valve box adaptor �— locator marker FIRE HYDRANT ASSEMBLY .8.. mechanical joirtt swivel tee with 6" branch APR 09 L 41 room In addition to restraining each joint of the fitting, any Joint that falls v6thin the specified length of each branch of the Rai rig shall be restrained. L = restrained length of pipe (PVC or DIP) D = pipe diameter kL 6° 8" 12" 16° 1a" 20° 24" ft} 60 60 100 120 120 140 160 TEE, CROSS, WYE I y D L = restrained length of pipe (PVC or DIP) 0 = pipe diameter ❑ 6• a" 1 45', 221 j2', 11 114° nommen 6" 12" 2' 16' ta° 20"24° Lu (ft) 20 20 20 L (ft) 20 1 20 1 20 1 20 1 20 1 20 20 HORIZONTAL BEND RESTRAINED JOINTS FOR TEE, CROSS, WYE AND HORIZONTAL BEND -2- FE13 09 D1 �L 02 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. L = restrained length of pipe (PVC or DIP) D = pipe diameter • nommen 6" 12" 16' 18' 20° ©MMM®MM Lu (ft) 20 20 20 20 80 100 t20 120 ®®®® 160 concrete pad 18' dia. x 61 deep finished grade rr ®�I, rFfTT-��1 awm©© W r ` We r° ®comm© Z i screw type adjustable Mote: valve shall r° ammo®m® 24" min. 46° min- valve box ttypeevel gear 7djb W®MMMM© valve restrained to main d REDUCER L �L� I L I D In addition to restraining the connection, any joint that falls within the specified Iength shall be restrained. W"D, ❑ 6" 12" 16' 18' 20° 24' Lu (ft) 20 20 20 20 80 100 t20 120 1 140 J 160 VALVE, DEAD END RESTRAINED JOINTS FOR REDUCER, GATE VALVE AND DEAD END -3- L = restrained length of pips (PVC or DIP) D = pipe diameW FEB 09 finished grade down hand Ld = down bend restrained length of pipe (PVC or DIP) depth 4 ft. min. Lu = up bend restrained lengthof pipe (PVC or DIP) Ld D =pipe diameter up bend ec, depth D Each side of any vertical offset bend shallrestrained. Lu --«� addition. anyy joint that falls u>nthin the specified length on each side of the fitting shall be restrained. 45° ❑ 6" 8° & 12" 16',1 s, & W 24' Ld (ft) 20 40 60 so Lu (ft) 20 20 20 20 RESTRAINED JOINTS FOR VERTICAL OFFSET .4 - FEB 09 concrete pad 18' die. x 6' deep—, ,-- finished grade 6" stone -----•r screw type adjustable valve box salve boxy min. location marker adaptor joint valve restrained stone restraints I �, main D 6" 8' & 12° 18', 18" & 20' ZV 22 i12° Ld (ft) 20 20 40 40 Lu (ft) 20 20 20 20 RESTRAINED JOINTS FOR VERTICAL OFFSET .4 - FEB 09 concrete pad 18' die. x 6' deep—, ,-- finished grade 6" stone -----•r screw type adjustable valve box salve boxy min. location marker adaptor joint valve restrained stone restraints I �, main D 6' 8° & 12° 16', 18' & 20° 24" 11 1d4' Ld (ft) 20 20 20 20 L -U (ft) 20 20 20 20 RESTRAINED JOINTS FOR VERTICAL OFFSET .4 - FEB 09 concrete pad 18' die. x 6' deep—, ,-- finished grade 6" stone -----•r screw type adjustable valve box salve boxy min. location marker adaptor joint valve restrained stone restraints I �, main 89t 89; 16" solid block Water 16", 18", 20" and 24" GATE VALVE -Jr- va ve restrained to mein 8'x 8"x 16" solid block Forced Sewer APR 09 Lo M t � CO I---18" to 24"-�J L 8'k 8N 16' Wid block for 12'valve _ vL f�H � IM 8", 8" and 12" con crate pad 18' concrete pad 18' dia. x 61 deep finished grade dia. x 6" deep . rFfTT-��1 W r ` We 6' stone Z i screw type adjustable Mote: valve shall 24" min. 46° min- valve box ttypeevel gear 7djb valve restrained to main d LU LU F F— L • IVfV1 kO 0 D 00 W Note: valve shall ..., ...• , wL C] w be spur gear v+ 1 valve box ti adaptor tYPe •iii. a Rev. No. Date adaptor •••• • RA Y L EPLER �P' Lic No 32809 69' min. DATE: AUGUST 8, 2018 SCALE: - NIA over -excavation FILE NO. 2197W SHEET 19 OF 21 89t 89; 16" solid block Water 16", 18", 20" and 24" GATE VALVE -Jr- va ve restrained to mein 8'x 8"x 16" solid block Forced Sewer APR 09 Lo M t � CO N 0 tV J ° p CD C °i7�� C _ vL f�H � IM ° re V'u e .y . rFfTT-��1 W r ` We Ig z Z i 'V UJ UJ d LU LU F F— L • IVfV1 kO 0 D 00 W a a� LU w wL C] w v+ 1 ti SP# 47-18 Rev. No. Date RA Y L EPLER �P' Lic No 32809 DATE: AUGUST 8, 2018 SCALE: - NIA DESIGNED BY: KDP FILE NO. 2197W SHEET 19 OF 21 18-12 54-1-D Do aft, PC 0m M -1 In . r TJ ALED4T150 rxna o-nd« Proleo: Type: Prepared By; pate: Drnear Into LED Alfa 'Ips. GwWAI`urenR Ylan. tSfhV 1014 h.3,A Calix Temp; SpWtt[C.d] YpdN. a" Col. Acc q: ncm 2e . 