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Home My WebLink AboutSDP202000023 Plan - Approved 2020-09-18GENERAL NOTES MARTHA& JEFFERSON HOSPITAL OWNER: PRESIDIO PANTON), LLC 455 SECOND ST SE, SUITE 201 CHARLOTTESVILLE, VA 22902 DEVELOPER: CASTLE DEVELOPMENT PARTNERS, LLC 230 COURT SQUARE, SUITE 202 CHARLOTTESVILLE, VA 22902 ENGINEER: COLLINS ENGINEERING 200 GARRETT ST, SUITE K CHARLOTTESVILLE, VA 22902 (434)293-3719 TAX MAP NO.: 07800-00-00-02OM6 DB 5349 PG 413-421 TOTAL PROJECT AREA: 20.415 ACRES TOTAL ZONING: PLANNED DEVELOPMENT MIXED COMMERCIAL WITH PROFFERS (ZMA 01-015), PRESERVED AND MANAGED STEEP SLOPES OVERLAY DISTRICT, FLOODPLAIN OVERLAY DISTRICT, AND ENTRANCE CORRIDOR DISTRICT TOPO & SURVEY: BOUNDARY SURVEY PROVIDED BY ROUDABUSH & GALE DATED NOVEMBER 2019 AND UPDATED IN MAY 2020. ORIGINAL TOPOGRAPHY IS AERIAL SURVEY PERFORMED BY VIRGINIA RESOURCE MAPPING DATED JANUARY, 2006. ADDITIONAL TOPO AND VERIFICATION OF EXISTING TOPOGRAPHY HAS BEEN PERFORMED BY ROUDABUSH & GALE IN NOVEMBER, 2019 AND MARCH 2O20. TOPOGRAPHIC SURVEY PERFORMED IN SUPPORT OF DESIGN MEETS STATE CODE REQUIREMENTS FOR SURVEYS. BOUNDARY UPDATED PER SURVEY PLATS FROM ROUDABUSH & GALE ASSOCIATES, DATED AUGUST, 2020. DATUM: NAD83, NAVD 88 EXISTING TERRAIN: WOODED UNDEVELOPED PROPERTY SLOPING DOWN TOWARD THE RIVANNA RIVER AND INTERSTATE 64. PROPOSED: 250 RESIDENTIAL APARTMENT UNITS, CLUBHOUSE, AND AMENITIES (100) 2 & 3 BEDROOM APART. UNITS AND (150) 1 BEDROOM AND 1 BEDROOM W/ DEN APART. UNITS WATER SUPPLY PROTECTION AREA: N/A WATERSHED / WATER RESOURCE AREA: RIVANNA RIVER DRAINAGE BASIN ALLOWABLE DENSITY: PER ZONING APPLICATION PLAN - PARCEL I (16.65 ACRES) = 250 UNITS: 15 DU/AC. PROPOSED DENSITY: THE ENTIRE REZONING DEVELOPMENT AREA IS LOCATED ON THIS PROPERTY, WITHIN THE 20.415 ACRES. THE TOTAL DENSITY OF THE PROPERTY IS AS FOLLOWED: DENSITY OF ENTIRE PROPERTY = 250 UNITS / 20.415 ACRES = 12.25 UNITS / ACRE BUILDING HEIGHTS: MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 60 FEET. STEPBACKS: THE MINIMUM FRONT STEPBACK REQUIREMENTS FOR EACH STORY THAT BEGINS ABOVE 40 FEET IN HEIGHT OR FOR EACH STORY ABOVE THE THIRD STORY, WHICHEVER IS LESS, THE MINIMUM STEPBACK SHALL BE 15 FEET. NOTE: FRONT STEPBACK REQUIREMENT FOR NORTHEAST FACADE OF BUILDING #3 APPROVED BY THE ALBEMARLE COUNTY BOARD OF SUPERVISORS ON JULY 15, 2020. SETBACKS: FRONT = 10 FEET MINIMUM FROM THE RIGHT-OF-WAY OR THE EXTERIOR EDGE OF THE SIDEWALK IF THE SIDEWALK IS OUTSIDE OF THE RIGHT-OF-WAY; FOR OFF-STREET PARKING OR LOADING SPACES, 10 FEET FROM ANY PUBLIC STREET RIGHT-OF-WAY. SIDE & REAR = PRIMARY STRUCTURES SHALL BE CONSTRUCTED AND SEPARATED IN ACCORDANCE WITH THE CURRENT EDITION OF THE BUILDING CODE. SUBDIVISION STREETS: CURB & GUTTER UTILITIES (WATER AND SEWER): COUNTY PUBLIC WATER AND SANITARY SEWER FIRE AND RESCUE: AS REQUIRED, ALL FIRE FLOWS WITHIN THE APARTMENT COMPLEX TO SERVICE THE BUILDINGS SHALL BE A MINIMUM FIRE FLOW OF 1750 GPM @ 20 PSI. THE AVAILABLE FIRE FLOW IS 2,440 GPM @ 64 PSI. FIRE HYDRANTS SHALL BE SPACED ACCORDINGLY TO PROVIDE COVERAGE TO ALL BUILDINGS. AGRICULTURAL/ FORESTAL DISTRICT: NONE EXISTING VEGETATION: WOODED LIGHTING: PARKING LOT AND BUILDING LIGHTING IS INCLUDED WITH THIS FINAL SITE PLAN. LIGHTING SHALL CONFORM TO ALBEMARLE COUNTY LIGHTING AND DARK SKY ORDINANCE. LANDSCAPING: A LANDSCAPING PLAN HAS BEEN PROVIDED IN ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 32.7.9. STREET TREES SHALL ALSO BE INCLUDED WITH THE LANDSCAPING DESIGN TO INCORPORATE STREET TREES EVERY 40' ALONG THE ROADWAYS. TRASH RECEPTACLES: A TRASH DUMPSTER / TRASH COMPACTOR IS PROPOSED ON -SITE FOR TRASH SERVICE FOR THE APARTMENT COMPLEX. PHASING: THIS SITE SHALL BE DEVELOPED IN ONE PHASE. PARKING REQUIRED: 2 PARKING SPACES PER (2) AND (3) BEDROOM UNITS & 1.5 PARKING SPACES PER (1) BEDROOM UNITS 100 (2) BEDROOM UNITS = 200 SPACES 150 (1) BEDROOM UNITS & (1) BEDROOM UNITS W/ DEN = 225 SPACES TOTAL PARKING SPACES REQUIRED = 425 SPACES NOTE: A TOTAL OF (10) HANDICAP SPACES INCLUDING (2) VAN ACCESSIBLE SPACES ARE REQUIRED FOR ADA REGULATIONS PARKING PROVIDED: SURFACE PARKING SPACES = 406 SPACES (INCLUDING 14 HANDICAP PARKING SPACES) GARAGE PARKING SPACES = 19 SPACES (INCLUDING 1 HANDICAP PARKING GARAGE) TOTAL PARKING SPACES = 425 SPACES PROVIDED (INCLUDING 15 HANDICAP SPACES, 14 OF WHICH ARE VAN ACCESSIBLE) STREAM BUFFERS/FLOODPLAIN: THE STREAM BUFFERS SHOWN HEREIN SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. THIS 100-YEAR FLOODPLAIN LIMITS EXIST ON THE SUBJECT PARCEL, PER FEMA MAP NUMBER 51003CO145D ADOPTED FEBRUARY 4, 2005. NO IMPACTS ARE PROPOSED FOR THE EXISTING STREAM BUFFER OR 100 YEAR FLOODPLAIN. THE PROPERTY IS WITHIN A STATE DAM INUNDATION ZONE AND FEDERAL DAM INUNDATION ZONE ALONG THE RIVANNA RIVER. ALL PROPOSED DEVELOPMENT SHALL BE LOCATED OUTSIDE OF THE LIMITS OF THE INUNDATION ZONES. RETAINING WALLS: RETAINING WALLS ARE PROPOSED WITH THIS PLAN, SEE GRADING PLAN SHEETS 8 & 9. RECREATION: REQUIRED: 250 APARTMENT UNITS x 200 SF = 50,000 SF TOT LOT = 5 TOTAL REQUIRED (MINIMUM 2,000 SF EACH - TOTAL 10,000 SF) BASKETBALL COURT = (2) HALF -COURTS OR (1) FULL -COURT PROPOSED: CLUBHOUSE = 14,000 SF POOL DECK= 12,200 SF DOG PARK = 3,500 SF BEER GARDEN = 2,800 SF COURTYARD = 12,650 SF ONSITE WALKING TRAIL = 9,600 SF TOTAL = 54,750 SF NOTES: 1. PER COUNTY CODE 18-4.16.3.2, RECREATIONAL EQUIPMENT AND FACILITIES SHALL BE MAINTAINED IN A SAFE CONDITION AND REPLACED AS NECESSARY. MAINTENANCE SHALL BE THE RESPONSIBILITY OF THE PROPERTY OWNER IF RENTAL UNITS. 2. PER COUNTY CODE 18-4.16.3.3, RECREATIONAL FACILITIES SHALL BE COMPLETED WHEN FIFTY (50) PERCENT OF THE UNITS HAVE RECEIVED CERTIFICATES OF OCCUPANCY. LAND AREA: BUILDINGS: 2.66 AC (13.0%) PARKING AND TRAVELWAYS: 4.12 AC (20.2%) SIDEWALKS: 1.04 AC (5.1%) RECREATIONAL AREAS: 1.26 AC (6.2%) OPEN SPACE: 11.34 AC (55.5%) IMPERVIOUS AREAS: 340,501 SF (7.82 AC) TOTAL PARKING AREAS AND TRAVELWAYS: 179,547 SF SIDEWALKS: 45,207 SF BUILDINGS: 115,747 SF PAVED PARKING AND CIRCULATION AREA: 179,547 SF STEEP SLOPES OVERLAY DISTRICT: MANAGED STEEP SLOPES AND PRESERVED STEEP SLOPES ARE EXISTING ON SITE AS SHOWN ON THE PLAN. IMPACTS TO MANAGED SLOPES ARE CONSISTENT WITH THE ALBEMARLE COUNTY ZONING ORDINANCE. NO IMPACTS ARE PROPOSED TO THE EXISTING PRESERVED SLOPES. BURIAL SITES: NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE. STORMWATER MANAGEMENT: A VSMP/STORMWATER MANAGEMENT PLAN HAS BEEN APPROVED FOR THE PROJECT, SEE THE WATER PROTECTION PLAN (WP0201800027). THIS PLAN REFERENCES AND ILLUSTRATES THESE FACILITIES FOR THE OVERALL DEVELOPMENT AND DRAINAGE DESIGN. THE FINAL DETAILS FOR THE CONSTRUCTION OF THE STORMWATER MANAGEMENT FACILITIES ARE PART OF THE WP0201800027 VSMP PLAN AND ANY ASSOCIATED WPO AMENDMENTS THAT MAY BE PART OF THE OVERALL WP02018-00027 VSMP PLAN. PRESIDIO APARTMENTS FINAL SITE PLAN SDP202000023 RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA a a .VA TRIP GENERATION CALCULATIONS TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (8TH EDITION) 250 APARTMENTS UNITS (CODE 230) ADT: 1680 VPD (840 ENTER/ 840 EXIT) AM PEAK: 128 VPH (26 ENTER/ 102 EXIT) PM PEAK: 155 VPH (101 ENTER/ 54 EXIT) RIGHT/LEFT TURN VDOT CALCULATIONS PETER JEFFERSON PARKWAY EXISTING TRIPS (BASED ON 2017 TRAFFIC ANALYSIS FOR A POTENTIAL REZONING ON THE PROPERTY) VPH: PETER JEFFERSON PARKWAY EASTBOUND: PEAK AM: 194 TRIPS PEAK PM: 322 TRIPS WESTBOUND: PEAK AM: 408 TRIPS PEAK PM: 210 TRIPS LEFT TURN ANALYSIS: (45% LEFT TURN INTO SITE) PROPOSED TRIP COUNTS MEET A LEFT TURN WARRANT RIGHT TURN ANALYSIS: (55% TOTAL RIGHT TURN INTO SITE) PROPOSED TRIP COUNTS AND TURNING MOVEMENTS WARRANT A RIGHT TURN TAPER FOR BOTH ENTRANCES. NO RIGHT TURN LANE IS REQUIRED. SHEET LAYOUT SCALE: 1" = 100' 8 0 ADDITIONAL NOTES: 1. ALL OPEN SPACE SHALL BE PRIVATELY OWNED AND MAINTAINED. 