02M LTO IJI.rpm: 100x00 2T . 0. D Lamm: hew Ings we. 158'N ukI 1,9 Lpw EFa -, 9Pi Color ar.aa W."r, y.a rw Technical Specefhcatlems � � Calor Gonslshney:. 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Kaged b. -,p ane mdefa Nal w sear Papa..+ 320.1' Marek Help Ne.e rmyi:aa, mtp rna. tes>N aAa•Tooe €mad. aamaAaaagmaq .ranllpAMgsmh Cay.ipM£2fn9 RPB LymAV liw AS Rpha R.myea !Ira+: Spxd a,oaa prP�lti•.�[0 alur'rlaat orry ami wnA.W mare Page 1 aF2 LIGHT POLE NOTE: A MAXIMUM HEIGHT OF 25' IS ALLOWED FOR POLE -MOUNTED LIGHT FIXTURES. FEATURES 6 SPECIFICATIONS Iwdarrk.a.r ^rhea CONSTRllCTICIN • wean -wwm to T 1 Pale s Ills MrlrB lwuderal rieldnp coda. ■ Pale shah is ora plea, leer celeaa s[oy steel per ASTM ARS, trade A wgh 55,000, P&0 mah9numydsid atrangeh. Polo have VtY be per AM &3A and shah Fehncope Pdr shot m4 be drop ram OW Wowed top ROUND TAPERED STEEL POLES end Latton. Handhele le 2'x 4' minkrenn. Oa,VT end aatenva am included. ease COMMERCIAL RATED(NON•AASHTM) rxwen Aft"be txo pleca• ""O"c"dng PanaadLUcn. FLOW shall mitdh We. Re rKMaNe pole wp"I be groAded with .60 drill pan- type put.. N."Itmd" i frMenerr slag be stainless stall. FINISH - CaIwer and pales per ASTM A123. Paxded pdea shR he 9am1-00ss i PaWCIK palnt- GROUNDING - Goundnp proWrwn shall In Ingnedataly soonslhle through be" hole. 11-13 thready, MtE TOi SrxLE x L P2 a5a a.00 ANCHOR BOLTS -aewanchor goals stall De per ARSNrO M314 arASTM F 1354 w ePr � Aa - Grade 55, b pt dp getvantre. Nuts and as w withers ohd be per AASHTO W14 -War � �„�� ASTM Fh5sa.-ha-gahnrax.d- POLEiOPSTYLE POLE ORDERING DATA Haw to construct a catalog number for RTS poles: WMI PLE: RT62UM P2 ND 52 1 FIII In Catalog Number ` 1 2 3 4 4 CATALOG DESCRLPTION NLJISEA 1, BASE POLE (SFE SHEET 2] ROUND TAPERED STEEL Z POLE TOP STYLE P2 TENON. 2.39 0.0. X 4' LQ P3 TENONr3S00.O.X8'LG P4 TENON, 4-00 CO." a Its TENON, 2.99O.O.X4' LG pa TFNON. 2 EB O.D-X IF L© PL PLAIN TOP, NOTENCN $. POLE TOP DRILL Na NO DRILL PATTERN PATTERN 4. FINISH BIC BLACK PANT 4.OPTIONS 1 FESTOON Br7X BC BRONZE PAINT 2 NIT COVER del GREEN RUNT 3 TAMPER RESSTANT OR ORAYPANT 4 SCREY9S VIRPATiON NA HOT DIP GALVANIZE PP PRIME PAINT DAMPENER wN WNTE PLANT IiOTES� 1. The Fathom On IS. located an the cams alga as VA hand hda, 39' above pole prate. Receptacle 7 Corer chat net wrduded. (pme PT 50 25 0 50 100 SCALE: 1 " = 503 N L.) 0 00 to E aNNC4 si pC� InC N y" a C: x r U_ �F z n a z J � d H z LU aU J 4W LU LU z w 0 LL U) P# 47-18 Rev. No. Date 2 01/03/2019 fr-NA N Y L PLEB SL'ac. NO. 32809 kz DATE: AUGUST 8, 2018 SCALE: • N/A DESIGNED BY: KDP FILE NO. 2197W SHEET 20 OF 21 18-12 Guidelines referenced from the Guidelines referenced from the D. Location of structures. 2012 Frederick County Fire Prevention Code 2012 Frederick County Fire Prevention Code (1) At least three perimeter walls of all industrial, commercial, public or semipublicorresidential structures APPENDIX D FIRE APPARATUS ACCESS ROADS with three or more dwelling units perstructure shall be within Zoo feet of a street, fire lane, or private APPENDIX D FIRE APPARATUS ACCESS ROADS O street. G N M i? t4 to I� (2) Structures exceeding 3o feet in height shall not be set back more than ga feet from a street, fire lane or 0104.3 Remoteness SECTION D101 GENERAL _ private street. Where two fire a - tD7 C M >* apparatus access roads are required, they shall be placed a distance apart equal to not less than one half � `_ � r~ � (3) When any combination of private fire -protection facilities, including but not limited to fire -resistive of the length of the maximum overall diagonal dimension