2. THE STREETS IN THE DEVELOPMENT SHALL BE PRIVATE TRAVELWAYS. 3. THE PROPOSED DEVELOPMENT SHALL BE SERVED BY PUBLIC WATER AND SEWER. 4. THE PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FORESTAL DISTRICT. S. THIS PROJECT IS LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP NUMBER 51003CO289D ADOPTED FEBRUARY 4, 2005. 6. ALL PROPOSED UTILITY EASEMENTS SHALL BE DEDICATED TO PUBLIC USE. ALL DRAINAGE EASEMENTS SHALL REMAIN PRIVATE DRAINAGE EASEMENTS. 7. STREET TREES SHALL BE PROVIDED ALONG PETER JEFFERSON PARKWAY 40' O.C. IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS. 8. PUBLIC WATER AND SANITARY SEWER EASEMENTS AND ALL LANDSCAPING MAINTENANCE EASEMENTS SHALL BE ESTABLISHED AND PLATTED IN CONJUNCTION WITH THE FINAL SITE PLAN. 9. ALL MECHANICAL EQUIPMENT SHALL NOT BE VISIBLE FROM THE ENTRANCE CORRIDOR (INTERSTATE 64 AND RICHMOND ROAD). ALL MECHANICAL EQUIPMENT SHALL BE SCREENED FROM THE ENTRANCE CORRIDOR BY FENCING AND/OR BUILDINGS TO PREVENT THE VISIBILITY OF THE UNITS FROM INTERSTATE 64. 10. A KNOX BOX SHALL BE PROVIDED ON ALL BUILDINGS FOR EMERGENCY ACCESS. THE CONTRACTOR SHALL CONTACT THE FIRE MARSHALL'S OFFICE TO DETERMINE THE LOCATION. 11. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. �1 PROJECT, VICINITY MAP SCALE: 1" = 1000' SHEET INDEX TITLE SHEET COVER 1A PROFFERS 113 EXISTING CONDITIONS & DEMOLITION PLAN 2 OVERALL LAYOUT PLAN 3 LAYOUT PLAN 4 LAYOUT PLAN 5 LAYOUT, UTILITY, & GRADING PLAN 5A LAYOUT, UTILITY, & GRADING PLAN 5B UTILITY PLAN 6 UTILITY PLAN 7 GRADING & DRAINAGE PLAN 8 GRADING & DRAINAGE PLAN 9 NOTES & DETAILS 10 NOTES & DETAILS 11 LANDSCAPING PLAN 12 LANDSCAPING PLAN 12A LANDSCAPING PLAN 13 LANDSCAPING DETAILS 14 DRAINAGE MAP 15 DRAINAGE PROFILES 16 DRAINAGE PROFILES 17 WATERLINE PROFILES 18 WATERLINE PROFILES 19 WATERLINE PROFILES 20 SANITARY PROFILES 21 VDOT SIGHT DISTANCE PROFILES 22 DRAINAGE CALCULATIONS 23 DRAINAGE CALCULATIONS 24 ROAD CROSS SECTIONS 25 LIGHTING PLAN 26 TOTAL SHEETS 30 LE END t--=------1 EXIS77NG CULVERT CULVERT 0 DROP INLET & STRUCTURE NO. CURB CURB & GUTTER PROPOSED PAVEMENT EC-3A DITCH - 8" DEPTH OF EC-3A DITCH EC-2 DI TCH g� DEPTH OF EC-2 DITCH EARTH DITCH DRI VEWAY CUL VERT BENCH MARK CLEARING LIMITS ss ---------- Z00---------- EXIST7NG CONTOUR 20o PROPOSED CONTOUR 240.55 VOOT STANDARD STOP SIGN PROPOSED SPOT ELEVA77ON NOTES: CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON THE PLANS, IF THERE APPEARS TO BE A CONFLICT, AND UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLANS. THE CONTRACTOR MUST LOCATE ALL SURFACE AND SUB -SURFACE UTILITIES PRIOR TO ANY WORK ONSITE. ANY SIDEWALK AND/OR CURB DAMAGE IDENTIFIED IN THE SITE VICINITY DUE TO PROJECT CONSTRUCTION ACTIVITIES AS DETERMINED BY THE VDOT INSPECTOR SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. SIDEWALK WILL BE REPLACED AT THE DIRECTION OF THE VDOT INSPECTOR. ANY EXISTING SIDEWALK THAT IS CURRENTLY DAMAGED AND IN NEED OF REPAIR OR NOT IN COMPLIANCE WITH CURRENT STANDARDS SHOULD BE REPLACED AS PART OF THIS PROJECT AS WELL. IN ADDITION, ANY EXISTING CC-12S ALONG THE PERIMETER OF THE SITE SHOULD BE UPGRADED TO MEET CURRENT STANDARD IF NEEDED. ALL SIGNING AND PAVEMENT MARKINGS SHALL BE CONSISTENT WITH THE MUTCD. APPROVALS DATE DEPARTMENT OF COMMUNIT DEVF OPMENT PLANNER/ZONING • j t •� ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIA DEPARMEN`' OF -I'RANSPORTAI'ION HEALTH DEPARTMENT C TNHAL OFF LLIN SZ UNo. 35791 ,�08/20 4/o�- , S. oo C w w O w M N D J -1 Q U [� rl Lu ln�_ z m►Q -a � 2:O z V O m P_ -1 0 z 1■■1 w o w O O z J z H > LL v] zLL a w u) -1uj Q oG z w LIJ i- w O J U) 0 0 0 0 W - N N Q Lo N MN O � Ti M � M kD � M O SCOTT R. LLINS'Z U No. 35791 1!L11 110� 09/08/20 �4 MARTHA JEFFERSON HEAUR SERVICES AT PETER JEFFERSON PLACE > �SSIDNAL illustrations submitted. as part of the Owner's rezoning materials shall be made by the earlier to occur of (i) dedication by Thomas Jefferson ' ZMA 01-015 deemed illustrative only, and such plans and illustrations shall not be deemed Foundation, Inc. of the portion of land identified as tax map parcel 78-31A proffers. In addition to the provisions of Exhibit the Owner further that is located within the 100-year flood plain into the Rivanna River COUNTY OF ALBEMARLE reserves the right to develop the Property in phases (which may involve the Greenway System; (n) final site plan approval for any development on Parcel Departmerlt of Plunning & Community Development PROFFER STATEMENT reasonable use of surface parking prior to ultimate buildout of the Property as I shown on the Application Plan (if applicable, in which case such site plan m 401 Mcintire Road, Room 21$ Charlottesville, Virginia 22902-4596 The following parcels are subject to rezoning application ZMA 01-015 and thus to • shown on the Application Plan), and to make reasonable modifications to the will include reasonable provisions for access to the Greenway System); or (iii) (434) 296 - 5823 conceptual grading plan. shown on sheet AP-3 of Exhibit B (provided that the final subdivision plat approval for any development on Parcel I shown on the U) Fax (434) 972 - 4012 this proffer statement; tax map parcels 78-20M, 78-71, 78-71A and 78-31I (the finished grades not.vary by more than ten (10) feet up or down). Application Plan (if applicable, in which case such subdivision plat will w z `Troperty'�. The Applicant is Martha Jefferson Health Services Corporation, The owner include reasonable provisions for access to the Greenway System). > September 22, 2003 : of tax map parcels 78-20M, 78-71 and 78-71A is Worrell Land & Development Q N o w 2. All buildings and structures constructed on the Property shall substantially Notwithstanding the foregoing sentence, in the event the Owner elects in its N � N to Michael Matthews Company, L.C., it successors and assigns. The owner of tax rasp parce178-31I is MJH comply with the Peter Jefferson Place Design Criteria. and Guidelines dated sole discretion to crake such dedication at an earlier date, it may do so. In o kD o w rN Matthews Development Foundation, Inc., its successors and assigns. For purposes of this proffer statement, August 5, 2003 and attached hereto as Exhibit C. In addition, the following addition, such dedication shall be subject to reservations of a right of access "- o One Boar's Head Pointe Worrell Land & Development. Company, I,.C., it successors and assigns and MJH additional design criteria shall govern the exteriors of all buildings and for ingress and egress from the Property for.the benefit of the Owner, for Charlottesville, VA 22903 Foundation, Inc., its successors and assigns are herein collectively referred to as the M z 0 structures constructed on the Property following the Board of Supervisors' drainage from the Owner's stormwater control facilities, of riparian rights in a o =o 0 o a zo LETTER OF CORRECTION "Owner`" approval of ZMA 01-015,-as determined to the reasonable satisfaction of the the Rivanna River for the benefit of the Owner, and for other purposes