of the lot or area to be served, measured in a straight line 0101.1 Scope roofs, fire separation walls, space separation and automatic fire -extinguishing systems, is provided, and between accesses. Fire apparatus access roads shall be in accordance with this appendix and all other applicable requirements of the C q} W approved by the hire Marshal or his/her designated representative as an acceptable alternative, International Fire Code. Subsection D(2) shall not apply. SECTION DID5 AERIAL FIRE APPARATUS ACCESS ROADS V_ 0 _ ? C L) Li (4) The Fire Marsha] or his/her designated representative may, in concert with the local volunteer fire r C D105.1 Where required SECTION 0102 REQUIRED ACCESS company; require least two means of access for fire apparatus to all commercial and industrial Where the vertical distance between the grade plane and the highest roof surface exceeds 30 feet (9144 mm), approved structures. Those access ways shall meet the requirements of Subsection $(3}, aerial fire apparatus access roads shall be provided, For purposes of this section, the highest roof surface shall be 0102,1 Access and loading (5) Landscaping or other obstructions shall not be placed around structures or hydrants in a manner so as to determined by measurement to the eave of a pitched roof, the intersection of the roof to the exterior wall, or the top of Facilities, buildings or portions of buildings hereafter constructed shall be accessible to fire department apparatus by impair or impede accessibility for fire -fighting and rescue operations, parapet walls, whichever is greater, way of an approved fire apparatus access road with an asphalt, concrete or other approved driving surface capable of supporting the imposed load of fire apparatus weighing at least 75,0DD pounds (34 050 kg). E. Water supply. D1052 Width Aerial fire apparatus access roads shall have a minimum unobstructed width of 26 feet (7925 mm), exclusive of (t) Water supply systems she]] be designed so as to be capable of supplying at least 1,00a gallons per minute shoulders, in the immediate vicinity of the building or portion thereof. SECTION D103 MINIMUM SPECIFICATIONS at 20 pounds per square inch. Water supplies shall be made available and operational before combustibles are on site during construction. D10S.3 Proximity to building D103.1 Access road width With a hydrant til (2) In areas developed with single-family detached or duplex dwelling units, there shall be a fire hydrant At least one of the required access routes meeting this condition shall be located within a minimum of 15 feet (4572 Where a fire hydrant is located on a fire apparatus access road, the minimum road width shall be 26 feet (7925 mm), within 400 feet of all units. In areas developed with three to five dwelling units per structure, there shall mm) and a maximum of 30 feet (9144 mm) from the building, and shall be positioned parallel to one entire side of the exclusive of shoulders jsee Figure 0103.11. r, z be a hydrant within 300 feet of all units. In areas developed with six or more dwelling units per building. The side of the building on which the aerial fire apparatus access road is positioned shall be approved by the ;t structure, there shall be at least two hydrants within goo feet of all units. In areas developed with fire code official. industrial or commercial development(s), there shall be a hydrant within Soo feet of all portions of any structure. Where one hydrant is dedicated to the operation of a standpipe system, there shall be at least / � LU z 0105.4 Obstructions ,�,_-TVR 2g one other hydrant meeting the distance requirements set forth above. The hydrant dedicated to the Overhead utilityand ower lines shall not be located over the aerial fire a t•rr p apparatus access read or between the aerial fire 2e R operation of the standpipe system shall not be farther than 50 feet from the standpipe. Distance 7YP --� � measurements under this section shall be along center -line roadway surfaces or along surfaces meeting apparatus road and the building. Other obstructions shall be permitted to be placed with the approval of the fire code zsUJ 00 the requirements of a fire lane (designated or undesignated) where appropriate, but in all cases access to official. 