r+ w 0 Q Director of Planning and Community Development or his/her successor: reasonably stipulated by the Owner, Upon the Board of Supervisors' approval o � z w RE: face The owner hereby voluntarily proffers that if the Albenaazle County.Board of of ZMA 01-015, employees and agents of the County Department of Parks z m a Q w w o SP-01-s6 Martha Jefferson Hospital at Peter Jefferson Place Supervisors acts to rezone the Property to Planned Development -Mined Commercial as z U) LU � 0 SP-01-57 Martha Jefferson Hospital at Peter Jefferson Place a. Neutral colors shall be utilized for external building materials so that and Recreation may have reasonable access to the portion of the Property to Z o m 0 o 2 requested, and further acts to grant the requested special use permits for a hospital oral buildings blend with the surrounding landscape, not contrast with it. be dedicated. °~- z ¢ o (D o z structured parking garages, the Owner shall develop the Property in accord with the b. The use of white materials will be minimized, and shall not constitute the o U W o o ©ear Mr. Matthews: following proffers pursuant to Section 15.2-2298 of the. Code of Virginia, 1950, as predominate color on such building or structure.. 5. Upon issuance of a certificate of occupancy for the Inpatient Hospital, the ''' � � z � w z o The Albemarle County Board of Supervisors, at its meeting on, August 13, 2003, by a vote of 5:0, amended, and pursuant to Section 33.3 of the Albemarle County Zoning Ordinance. cn o z z ed petitions. Please note that this approval is subject to the following conditions: These conditions are voluntarily proffered as part of the requestedzezoning, and the . c. In addition to standard landscaping required by Section 32.7.9 of the Owner shall submit a traffic demand management plan to Albemarle County, z c� u O approved the above not p Albemarle County Zonin Ordinance, additional landscaping shall be incorporating elements such as ridesharing programs,.mass transit incentives, N ° z z w I Owner acknowledges that (1) the rezoning itself gives rise to the need for the conditions; interspersed throughout the areas of the Property where development is pedestrian and bicycle accommodation, and similar measures, each as may be > > u - � a w _ ZMA-01-1 s Martha Jefferson Hospital at Peter Jefferson Place -Approved subject to attached and (2) such conditions have a reasonable relation to the rezoning requested. proffers. permitted pursuant to the Application Plan, to help integrate the r appropriate and reasonable given the then -current availability of such CE a a w development into the surrounding landscape. programs, which plan shall be subject to. the reasonable approval by the W o m 0 o SP-01-66 Martha Jefferson Hospital at Peter Jefferson Place —Approved subject to the following If rezoning application ZMA 01-015 is decried, or if either special use permit z cn d. Parking structures shall be coordinated in appearance with other buildings Director of Planning and Community .Development or his/her successor, and � � t 2001-056 or SP 2001-Q57 is denied, or ff either SP 2001-056 or 2001-057 is approved > "' rY Ce w U) condition: on the Property. subject to implementation by the Owner as described in such plan. w = w w rl without the condition providing that "the special use permit approvals shall not expire but shall be sub�e 1. The special use permit approvals shall not expire but shall remain in effect so long as the shall remain in effect so long as the approval of ZMA-01-15 remains in effect," or if 3. The communityark shown on the Application Plan will be built prior to the 6. Prior to issuance of a certificate.of occupancy for the Inpatient Hospital, but O LU o � °U approval of ZMA-01-15 remains in effect, either SP 2001-056 or SP 2001-057 is approved with conditions that are not agreed to by p pP p p Y p p a > > rY issuance of a certificate of occupancy fox the Inpatient Hospital (as herehiatter subject always to approval by the Virginia Department of Transportation � w w L � • SP-01-57 Martha Jefferson Hospital at Peter Jefferson Place - Approved subject to the following the Owner prior to approval of ZMA 01-015, these proffers shall immediately be null and defined) and shall be made reasonably available for public use. In designing (VDOT"), the Owner shall install (or bond for installation) a traffic signal at s - condition: void and of no further force and effect., the community park the Owner shall consult with the Director of the Parks the intersection: of State Farm Boulevard and Peter Jefferson Parkway, or pay and Recreation Department. For purposes of this Proffer Statement, the for the full cast of the traffic signals to be installed at such intersection. The to U) 1. The special use permit approvals shall not expire but shall remain in effect so long as the 1. Subject always to the terms of Section 8.5.5.3 of the Albemarle County "Inpatient Hospital" shall be defined as the earlier to be built of the appropriate signalization of the intersection shall be approved by VDOT. a approval of ZMA-0 remains in effect. Zoning Ordinance as in effect on July 1, 2003, a copy of which Section z must obtain a zoning clearance from the Zoning Department. Before the 8.5.5.3 is attached hereto as Exhibit and which Section 8.5.5.3 allows diagnostic/technology building shown on sheet AP-2 of the Application Plan Alternatively, at the request of VDOT, in lieu of installing a traffic signal at Before beginning this use, you mu 9 (or any portion thereof) and the inpatient beds building shown on sheet .AP-2 such intersection, the Owner shall construct a roundabout at such intersection, Zoning Department will issue a clearance, you must comply with the conditions in this letter. For further certain variations from approved application plans subject to the provisions information, please call Jan Sprinkle at 296-5832. thereof, and subject further to the terms and conditions of this paragraph, of the Application Plan (or any portion thereof). which shall be constructed to VDOT design standards pursuant to detailed plans agreed to between the Owner and VDOT, and shall be accepted by development of the Property shall be in general accord with the application If you should have any questions or comments regarding the above -noted action; please do not hesitate to p on sheets AP-1 through AP-S, each dated August S, 2003, of the 4. The Owner will dedicate fee simple title to the County, for incorporation into VDOT for public use or bonded for VDOT's acceptance, provided that either the Rivanna River Greenway System, all that portion of the Property VDOT can provide adequate land for a roundabout, or that the Owner can LU °; o 0 0 0 0 0 contact me. plans entitled 'Martha. Jefferson health Services at Peter Jefferson Place, contiguous to the Rivanna River and defined in the Federal Emergency acquire necessary laud therefor. Notwithstanding the foregoing, the Owner's n o Go Albemarle County, Virginia, Zoning Map Amendment and Special Use Q N M N �, .� M o Sincerely, Permit Application Plan," which sheets are attached hereto as Exhibit B (the Management Agency national flood insurance maps as land within the 100- total financial responsibility for the cost of such a roundabout (including, o ; � year flood plain, with the intent that the County shall construct, operate, without limitation, any cost to the Owner for the design and construction of a Ln tD to "Application Plaan")., Unless specifically referenced in the Application Plan, .maintain and police such land as a park, and which dedication shall be subject roundabout and for acquiring any land needed�for a roundabout) shall in no or otherwise referenced in this Proffer Statement, all other plans and to existing encumbrances and easements of record. Such dedication shall be event exceed the cost required to install traffic signals at the same intersection. Wayne C' mberg Director of Planning & mmunity velopment z 4C ' fL9 VW 'ljcf AUG I 1 2003 2 3 cc: Amelia McCulley Tex Weaver Matt Grimes, VIaOT Jack Kelsey Steve Allshouse BX;LLJ C0 � V) N .__I improvements to the Interstate 64/U.S. Route 250 interchange other than as delivered to the County pursuant to this Section 8 (including income earned 7. The Owner shall contribute to the expenses associated with improving the described in Section 7(a), (b) and (c) herein.; then, upon reasonable thereon) shall be returned to the Owner. In the event that the systems of transit z ® Interstate 64/U.S. Route 250 interchange at Exit 124 as described below: consultation with the owner, the funds•contrbiited to the County by the service has been provided to the Inpatient Hospital within one (1) year N LL_ Owner and described in Section 7(a), (b) and (c) herein may nevertheless be following the issuance of a certificate of occupancy therefor, but any of the O a. Within thirty (30) days following the _granting of final site plan approval used by VDOT or others for the engineering and construction of such funds proffered pursuant to this Section 8 are nevertheless not actually t for the Inpatient Hospital, the Owner shall contribute to the County funds in improvements, provided that such funds are ultimately utilized for the expended for such purposes within five (5) years from the date the Owner N L0 the amount of One Hundred Forty -Six, Thousand, Two Hundred Fifty Dollars improvement of the Interstate 64/U.S. Route 250 interchange as necessitated contributes such payment, all unexpended fimds (including income earned ($146,250.00) for the construction by VDOT or others of an additional turn by the development of the Property, and are utilized forthe benefit ofthe thereon) shall be returned to the Owner, and the Owner proffers no further Q lane off each of the eastbound and westbound off -ramps from Interstate 64 to Property, and provided further that the Owner shall have no additional obligation for contributing to such expenses. Z U.S. Route W 250 at Fait 124. Such amount shall be increased by an amount responsibility for the expenses associated with such improvements. In equal to. the percentage Consumer increase in the Coumer Price Index for All Urban addition, prior to releasing any portion of the funds described in Section 7(a), 9. The Owner has entered into a memorandum of understanding with Thomas LL.I Consumers, U.S. City Average as issued by the U.S. Department of Labor, (b) and (c) herein, the County Zoning Administrator shall consult with the Jefferson Foundation, Inc. incorporating guidelines for development of the Bureau of Labor Statistics (the "CPI-U") for each year or portion thereof Owner. Property within the Monticello viewshed (as such memorandum may be which elapses during the period between the date the Board of Supervisors amended from time to time upon mutual consent of the parties thereto) (the approves ZMA 2001-0.15 'and the date that Albemarle County grants final site e. If any of the ]ands proffered pursuant to Section 7(a) and 7(b) herein are ` MOU"). Prior to granting final site plan approval for any proposed building In a event the actual cost of such on the Property within the Monticello viewshed (other than site plan L1.J plan approval for the Inpatient Hospital. the not expended for the expenses associated with improving the Interstate Pe Y �-- Q construction is less than the amount the Owner contributes (as such amount is 64/U.S. Route 250 interchange as necessitated by the development of the applications for minor amendments not material to the objectives of the L9 L0 increased for the CPI-U as per the terms hereof), all excess funds shall be Property within seven (7) years from the date the Owner contributes such MOU), and provided that the MO Remains in effect between the parties O returned to the Owner within ninety (90) days following the completion of funds, all unexpended funds (including income earned thereon) shall be thereto, the Director of Planning and Community Development shall request J O U J construction. returned to the Owner, and the owner proffers no further obligation for confirmation from Thomas Jefferson Foundation, Inc. that the site plan Q LL Li - contributing to the expenses associated with such improvements, application is consistent with the terms of the MOU. Q IH b. Within thirty (30) days following the granting of final site plan approval for _ ( f) the Inpatient Ho ital, the Owner shall contribute to the Co funds in the f If an of the funds proffered pursuant to Section 7 c herein are not This proffer statement may be signed in two or more counterparts, each of which U Inp sp Y P P () .. W amount of One hundred Fifty Thousand Dollars ($150,000.00) for the expended for the expenses associated with the design of improvements to the shall be deemed an original, and which together shall constitute one and the same s construction b VDOT or others of various improvements to the traffic signals Interstate 64/U.S. Route 250 interchange as necessitated the development ��• Y � by l� � at each of the eastbound and westbound off -ramps from Interstate 64 to U.S. of the Property within the earlier to occur of (i) twenty (20) years from the W Route 250 at Exit 124. Such amount shall be increased by an amount equal to date the Owner contributes such funds, and (ii) seven (?) years from the date WITNESS the following signatures: J the percentage increase in the CPI-U for each year or portion thereof which the Owner contributes the funds referenced in Section 7(4) and 7(b), all Q elapses during the period between the date the Board of Supervisors approves unexpended funds (including income earned thereon) shall be returned to the ZMA 2001-015 and the date that Albemarle County grants final site plain Owner, and the Owner proffers no further obligation for contributing to the WORRELL LAND & DEVELOPMENT U Ln ti-I approval for the Inpatient Hospital. In the event the actual cost.of such expenses associated with such improvements. COMPANY, L.C. [L construction is less than the amount the Owner contributes (as such amount is U J (n increased for the CPI-U as per the terms hereof), all excess funds shall be 8. Upon the issuance of a certificate of occupancy for the Inpatient Hospital (or �,� L1.J 0 returned to the Owner within ninety .