96 -FOOT DIAMETER 60 -FOOT -y- MINIMOM CLEAeANCE each b}drant shall be directly from a roadway and/or fire lane. euu-O> ssac DRANini (3) Fire hvdrants shall be marked in accordance with the Frederick CountySanitation Authority ty policy. SECTION 0106 MULTIPI.E•FAMILYRESIDENTIAL DEVELOPMENTS $e'er{ 2S' R {4) Fire hydrants located in parking areas shall be protected by barriers that will prevent physical damage II _ rI _\from vehicles. 0106.1 Projects having more than 100 dwelling units 1 20'� M ► Multiple -family residential projects having more than 100 dwelling units shall be equipped throughout with two Po,_T (5) Fire hydrants shall be located within three feet of the curb line of fire lanes, streets or private streets separate and approved fire apparatus access roads. ,. 2W sa, when installed along such access ways. 720FF'f]pT Fh4MMERHFJIp ACCE.7>TA81E,4LTERWATn1E (b) Fire hydrants shall be installed in accordance wish the standards of the Frederick County Sanitation Exception: Projects having up to 200 dwelling units may have a single approved fire apparatus access road when all To tau -FOOT HAMMERHEAD Authority. buildings, including nonresidential occupancies, are equipped throughout with approved automatic sprinkler systems For s+:1 mac=M4.8 mm. Installed in accordance with. Section 903.3.1.1 or 903.3.1.2. FIGURE D103.1 DEAD-END FIRE APPARATUS ACCESS ROAD TURNAROUND (7) Threads on fire hydrant outlets shall conform to Frederick County Sanitation Authority policy. 0103.2 Grade N (8) Fire hydrants shall be supplied by not less than asix-inch diameter main. Fire apparatus access roads shall not exceed 10 percent in grade. ro Exception: Grades steeper than 10 percent as approved by the fire chief. j Guidelines referenced from the Guidelines referenced from the - - - --' - - - - / 2012 Frederick County Fire Prevention Code 2012 Frederick County Fire Prevention Code APPENDIX D FIRE APPARATUS ACCESS ROADS APPENDIX D FIRE APPARATUS ACCESS ROADS WEST 61ZD01tE RC)Af) � D106.2 Projects having more than 200 dwelling units D103.3 Turning radius Route SPE [$0' as nI FnsteosFeeo=asmq, � I WEST BROOKE ROAD Multiple -family residential projects having more than 200 dwelling units shall be provided with two separate and The minimum turning radius shall be determined by the fire code official, r.,rsnvw.y ���•%�« approved fire apparatus access roads regardless of whether they are equipped with an approved automatic sprinkler - system. 0203.4 Dead ends �'- _ �_-►r- 3-d- v-__ sr ----w- erg------ri-__ __ -re---v-•---w-___y`_ _w__�� ___w-__-w__-w__�w-_ w-_«., V ...y.._..�tr-___+�� ~r Dead-end fire o v�-----� apparatus access roads in excess of 150 feet (45 720 mm) shall be provided with width and turnaround 0 provisions in accordance with Table D103.4. V_ SECTION D107 ONE- ORTWO-FAM ILY RESIDENTIAL DEVELOPMENTS TABLE D163.4 REQUIREMENTS FOR DEAD-END FIRE APPARATUS ACCESS ROADS V -- -"�_-^ --M'--t+-•�---fir--- 4+--�''�r D107,1 one ortwo-family dwelling residential developments LENGTH feed- wmrFl (teat) TURNAROUNDS REQUIRED - SIGN \\ P Y g g P 0.150 lir None Required Developments of one- or dwellings where the number of dwelling units exceeds 30 shall be provided with "TAYPE [Tl SIGN two separate and approved fire apparatus access roads, and shall meet the requirements of Section D104.3. 1 96 -foot Ham iamet merhead, d, -sac i a "Y" or Q 1.6r " � PROP, STAND 4 i "A" TYPE 151-500 zo 4& -root diameter cul-de-sac in accordance witi� Figure o103.1 1 n`y PIPE l t ___ -rim _ �.... _-al-----tit_ ....A... r.