(90) days following the completion of sooner upon the mutual agreement of the Owner and the Director of Planning By: 0� construction. and Community Development or his/her successor), the Owner shall T. Eugene Worrell, Manager co nbute to Albemarle County a one-time payment in the amount of Fifty U) Z c. Within ninety (90) days following the approval by the Board of Thousand Dollars ($50,000,00) toward the cost of establishing or enhancing �-- Supervisors of ZMA 2001-01.5, the Owner shall contribute to the County transit service to the Property, the design of which shall be in general accord 0 funds in the amount of Forty -Four Thousand Dollars ($44,000.00) for the with the Application Plan and any modifications thereto, and shall be MJH FOUNDATION, INC. LLJ (n preliminary engineering expenses of VDOT associated with the design of the reasonably coordinated with the Owner. Such amount shall be increased by (� additional turn lanes and traffic signal improvements at the westbound and an amount equal to the percentage increase in the CPT-U for each year or LL! eastbound off -ramps from Interstate 64 to U.S. Route 250 at Exit 124. portionthereof which elapses during the period between the date the Board ofy. Q LL Supervisors approves .ZMA 2001-015 and the date that the Owner contributes J s E. Haden, President Ur LL d. Notwithstanding the terms of Section 7(a), (b) and (c) herein, in the event such funds to Albemarle County. If a system of transit service is not provided O UJ that VDOT and/or the Federal Highway Administration elect, prior to the to the Inpatient Hospital within one (1) year following the issuance of a O i"1 granting of final site plan approval for the Inpatient Hospital, to make � certificate of occupancy for the Inpatient Hospital, the entire amount of funds Aft N 4 5 6 nC Q LU LU a to JOB NO. 172131 SCALE N/A SHEET NO. 1B NOTES: t __-- / 1. THIS PROJECT IS LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP % % / / ,�l`r �l�rkX,K ,tt�f ;�Cr J< \� H NUMBER 51003CO289D ADOPTED FEBRUARY 4 2005.. / / 7 ��` T ' `t �1�VAl \�} _ 2. MANAGED AND PRESERVED STEEP SLOPES ARE LOCATED ON THE PROPERTY. ,r�{!,, :;�` , �; { �� , _�40,00o f BENCHMARK - EXISTING / , EX.D \ r 3. 100 WPO STREAM BUFFER IS SHOWN. THE STREAM BUFFER '' ' l `` "':< ! EXISTING DRAINAGE \ '� ;312 R O U FERSHOWN HEREON'i! I r; f „�, �.i \ I 480— t SANITARY SEWER MANHOLE / (! .� ,. - j l INLETS TYPICAL SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER `:1 , . , . d `f %� \ F . SCOTT R. LINS \ �, ,� TOP ELEV = 446.92 l ,��; , , ;., � t" r ,.� � , r � 'Z i i �` , 1 PROTECTION ORDINANCE. I,r x "/ , \�`. / `4 ,'., 1 x ,Q ��'-'` - x '� l O ,~ t` h/ j� ? /c `:' U No. 35791 .1. ,ter P•. / \ 'f' \ `y "i � f� f� � < '!xf` � d EXISTING ACSA •� EX.DI \ - - - P ,� .� �� ,•''. EXISTING MH MJH 1 4 � � f� � ::� / �� _ ,� • �.r � i� 09 08 20 [; f% ( 'fi.�!' \ N s ,'C, \ �i •'r \, / \ ! iS I I V , EX,DI 16 DIP WATERLINE .{` �• , `;'�<� � h• _ � \ �_" / >�,� � f�' f� ,.; .� ��::.: �::!; .. � � i I \"�� ,�'l.%�. C�� _.,l.r,.,r\. rn IllEi �4 vr.r •.r ,�l ,.,, I � I) � � � 1 /_„ � .•X.,,r<:..�i�,.>C.;�..�.i�r`: � ,`�,,�3CiC.%^;,\�`•..,;`�., ^,h� oNAL O O `u N O N U 1 N N LI p C C ¢ e 0 p FU 0 � 0 Z LU Imo- : Lu E E W E L J 0 J 0 z � c z w z < S :D Lu Z O Z Z C C7 J Z CL L QLu C W z : k cc,Z:) o i J < V U Lu � w c CL Lu a 0 0 L [ . W L Lu > Lu i y CL " F MATCHLINE� SEE THIS ISHEET� '� �'' Cl-� �ro4b \\ 1 m 2 ACCESSIBLE ROUTE 1IlIaII �`O \' �? TMP: 07800 00 00 020M4 THROUGH THE SITE / N \\ \' $o OWNER: MARTHA JEFFERSON HOSPITAL / .` � / ��h \ •�:', ZONING: PLANNED DEVELOPMENT MIXED COMMERCIAL VAR. WIDTH PERMANENT ACCESS EASEMENT D.B. 5383, PG. 306-317i Ia \ NOTE: VISIBILITY OF ALL MECHANICAL j ( OPEN62) \ EQUIPMENT FROM THE ENTRANCE = ,�' SPACE �- CORRIDOR SHALL BE ELIMINATED. = cu-'�..•...�r�:...... x f=. \ MECHANICAL EQUIPMENT FORco BUILDING #3 IS LOCATED ON THE ROOF AND SHALL BE SCREENED FROM THE ENTRANCE CORRIDOR. j 1 i TMP: 07800-00-00-020JO OWNER: JDM II SF NATIONAL LLC C/O STATE FARM MUTUAL AUTOMOBILE ZONING: COMMERCIAL OFFICE - O , ,� VAR. WIDTH PERMANEN ACCESS EASEMENT / . `'•� \ `" D.B. 5383 PG.306-317 p ao \� \• Si ACREAGE: 19.88 AC o i it �` •. � DB/PG: 4475/728 ' o i I o TMP: 07800-00-00-020M5 Z2 I i f OWNER: PRESIDIO PANTOPS,kLC ZONING: PLANNED DEVELOP ENT MIXED ° �� IX O6 ��73 t�RryACFsfN COMMERCIAL r \� ; x 8 , FRg Fsr, ACREAGE: 6.917 AC I �G ` �•;• 'ps `` cRi FF s crr DB.5349, PG.413-421 (INST.#:20 000008792) & u', I .:i'::::' ��; 0 / S' Nwiry I \ 0 >6 0 DB.5383, PG.306-317 (INST.MA000012218) �Z ' " �9 �'9 �' 0' BIGHT DISTI {,:: 4 '\ BUILDING #1 N ♦ CONSERVATION �' .'j /.:::::::.•.f,/,, ..• / BUILDING #2 ♦ / j \ `;� < BLDG TYPE 3 it ♦` ` ASEMENT \ \ ♦ DB.2544, PG.243-251 (PLAT) ' .' :i :. A,,��„ �� /4 STORY BL G l \\ \ ... / ♦ / :�� a"' w 3 42 UNITS D ♦ / STREAM BUFFER �36 // / i f .• 's �,,. .. .;'. ♦ `� � � , 1018,E ♦ ` \ -.►, �� oo (�$ ''� /1`ip�' ' ' �� :•:�•� "� :i yt'�,i �•d9 " V• ♦ / 176. 29' ,-� .. / ,, ♦ 83o 31' V.28E ♦ _ X / . / /------- — — — — — — STR'c, - % (/ CLUBHOUSE ��. VE. �.. ., =. Ag - ' - / T yu. 3• i. � i ........... E �•...: ; f .... ...:. �...:......... ......... .........�.... ... ,. . / , / �•:;.:'_, -. >;. ....p � .... ':... � • ,. VAR. WIDTH PERMANENT 4' '.. �.�, .... ....... IACCESS EASEMENT O EXISTING FACILITIES & ACCESS ....r?l /... ,. ':.... D.B. 5383 PG. 306 317 i/ ... 5EASEMENT FOR SWM ..,K:,,:_ ,//��wy,'!�(yDEDICATED TO PUBLIC USE /6 " ..'...`,i Xn \ ...'. ..'�. ':..' .' ACCESS TO LEGO -------------- FARM & MONTICELLO / \ �\ --� / 1— € ft• / 'MATCHLINE - SEE THI SHEET �'� �\ 0• \ n / " '-' / �II�II�II�II�II�III■LI 1�11�11� �, �..•'; __ SCOTT R. LLINSZ U No. 35791 ��,� 09/08/20 PROPOSED ADA HANDICAP CROSSING. NOTE: PROPOSED CONNECTION SHALL BE CONSTRUCTED TO \� STANDARDS ESTABLISHED IN THE ALBEMARLE COUNTY DESIGN STANDARDS MANUAL, ADH REQUIREMENTS, & VDOT STANDARDS 4" WHITE SINGLE DASH LINE FOR TURN LANE STRIPING (MINI -SKIPS 2' LINE WITH 4' SPACE)- TO BE INSTALLED PER VDOT SPECIFICTIONS PROPOSED MILL & OVERLAY. SEE WP-2 STANDARD DETAIL, SHEET 10. 4" WHITE SINGLE LINE FOR TURN LANE STRIPING -TO BE INSTALLED PER VDOT SPECIFIC IN 0 PROPOSED MILL & OVERLAY. SEE DETAIL, SHEET 10. t-PROPOSED CG-12 (TYP.) ,Z,� PROPOSED SEGMENTED / RETAINING WALLS (TYP.) WITH HANDRAIL PROPOSED STOP SIGN _ PROPOSED 5' CONCRETE SIDEWALK MAINTENANCE PROPOSED 2' �- / / /_ ,.... r..... _P %GRASS OVERHANG = L Z c r\f- Ir\uvuw YVY1LL ( I I r.1— !. i. WITH HANDRAIL PROPOSED 2' " 0 3/4 STORY BLDG -GRASS OVERHANG 42 UNITS NOTE: WALLS WITH HEIGHT OF 30" OR?1��. ^p/� *r? A BUILDING #3 PROPOSED 2' GRASS OVERHANG: �` ,� �` ; GREATER SHALL REQUIRE HANDRAILS. / /. �`/ ; Z:z . , 6 "i. ; : 3 R. PROPOSED MECHANICAL 9 r " '' r. f rr BUILDING TYPE 2 `. PROPOSED CG-6 3'R ' EQUIPMENT TYP. << SEE DETAIL, SHEET 10.iro. (TYP.) 4 STORY BLDG ter, 14 CURB & GUTT 48 UNITS �. , mi /<iy / Z ./ i. POOL `DE0K 16 Y o VAR. WIDTH PERMANENT q �6pJ / / c( O ACCESS EASEMENT / `�" / '12,20Q, SF PROPOSED CG-12 (TYP.'- D.B., Yq 0 5383, PG. 306-317_�S EXISTING 100 STREAM BUFFER PROPOSED SEGMENTED,' MATCHLINE - SEE /SCOHEET ,� '� v' . . ? R C >, : v i ` RETAINING WALL (TYP.) O l• I I� I I� I I� I I� I I� I I :/ >.... / ! _ WITH HANDRAIL o NOTE: ALL PROPOSED SEGMENTED RETAINING WALLS ON SITE SHALL BE ANCHOR DIAMOND PRO "JAMES RIVER" GUARDRAIL PROPOSED SEGMENTED RETAINING WALLS (TYP.) WITH HANDRAIL E SIDEWALK PROPOSED SEGMENTED RETAINING WALLS (TYP.) RETAINING WALL (TYP.) WITH HANDRAIL GRAPHIC SCA f 30 0 15 30 60 120 off PROPOSED 5'' CONC. SIDEWALK` ( IN FEET 30) 1 inch = 30 fL. ltl 0�6 SCOTT R. LLINS'Z No. 35791 09/08/20�4 0 � 1%110NAL ��G1 r M � N - H L C L L W [ z m Q z o („ o L z f 0 g W �..�Luf < ~ o o z 0 J U C z � F > W 2 Q o - lWn �Q L LU G' CO z w E w i O ] L'- z O ] Q a LL o z � z O a 0 S o LU J 1n ] z w a z H J a Z F-1 0 0 0 0 o IW- , \ 0 .\i ao 0\0 ko m NOTE: VVI I H HANUKAI ft••.ro /Qi" �C/' 1 t!I• 1. CONTRACTOR SHALL VERIFY ALL ROAD CONNECTIONS INCLUDING RECENTLY CONSTRUCTED AREAS VERTICALLY AND / ~ �> ' ✓ d, o HORIZONTALLY PRIOR TO CONSTRUCTION AND SHALL NOTIFY ENGINEER OF ANY DISCREPANCIES. ' // I � �� ,� , ' Q' "Q-" . ,•.>� O '. 2. CONTRACTOR SHALL CONFIRM ALL UTILITY DRAINAGE AND ROAD CONNECTIONS AND SHALL NOTIFY ENGINEER - PROPOSED CG 6 , , G ER OF ANY TIE-IN ISSUES OR DISCREPANCIES. CURB & GUTTER f 1,O,i 3. � REPRESENTS ONE PROPOSED PARKING SPACE.t�� 4. OVERHEAD WIRING OR OTHER OBSTRUCTIONS SHALL BE HIGHER THAN 13'-6". 5. ALL PAVEMENT SHALL BE CAPABLE OF SUPPORTING FIRE APPARATUS WEIGHING 85,000 LBS. 6. CONTRACTOR SHALL ENSURE ALL ON -SITE UTILITIES, ABOVE AND BELOW GROUND, SERVICING ADJACENT PROPERTIES SHALL 9 x20 PARKING SPACES (TYP.) ! Y o ; . . ' PROPOSED . ' : �/. v. / Q : �/: �" . 4i" PROPOSED 6 CONCRETE SIDEWA CONTINUE TO SERVICE THE ADJACENT PROPERTIES THROUGHOUT CONSTRUCTION AND UPON COMPLETION OF THE PROJECT TO / „ " / .STOP SIGN I / �' THE FULLEST EXTENT POSSIBLE. PROPOSED 5 CONCRETE SIDEWALK / �i CLUBHOUSE PROPOSED 6 "'�' ;. 3R 7. SEE SHEET 2 FOR COMPLETE PROJECT BOUNDARY DIMENSIONS AND METES AND BOUNDS. � CONC. SI EWALK r ' •, '�;; . , _ PROPOSED CG 12 (TYP.) 8. CURB RADII SHOWN, REPRESENTED WITH AN 'R', DIMENSION THE FACE OF CURB. / / / 14,000 SF o • : " '.:: �. Q'. "�• " " "�' / / / .: / �.�- 9. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. ALL MECHANICAL EQUIPMENT SHALL BE SCREENED FROM THE ENTRANCE CORRIDOR. PROPOSED SEGMENTED / / / tY O ,%' a 10. ALL RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN / / oo,� r. "n et HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN FOR THE WALLS SYSTEM. RETAINING WALLS (TYP.) / % a' ` T P EDSEGMENTED �l : A6.7 - " " 13 " . " BUILDING #4 0 PROP :� �" ." :"" "" ." �..s WITH HANDRAILi .. Q O.' 11. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY ." RETAINING WALL L/'. : : ' " / ' �.•. : ' : ' : / " : : " ' " ' " " : : '# t,. R TAININ A (TYP. ., s 5R. BUILDING TYPE 1 FOR A DEMOLITION PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH. CONTACT VDOLI FOR ADDITIONAL PQ / / . : ' � � � �-��, � � "` � T/jA . !f /" • " ": °�' REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS. y / / z rr WITH HANDRAIL ;� boo • ," " M: 12. ALL PRIVATE TRAV B oo�. ' : \ PROPOSED 2 O 3/4 STORY BLDG ELWAYS SHALL E OWNED AND MAINTAINED BY THE APARTMENT COMPLEX. NO PUBLIC AGENCY, INCLUDING VDOT �r!! 'GRASS OVERHANG: AND THE COUNTY OF ALBEMARLE WILL BE RESPONSIBLE FOR MAINTAINING THE TRAVELWAYS WITHIN THE APARTMENT COMPLEX. / : ""+ r Z Z,r�i r \� i;" O 42 UNITS ITS 13. ALL PUBLIC WATER AND SANITARY SEWER FACILITIES SHALL BE DEDICATED TO PUBLIC USE AND THE EASEMENTS FOR THOSE �� / / / K r Z \/" O NOTE: WALLS WITH HEIGHT OF 30 OR / BUILDING 3 , " ✓::" ✓ ;. , FACILITIES, AS IDENTIFIED ON THIS PLAN, SHALL BE DEDICATED TO THE ALBEMARLE COUNTY SERVICE AUTHORITY. ^� >: ``/ t > # PROPOSED 2 GRASS OVERHAN GREATER SHALL REQUIRE HANDRAILS. / /. '�./ . z \ . ' . " : 6" .: " " " .R" . . " �: r PROPOSED MECHANICAL 14. ALL PROFFERS SHALL BE ADHERED TO WITH THE DEVELOPMENT OF THE PROJECT. SEE THE REQUIRED PROFFERS ON SHEET 1 B. ' rt�.' : / . " O 15. ALL PRIVATE YARD D I SHALL v v D " 9 "" J ` ' „ ? :rTe BUILDING TYPE 2 PROPOSED CG-6 .:" °•• EQUIPMENT TYP. DRAINS S A HAVE A 10' PRI ATE DRAINAGE EASEMENT. SEE DETAIL, SHEET 10. / w/ j " . � : ;�.: / , ' •� L , _ .��r � ! 3 R . " . �ti :: :. EQ (TYP.) 16. THE DOG PARK, WALKING TRAIL, BEER GARDEN, POOL DECK, AND COURTYARD AREA SHALL HAVE TRASH RECEPTACLES WITHIN THE ` 4 STORY BLDG 14 " CURB TTER AMENITY AREAS. 17. THE TRASH COMPACTOR AREA SHALL ALSO INCLUDE A RECYCLING BIN FOR THE APARTMENT COMPLEX. / / f :. °' r s ; 48 UNITS 18. SEE SHEET 5A FOR DESIGN OF THE CONCRETE STEPS AND RAMPS. / Q / ' C °�• %: q Y / 44,, R04L DECK NOTE: VISIBILITY OF ALL MECHANICAL VAR. WIDTH PERMANENT - O P( R tw.rw, wACCESS EASEMENT PROPOSED CG-12 (TYP.) / �-. / '.,, ,.I2,2QQ S ''' � Y EQUIPMENT FROM THE ENTRANCE / ".: ��o� / z ty �s' ✓� ".Off A�. r,A- Il %iQR`•� .'. '�(iR_'2!7 t.UMMlUUt( JrIHLL DC CLlI" IlIVN I CU. MECHANICAL EQUIPMENT FOR Q EXISTING 100' STREAM BUFFER / f� =� rf .: " .`\ / �y BUILDING #3 IS LOCATED ON THE - / �" Y' - - �` O, 3� PROPOSED SEGMENTED SEE SHEET / .. �,`� RETAINING WALL (TYP.) O ; ROOF AND SHALL BE SCREENED FROM /MATCHLINE � I I m I I m I I m I I m 11 m I % ��R - f Y�a. ": O ' O PROPOSED 5 / .L. `— �' WITH HANDRAIL / • .w... . CONC. SIDEWALK Q' THE ENTRANCECORRIDOR. � ! D Q c� O OSED 3 CONCRETE SI EWALK / PR P r - 0 / T \: j. G- �- CO �. L• / V > � Q T i" / ADAc 17 / r O / !G <. GARAGE 0 S / 0 i i o 3 U" i s d I G > SPACE �= 8 O PROPOSED6 o Y s CONC. SIDEWALK '� `" PROPOSED 6 CONCRETE SIDEWAL� o >` a I PROPOSED 5 CONCRETE SIDEWALK u a� �; o O O O O / O allT - (TYP.) � J CG 2 T R• D '� P OPOSE 2 / / .: /"GRASS OVERHANG PROPERTY BOUNDARY (TYP. \ ," O PROPOSED SEGMENTED . . .' ... O. .- RETAINING WALL (TYP.) / / . /.,a : w . \ .. �y<r PROPOSED SEGMENTED ��Y . " . ,„ / � ' / , a. p WITH HANDRAIL / / . . ' : / / / �:: boo• • RETAINING WALL > J I PROPOSED 6- oo" . (TYP.) o . WITH HANDRAIL CONC. SIDEWALK' 'y PROPOSED STEPS (14) oo . �� : O .: ' � ' : W . ' of • Q' ' O WITH HANDRAIL ✓ :. :. • ., :U ".": �? O PROPOSED STEPS (16) / o. PROPOSED PROPOSED STEPS 7 / :� ' : ' � / ' � ;, � . t� . ; ��yy_��..: WITH HANDRAIL ' " \ ROLL-TOP CURB 6 . ' a'� ✓. ., 3 / l O fro w: : r �,, �_ _ - t• '� / . ,• ti i b PROPOSED SIGNS ALONG THIS SIDE OF ,. 9 o „ / :: : : ,a�... / - o '• � PROPOSED STEPS 8 o ,• •�" ED D MPSTER/ „ ROADWAY - NO PARKING, FIRE LANE r a" " " ." �•.:� 12 • « �� "' . oo WITH HANDRAIL / O A .•. 0. , • � � :. TRASH COMPACTOR / / fr 7!•. • v ," q :: WITH RECYCLING WITH PROPOSED GUARDRAIL /:. ... .' / /.. / fro w_...' q BRICK ENCLOSURE. SEE /Wo{o� •. ,'� Y!�o �' way, T OS, TYP.:' �° ARCHITECTURAL DRAWINGS PROPOSED SEGMENTED Oir .. O F� i►' / F r. �s,� t�. RETAINING WALL ( TYP. ) O o . (SJ AAn-ru uAWinoAn // � f of4.;' %/./�'/„, / 1 . ;.z O.A lti 0 SCOTT R. INS'Z No. 35791 ,1. o� 09/08/10 o��SSIONAL E��1� V) kJ i—, C L Z z o m � c 0 U Lu W L VJ U ) o G � c Illml Z O J Z C V) 1 LL W` Lu L C z 1 ON o000 W N N N N N Q Ln M N \1 o o w Q N r-A � C*) O ,,4 ,\..1 M \ \ \ \ Ln UD kD M VAR. HT. 3'-6" FRONT ELEVATION HANDRAIL----][-] PRIVATE WALK OR LANDING 5-0"MIN 1 /2"THROUGH JOINT 1 -0 1. • s1 d #4 BARS EQUALLY SPACED 1'-0"OC MAX SPACING 3„ 4 10" STEPS - 111 Rh, I10 SIDE ELEVATION 3'-6" TOP ELEV, OF STEP BOTTOM ELEV. OF STEP RISER TREAD #4 BARS (TYP) /2"R SLOPE TO DRAIN d OR LANDING 'd 4 1%(TYP 1/2" THROUGH a JOINT cow �• . V d . PLAN CONCRETE STEWS DETAILS SCALE: N.T.S. 19" Ulm SECTION A TYPICAL HANDKAIL5 AT 5TAIK5 N I O E o EDGE F 5ECTI0 NT5 1' MIN. DE PROTECTION PROVIDED ' VERTICAL GUARD RAILS ELEVATION D 12 ELEVATION E (I 2") PLATFOh i1.2rin SECTION ( 12") F7� LEVEL LANDING ELEVATION RAMPS - N0TE5 The maximum 51ope of a ramp that 5erve5 any exitway, provides access for persons with d15abilitIC5, or 15 in the path of travel shall be P n5e in 12' of horizontal run. (sec 1133b.5.3) The cr055 51ope of ramp 5urface5 shall be no greater than 1:50. (1/4" per ft) (5ec 1133b.5.3.1) The width of ramps Shall be a5 required for 5tairway5 and exits. (5ec 1133b.5.2 fig I I b-38 � 39) Pedestrian ramps Serving primary entrances to buildmg5 having an occupant load of 300 or more shall have a minimum clear width of GO". (5ec 1133b.5.2) All other pedestrian ramps Serving primary entrances Shall have a minimum width of 4811. (5ec I I33b.5.2) Landmg5 Shall be provided at the top and bottom of each ramp. (sec 1133b.5.4.1 fig I I b-38 � 39) Intermediate landings Shall be provided at Intervals not exceeding 30" of vertical rise and at each change of direction. (sec 1133b.5.4.1 fig I I b-38 � 39) Top landings Shall be not less than GO" wide and Shall have a length of not 1e55 than GO" in the direction of ramp run. (5ec 1133b 5.4.2 fig I I b-38 � 39) CONTINUE ON KI15... TYPICAL HANDRAII-5 AT RAMPS DETAILS � DRAWINGS A5 PER ADA REGULATIONS, -AMERICANS WITH DISABILITIES ACT 1994 � � u \ \ \ \ \ NOTE: THIS PLAN ILLUSTRATES THE PLANIMETRIC DESIGN \ FOR THIS PORTION OF THE SITE, ALONG WITH THE UTILITIES '�- 41 - DESIGN, GRADING, AND DRAINAGE DESIGN. SEE MATCHLINE ~\ REFERENCES TO THIS SHEET FROM SHEETS 4, 6, AND 8. 