�. _�..#___�___- r._. ay-� G" Exceptions: 1. Where there are more than 30 dwellin units on a single public or private fire apparatus access road and all dwelling 420 -foot Hammerhead, 60 -foot "y" or � - g g p P pp g 507-750 28 96 -foot diameter cu] -de -sac in accordance with Figure 0403-7 / units are equipped throughout with an approved automatic sprinkler system in accordance with Section 903.3.1.1, A A ` � 903.3.1.2 Cr 903.3.1.3 of the International Fire Code, access from two directions shall not be required. Dver 75p Special approval required J l..1 �y 1 [ 1 rar SI: 1 foM = 3d4.$ mm. CL � J I�i as SIGN PROP. FIRE - VV d 2. The number of dwelling units on a single fire apparatus access road shall not be increased unless fire apparatus access a TYPE RANT REMOVE EX NO SL HSC 1 X. FIRE , roads will connect with future development, as determined by the fire code official. D103.5 Fire apparatus access road gates 4s C. LU �'��✓/iC PARKING SIGN r HYDRANT ` Gates securing the fire apparatus access roads shall comply with all of the following criteria: W W 11t/CLL DIOS REFERENCED STANDARDS 1. The minimum gate width shall be 20 feet (6096 mm). 4 A H/C - fV��+ � I � V 2, Gates shall be of the swinging or sliding type. � Q I � HIC \� ASTM F 2200-05 Standard Specification for Automated Vehicular Gate Construction 0103.5 g g g YP 1 H/C ` ICC IFC -12 International Fire Code D101,5, 3. Construction of gates shall be of materials that allow manual operation by one person. V 0107.1 � V p I - I I _ _i I _ i 1 _ 1_ 4. Gate components shall be maintained in an operative condition at all times and replaced or repaired when defective._J - T- UL 325-02 Door, Drapery, Gate, Louver, and Window Operators and Systems, with Revisions through D103.5 J February 2006 5. Electric gates shall be equipped with a means of opening the gate by fire department personnel for emergency access. < Q UJ f Emergency opening devices shall be approved by the fire code official. LU Q 6. Manual opening gates shall not be locked with a padlock or chain and padlock unless they are capable of being L!J W� iU opened by means of forcible entry tools or when a key box containing the key(s) to the lock is installed at the gate z W LLElllocation. L� I 7. Locking device specifications shall be submitted for approval by the fire code official. , �+ 1 I j FxISTi G MANUFACTUl3 NG PLANT 8. Electric gate operators, where provided, shall be listed in accordance with UL 325. �Irrr - 757.032.6 S.F. I _� FF = 689.45 9. Gates intended for automatic operation shall be designed, constructed and installed to comply with the requirements 1 E of ASTM F 2200. r i l � . I ff } I I Guidelines referenced from the - Frederick Coun VA I tY� 2012 Frederick County Fire Prevention Code i Local ordinance referenced from Ltt : ecacie26t xoni�8�og4 APPENDIX D FIRE APPARATUS ACCESS ROADS Or §90_4 General requirements D103.6 Signs --� The following requirements shall apply to all construction or land development activities in areas of the County to Where required bythe fire code official, fire apparatus access roads shall be marked with permanent NO PARKING -FIRE which this article applies: LANE signs complying with Figure D103.6. Signs shall have a minimum dimension of 12 inches (305 mm) wide by 18 inches (457 mm) high and have red letters on a white reflective background, Signs shall be posted on one or both sides � � N apparatus road as required b PP q Y Section 0103.6.1 or 0143.6,2. I 1 A. Means of access for pure Department apparatus. of the fire a aQ r3 SIGN TYPE "A" SIGN TYPE "C" SIGN TYPE "D" SIGN TYPE MODIFIED "W i18� � L ii/C (t) The means of access for Fire Department apparatus and personnel shall consist of fire lanes, private � �� � � - _ _Jkv _ ,r streets, streets, parking lot lanes or a combination thereof. _ _ NO NO NQ M[? _v-� - ---- T H/C (2) Parking in any means of access shall not be permitted within 15 feet of a fire hydrant, sprinkler or PARKING PARKING PARKING PARKING 78= 78" UI standpipe connection or in any other manner which will obstruct or interfere with the Fire Department's F LANE FARE LME FURS LANE Fell LANE Rev. NO Date ® a v v > - use of the hydrant or connection. S to 1Of15r2018 EX- FIRM; (3} 'Ne parking" signs or another designation indicating that parking is prohibited shall be molded at all ' g g P g P P 72 -.� t2" 12" HYDRANT a] an emergency access points to structures and within z5 feet of each fire hydrant, sprinkler or norm d e o v I standpipe connection. FIGURE D1oa.a FIRE UiNE slcNs TH ©F I SIGN PROP. FIRE > e' I TYPE HYDRANT D. Fire lanes. S p L "A" � `T' a : � �, • ' a v SIGN (1) The Fire Marshal or his/her designated representative, in concert with the local volunteer fire company, D103.6.1 Roads 20 to 26 feet in width Fire lane signs ass specified in Section 0103.5 shall be sled an both sides of fire -� I TYPE may designate both public and private fire lanes as required for the efficient and effective use of fire g p Po apparatus access roads that are 20 to Y - r 26 feet wide (6096 to 7925 mm). CJ �} �q D apparatus. Said fire lanes shall be marked in a manner prescribed by the Fire Marshal or his/her RAN L, P LER 0- 7 � 0 0 �- - U f designated representative. Parking in a designated fire lane shall be controlled by Chapter 158, Vehicles p, � - - - - - - - -- - - - -F Iy' �� Traffic, u 0103,6,2 Roads more than 2fi feet in width L I CC} . I V , J� R 1 p 4 1-� L� and Trafof the Frederick County Code. -_• "' Fire lane signs as specified in Section 0103.6 shall be posted on one side of fire apparatus access roads more than 2fi II - - - - TYPE - - - - - - - - - - - - - - - - - - - g 47 OA W `iw % (2) Fire ]apes shall be at least zo feet in width, with the road edge closest to the structure at least 1a feet from o I ! J, Lim I �+ �., feet wide (7925 mm1 and less than 32 feet wide (9754 mm). C. r - .. the structure, be constructed of a hard all-weather surface adequately designed to support any fire w apparatus likely to be operated in such fire lane or be of subsurface construction designed to support the �S-to�ra� same loads as the above surfaces and be covered with no more than three inches of soil or sod, or both, SECTION D104 COMMERCIAL AND INDUSTRIAL DEVELOPMENTS " r and be designed with radii of sufficient length to allow for safe turning by any fire apparatus likely to be w " I operated on such fire lane. / YqH D1134.1 Buildings exceeding three stories or 30 feet in height DATE;' AI.IGUST $r 2(}1$ (3) Fire lanes connecting to public streets, roadways or private streets shall be provided with curb cuts Buildings or facilities exceeding 30 feet (9144 mm) or three stories in height shall have at least two means of fire extending at least two feet beyond each edge of the fire lane. apparatus access for each structure. I _ r t (4) Chains or other barriers maybe provided at the entrance to fire lanes or private streets,p rovided that they are installed according to the requirements of the Authority Having Jurisdiction, D104.2 Buildings exceeding 62,000 square feet in area r+ _ ' ���L�� � � " �� Buildings or facilities having a gross building area of more than 62,000 square feet (5760 m2y shall be provided with two � I C. Parking Int lanes. separate and approved fire apparatus access roads. DESIGNED BY: KDP t Parking lot lanes shall have a minimum of iSfeet clear width between rows of parked vehicles for Exception: Projects having a gross building area of up to 124,000 square feet (11520 m2) that have a single approved fire apparatus access road when all buildings are equipped throughout with approved automatic sprinkler systems. FILE N©. 2197W - vehicular access and movement. 60 34 U fiC 120 SHEET 21 OF 21 18-12 SCALE: 1" = 60' R