4- - 45 Z1, TMP 78-2OM5 SEPARATE PARCEL __ ��`� ` �� `� \/ f l f� (NOT PART OF THIS DEVELOPMENT) 7-��-�_/_�4.r OPEN SPACE RESERVED FOR / FUTURE DEDICATION TO ALBEMARLE .1 .-..__/ //:....._... COUNTY FOR PUBLIC USE %.— /_; VAR. WIDTH PERMANENT `� \ \\��\\ `q` 1 VAR. WIDTH ACSA i 4 ACCESS EASEMENT` \ \ \ `\ \ ` SEWER EASEMENT D.B. 5383, PG. 306-317- _ \ \ � - DB. 5372, PG.691-699 f jf� kv\ -10 ICI_" '(MH-2 ` \ \ \�� \ �\. 1\'. , I` 1- II%, 1, I ! I >t SC0TT/R NSZ No. 35791 ' P 09/08/20 o�SjONAL E�� M N o W 0 Z U) 0 Z U a E LU o ~ o V) U Z O J Z WLU QCL W Cupi /� M C) o000 W - N N N N N Q N M N 00 d \ \ lx\ 0007 x /V x X V X Nk� 4� c) Z' 1?0�1 46 1Z Z,// // i \ \ \ �`�\\%`�\i� I � \ / off/ ,--i `/ /` // //// / 1 xz, "N \j INN, X, Z Y/ ix Ak X /X Nx K N, Ntl -N N\ N 3KIPS 2'LINE", x � xFICTIONS x/ N, 'A X A z", A Z q 7" I A 11 YN, >1 X/ NN A T/ X /X N, PROPERTY LINE (TYP.)"- >/ xl V \N N/ INN IN/ X" A/x, X Nx/ xl A— X, \ 47 N, —cp x X x -x 1> XN, NN x >, \ X X 17NN X <\ Cv NN X/< 450- /;/A/ N, N, 'IN x 44 0- N, 7\- N" X, -x/ 'Y N'. X;, x 4 6 0' / \ R A P �HQ S CA LEL 1Z 30 0 5 30-, r.0- 2D-1,1-450- IN, IN FISET-) :A! N-, M: IN SCOTT /R.ILLINS'-Z" No. 35791 l, 09/08/2 `�1%110NAL E�A1r 2 ED . ... ...... U) LU LU X uj CD (D /x c) LUU cli I < tD ;67 x 0 'D LU CN LL- ❑ (Y) LLJ uj a X\ T-i K "/X, < x Lu IN >< < LU z Z x 1^\ ZD Z LU 0 V 0 0 LL z U) w z 0 CL F- -j 0 a < U u 0 Lu V) LU z X, uj Z) U.J �-4 Y" 0 ug 0 wz zz C2 u 0 (- -5 u 0 < U") LU _j U) CL LU LLJUj _I LU LL < U ce t-u > LU LU LU o- LL. r) ❑ 0 LU cl LU CL LU > LU > LU LU N co X U U) U) x\ X X LL TMP: 07800-00-00-031 HO OWNER: GAHC4 CHARLOTTESVILLE VA MOB, LLC ZONING: PLANNED DEVELOPMENT MIXED COMMERCIAL ACREAGE: 7.38 AC DB/PG: 4818/286 CD C:) CD C) (D CD (D co m CD I'D CD \ , LLL�". / . / • \v • P Y.'4i , r' ' y' . �' y' + r y r �� ..., D . D oo j/ // `��.�. y • / ILI / .\• •�/ �' ry ',' y : , ry y 'r. •y' ' y' •y y `b.•"� �: 1: .>y lI I �Y , y ' yy y r'. r• • r iy r r ,•' r y a r' ' y r' y y " rr ' I 1". ' ' O 1 \ � / � ,� y , y • r , y y r y r • ,: Ik' �' I > � .,�, •�, 3 \ r y i rr/r y yy y' j D. ,may y .MAINTENANCE I I O \ : BUILDING I' I \ I ♦ „ O� I : PROPOSED 8" rl' ' . r ; , DI WATERLINE BUILDING #1 �\ O > � PROPOSED WATER , \ 3/4 STORY BLDG' ' ' y ' y' ; ' " SERVICE LATERAL 42 UNITS \, / PROPOSED WATER SERVICE LATERAL / / ,� PROPOSED 4" PVC NOTE: PROPOSED SANITARY SEWER �\ b.ti > O f r Oi SANITARY SEWER LATERAL BETWEEN MH-5 AND MH-4 SHALL BE \ \ �. C ENCASED IN 24" DIA. STEEL CASING PIPE > / 0 >� o ,PROPOSED 6" PVC PROPOSED FDC LOCATION I q . . SANITARY SEWER LATERAL \ \.a a s ✓� 00 / /. / e a ). ' ' Doi 1 '. PROPOSED FDC LOCATION PROPOSED 6" 90° BEN 7p°° VAR. WIDTH ACSA SEWER EASEMENTo / O / 1: / o PROPOSED 4 90 BEND \:. / O ^ % / \ \ : PROPOSED 5/8 METER D.B. 5372, PG. 691-699 \: \ \ , PROPOSED 6 PVC \ PROPOSED SANITARY -SEWER LATERAL PROPOSED FIRE ' • \. wa �,. 6 .DI FIRE LINE HYDRANT ASSEMBLY \ \ O MH-5 p BUILDING #2 PROPOSED �: x -PROPOSE 8 45 BEND: i I / / . VAR. WIDTH ACSA PROPOSE 4" 45° BEN J O 3/4 STORY BLDG i 4 WATER LATERAL: �� PROPOSED FIRE HYDRANT / :UTILITY EASEMENT �`sv r / :: Y \ / � ASSEMBLY w/ 8x6 TEE O 1.5" METER VAULT PROPOSED 8" 45° BEND i . . ✓ ! 42 UNITS �. f \ : D.B. 5372, PG. 691-699 �7 IH-7 PROPOSED /: S ' \ " 4WATER LATERAL /� . / .,.^ / PROPOSED /...; / PROPOSED 6" 45° BEN : 1.5" METER VAULT 6DI FIRE LINE / " C n� ' ;VAR. WIDTH ACSA \' \ 6" FIRE LINE G.V.::� /. \ p I /. UTILITY EASEMENT e :j. ^� / / ^o:: ,> >,,: D.B. 5372, PG. 691-699 J O /.. ' - PROPOSED PROPOSED 8 45 BEN \ �: I. \ , :: %': . 00' .: : .�° ''� r :Z" FIRE LINE G.V.. 6" x4 TEE, 6 x6 TEE, :6 G.V., & 4 G.V. I I :I . .\, : �, ♦ .. /: : % ��/�� //d `�,, � P s / ♦ �,, f \ 5 . PROPOSED 6" "• r : PROPOSED: a. (: O 29 j DI WATERLINE 8x6 TEE & 6 G V. � � , . O �� / : / • : \ / / PROPOSED \ 2 \ •I' 8 x4 TEE & 4 �• ? fi p >+ i \ / > Y / EXISTING PROPERTY BOUNDARY I' + 1! PROPOSED 8 x8 TEE & (3) 8 G.V. :wF PROPOSED 8 O O �, / VAR. WIDTH ACSA I i r \. . DLWATERLINE :.' / o O UTILITY EASEMENT / II i i PROPOSED 1 METER .- RS s O/ / �'` l D.B. 5372, PG. 691-699. . 1 1 r . I•, •.y s. .a. 'a• 0 t g. . / \' .nl 0 - PROPO • SED SANITARY / r SEWER MANHOLE (TYP.) / i l PROPOSED 6" PVC C9. / I j' \ \ / SANITARY SEWER LATERAL / Q' ° f ::. 0 0 : . /.. ,. ' .. 2 PROPOSED 6 45 VERTICAL BENDS' PROPOSED 8 / •:: � : :..: ,\ : ... -,vim :.;�/ff . � ' . DI WATERLINE / '/ i, CLUBHOUSE PROPOSED 8x6 CROSS,:o, ' / . 2 8" G.V. & 2 6" G.V. / 'PROPOSED FIRE HYDRANT : :.. '� A, o / : . ASSEMBLY w/ 6"x6" TEE OC TION O VAR. WIDTH ACSA PROPOSED FDC L A /. UTILITY EASEMENT \° PROPOSED 6 x6 TEE, _ \ D.B. 5372, PG. 691 699 6 x4 REDUCER, /' � 6 G.V. & 4 G.V.,R. WIDTH ACSA / / O J PROPOSED FIRE HYDRANT .:.; � J ASSEMBLY w/ 6"x6" TEE � • - f �• � :: • : `'�,rs VA TILITY EASEMENT / / : // // •� �\, � . ti ,. p�'• ° D.B. 5372, PG. 691-699 :PROPOSED a / / . i C _ is rTcrrr,.�• ,. M / /' y. • •' / � _ " � .��.1 , x � �, �. '.n,_.� /.•:': �`��%� �� 4 WATER LATERAL I / ;z r� c�� \ VAR. WIDTH ACSA .PROPOSED 8x6 REDUCER:: 1/ „ a : r. A' '`. ' 1.5 METER VAULT UTILITY EASEMENT MAIN /. / - s r, rc r D.B. 5372, PG. 691 699 � / �6 FIRE LINE G.V.: PROPOSED FORCE M ./ -. ,,. ., . ;. PROPOSED FORCE MAIN / . / O SANITARY SEWER LINES � ;'..• , :. _ : � I1 �:V '�\: : � .• ° SA SEWER LINE � / r / ; ... PROPOSED 6 90 BEN r TO SERVICE BUILDING #5 & 6 TO SERVICE BUILDING #4 t >. C` �: / /r � , •., • > PROPOSE F C OCATIO � \.: � J • r 5 O .e r I J 1. > 'o o I / PROPOSED 6 C PROP E PVC � - O ' O / SANITARY SEWER LATERAL �' /j j: PROPOSED WATER / PROPOSED 6 \. y. ../ e J SERVICE LATERAL / >" PROPOSED / .. / BUILDING #3 DI WATERLINE n w' 6 DI FIRE LINE iC7 / -,- 4 STORY BLDG MATCHLINE ET E SH 7 r/ r � :�°: � - ' 48 UNITS BUILDING #4 II I II :j. PROPOSED _ o / �< 3/4 STORY BLDG 4 WATER LATERAL `\. .' x/ / : . o.'. �. , . .. O /•.. _i . 1. P . :' ,.._.__....... _.. - •- : • - � ,�_ i�, .... / . , 4•,, �' .. . _ . .� 42 UNITS NOTE: KNOX BOXES WILL BE REQUIRED ON ALL STRUCTURES. LOCATION OF THE KNOX BOXES SHALL BE COORDINATED WITH THE FIRE MARSHAL'S OFFICE. GRAPHIC SCALE 15 30 60 120 ( IN FEET ) 1 inch = 30 ft. ACSA GENERAL WATER & SEWER CONDITIONS (JUNE 27, 2019) 1. AUTHORITY ACSA S B SUBJECT BY ALBEMARLE COUNTY SERVICE WORK HALL E S E T TO INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE SHALL OCCUR UNDER AN COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTIONu CONTRACTOR. PLUMBING"PERMIT WHICH MUST BE OBTAINED BY THE N 13. f THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING - V V D ER PLUMBING" PERMIT D INSPECTION SHALL OCCUR UNDER AN "OTHER U INSPECTIONS DEPARTMENT. THIS WHICH MUST BE OBTAINED BY THE CONTRACTOR. • 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND EA TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN OTHER NTRACTOR. PLUMBING" B PERMIT WHICH MUST BE OBTAINED Y THECO 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. C, SCOTT R. LIJNSZ� No. 35791 'It, �� 09/08/20 ��,4� PROPOSED 6 PVC / C9 _ / ' : /: / :. � • • SANITARY SEWER LATERAL 2 PROPOSED 6" 45° VERTICAL BENDS PROPOSED8 _ DI WATERLINE / J. .,� . CLUBHOUSE - ' PROPO 8 6 CROSS, " (2) 8 G.V. & (2) 6 G.V. / /.' / d �/ a ➢ �. Ci .\ PROPOSED YDRANT� � 0 VAR. WIDTH ACSA <. / ASSEMBLY w/ 6'x6'.TEE . PROPOSED FD UTILITY EASEMENT PROPOSED 6"x6" TEE, . ' " � �//•:�:' ,/ Lam,=-1 ® /D.B.5372, PG.691-699 � i � 6"x4"REDUCER, � & 4 G.V. d✓ /� / z lh/ j /'/ 0 / PROPOSED FIRE HYDRANT .✓ : " ASSEMBLY w/ 6"x6" TEE.�_'� . d`} VAR. WIDTH ACSA ": ": "' " UTILITY EASEMENT D.B. 5372, PG. 691-699 %" �. j`�Xp. " PROPOSED " / /: y� / f . � i- '. � �`c'?' /.•. ,' �- � 4 WATER LATERAL VAR. WIDTH ACSA PROPOSED 8 x6 REDUCER" „ "1.5 METER VAULT UTILITY EASEMENT "ME PROPOSED FORCE MAIN /: ' ` /�/ D.B. 5372, PG. 691-699 /' 6" FIRE LINE G.V.: PROPOSED FORCE MAIN \' O / SANITARY SEWER LINES/—I•SANITARY SEWER LINE TO SERVICE BUILDING #5 & 6 /:::: ir?z r P° / / PROPOSED 6. 90 BEND. ' . • . rip'.: :°.�°, TO SERVICE BUILDING #4 PROPOSED FDC LOCATION \ / / 1 11 O I PROPOSED 6 PVC / r O 440, PROPOSED WATER SANITARY SEWER LATERAL / ... •. i" / :. f. .:. SERVICE LATERAL / �G �' PROPOSED 6 \: y ' " ' : / ,. ,. i > . /. / . .. ' : PROPOSED / BUILDING #3 DI WATERLINE_::" .,' `. f EXISTING 100 STREAM BUFFER / 6" DI FIRE LINE / 4 STORY BLDG /fi .�` //:; :/.��`��f, ' . '' '' � ' j •�� : � �'`�.� ��;; : ' � . ' / f'"'� h L'f�RVr IJOCLJ U AU I GC 1.' 1 N �/. � `/ , / � K � � / / / '�S l$�i��C]So� v \ I Y' `. f i "'PROPOSED FIRE S rinr 11A1t'7 /'+\/ .' : _.`.LVnE3AAIT A00CRA V. / .'./ ': .'.' a . ... /ll`��VS J// )\\\ C, • �^' S. ",:. :. wO / rKvrU=U b" rvu Grvivl I T � \� \ -q y o: \ 'I J O SEWER LATERAL T LAT O PUMP SYSTEM O h � / ,t O BUILDING #6 I 3/4 STORY BLDG \ I 34 UNITSA \ NOTES: �V-1 1. CONTRACTOR SHALL VERIFY ALL TIE-IN ROAD CONNECTIONS TO ANY ROAD ,�p�,��G0,EXISTING OR UNDER CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF ANY DISCREPANCIES BETWEEN THE EXISTING ROADS AND/OR PROPOSED ROADS, EDGE OF PAVEMENT. CONTRACTOR P�� \ SHALL CONTACT ENGINEER TO INSPECT E/P AND ROADWAY TIE-INS TO EXISTING ROADS, PRIOR TO ANY CONCRETE OR PAVEMENT BEING PLACED. 2. CONTRACTOR SHALL VERIFY E/P ELEVATIONS ADJACENT TO THE SANITARY \ SEWER MANHOLES TO ENSURE THAT MANHOLE TOPS ARE CONSISTENT WITH THE ADJACENT PROPOSED CURB ELEVATIONS. 3. CONTRACTOR SHALL PROVIDE ENGINEER SURVEY WORKSHEETS OF ALL ROADWAYS, MANHOLE TOPS AND DRAINAGE STRUCTURES PRIOR TO \ \ INSTALLATION OF E/P, DRAINAGE, OR UTILITIES TO COLLINS ENGINEERING \ FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. COLLINS GRAPHIC SC\ F E / \ \ \ ENGINEERING SHALL VERIFY ALL SURVEY SHEETS TO ENSURE POSITIVE \ DRAINAGE AND PROPER ELEVATIONS FOR CONSTRUCTION. Is 30 so /� I2o / 4. ALL PROPOSED SANITARY AND WATERLINE EASEMENTS SHALL BE / \ DEDICATED TO ACSA FOR PUBLIC USE. ( IN F'E,,ET ) I inch q 30 ft. \ 5. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE \ BUILDING DEPARTMENT. 1' T` SCOTT R. LINSt4 No. 35791 o� 09/08/20 O��ssl ANAL M N • J ri I f4j i g L w I V1 Z O o cn O C z Lo I z �2 U Q E (� LU 0 ~ 0 r/ z O J U U i zCL 1 > LL w I WLU Q ; �Uj U' cI 00 0 0 N N N N N fw- Q N M N '-i 00 O Ip M ,� Ln 1p l0 Ql Drainage Easement Chart (20'width typical, if not noted below) Pipe No. Size (inches) Max Depth (feet) Easement Width Required (feet) Easement Width Provided (feet) 1 18 11.00 25.5 26 3 18 14.50 32.5 33 5 18 11.50 26.5 27 1 13 15 9.83 22.9 23 25 15 14.00 31.3 32 1 29 15 8.75 20.8 21 31 15 9.00 21.3 22 35 15 9.17 21.6 22 41 18 9.83 23.2 24 43 18 9.00 21.5 22 45 18 14.00 31.5 32 51 15 9.25 21.8 22 61 15 12.25 27.8 28 1 65 15 9.42 22.1 23 71 15 I 10.75 1 24.8 I 25 . 75 15 11.33 1 25.9 1 26 1 1 L 77 15 9.00 1 21.3 1 22 _ , i ______� I _ 11 g - --- -- - � I I .. "I , . \ 1. .- \ � I.. _� __ � 11 _/__ i . \�i_ __ A \ \ \ \ � I / I '! ., - , � 1; fl \ /k \ \ \ _� i /\ \ __,,�j \ \ \, \ \\\ 0 '%. �'<' \ \ \ P / \ %-, \ I I, \ I \ 1\ �\� \ - /'! . 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A .. ::: ; : k':: :::::�:�,_:�: T I .Y . � 77 [-Ij - V " . :: , � :::.� �i � � 1,,::: 1 �: . ��:, � �, , � ..: 11 rq ./I PROPOSED RETAINING WALL, WITH - -�� I , , , ,,,::: , , i. �:: : � :::::: t:::�:::: . H I , \ . � i i : � , 1, : : j f, ��, 1�� :Iil��!, . ", � " � HANDRAILS. MAX. WP%LL r-1 16 WALL 3G- ,.j A 1\ � �0-*E,�. --y PROPOSED 8" ADS ROOF/ * \ / -1.1 ..- ;:::� �. .��:: i::!:!� �":::;:�:� : : �:::::;::� 11 . , " i .. I / . �, - � /. I STA 0+00 -11 - , �-� -"VC/O � , , / \ N / I r I I" . v .1 I � : J�: �:::�:::: �, 1 -],�.,i, I I .. �:� , �, . . . --f I 1 _- 1 �:i!:�::.� .1 _: , ,,, 1'. , . I . `:'y . I w �, 1::::::: � f,::: I I , :')�� , I I., �. � �i ": , :,��!, i 1 ��.� I // I AD= V_1kAL0J-STA 0+00 41-1 - I 41c, VAR. WIDTH , . YARD DRAIN SYSTEM \ ./ � , ,�: , \ . - ,,, , I : , i � V I PROPOSED RETAINING DRAINAGE EASEMENT- . , \.,*, I \ /I I �t::��:.:::: �t�:::::::�: I f: ,, : ', � ��, 1,�� j� I / - . /1. . .. . , , '�44.,�6TC� �, 11Z VV. .:..\ -/\ � J,:, :�J�:��:,::_f:�::i:� , .::::��::: :::�::;,j:�:.i�::, : i / �,/. J\ ... 6 -6, � " . V4WY \ . - �, /t � 1, J � " V� - - � �.�,�. I ,, ;:: �:::��: � I / . � -�_-_ . . 11 . � 11. � V�, �. !i:: 1,i,�:: . � �;" I WALL, WITH HANDRAII -710 . . �, . \ \ \ \ \ ( i , / � / � . 1 D.B. 5372, PG. 700 . - " . \ \ � �. � li.. 1 j. f.:, L:" :� �:::� � �, F:.�:: . ,.. � Ill, , � I I I III /I I ,7- . 1. _ � I - - -, 'J,� t',�"_",: i � �i ,:�� :: ��'; j , I , \ \ / \ ;, \ y I 1,; �� :� kf�� , MAX. WALL HT.=3' I -, - - �.'� 1. .../, , I C C � ";.��,�i,��!��ir�: ��,��:!:� ::��!��ii�11'1i��. �.��.:� �i ��! " . I I / �,/� � / �/ J" I- I L ,:IQQ,�, J4 " , \ \ t, / / / , . . I -,t,. � � \ \� , I , , I / / I ',,I,,, .. .. / - . . ''.7 - �,-, . � � � � �- ��,;,/: / a ,I/ � j ,,�� * /. ''. \ \ \ \ \ / I � ;:*:::.:�.)1.::,i1i::. . 14. 1 ,'� "I . /< �� . . , . 1 1 ... �', --j/, � �_ . I - i :!:�: x;,;�:�,:::, wA�L 3K-END I , � � / � - , I I � 1 � � . . � � - � - - /.' , `�� t , � . " 1- \ I . ::/, ,i::::�:: : �'L�� ,�!�!��:;. 1 2 .. j P � // '11 / - I , : 114. , ,. �.! � : v!1::: 3 __ - / / I - .IX . _/1 ,j � F!iiili�ij,f�iii$�: - , I e� /,/ � I I i \ I ,ii,i , / 187, -C�- - � �-. \ / / / A I' , \ , ��i!��i�ii�i��i!!��.',,�.��!�� ,�:�i::� . I I _ \ / a � \ \ - :.:A��: :: i��!ii$��i�', i�j��,/,:�i�!!�! ",'. �j L � � /11� "A , I .1 �;" I" / / / I I INLET *1, . � �-. /. - O�� /� ) \ \ I i: ��,,!�;;,!;;A.�;�:� / . �,; -kjA- ' - :1OSED 1 0" ADS ROOF/ / / I � I . I J/ � 1. \ I . - , ' t��M��j�!�:��i::��!�;: 1, , � ��:: I �r - - , 'Al __,, i�.��i;��!��jj!� ?!�! : � , . , � / V � - - � i / . . _- ' � - ��i��i��!!��,��!��!!��,� ,WA�L %1, END " - I (TYP.� !. "/I. / I I / ..... .... :�:: ,:�:��:::��:.:[!.�;:�;'�'�%':,:.L,'.';':Vy�)t�L � / ... / I . __ " 1- -1 __ M I . /. I . . I � _71��I_.� , '* i��.- 1� , jij��i�:!��:�;i��i�ii��i,,,.j�:��!�;j�� . . . B'!�fAb , - k . TARD DRAIN SYSTEM / / / / I �/� \ - 1. . . / \ \ \ \ \ \ \ , I __ . - - . j � *1 .,, , ::�::j::x ./ / .1k __� .... ... - -1-k , - I I ..\ . - I ii��!��;��:��:!��i��i!:�i��!�� :.. - � - � / / / . .1 . " 0*%i "I � v I - i., ,,*�`:,;v,7� 4 - .1 ....... ,\ / - / . ��.�.��!;;� " !��i:!:ji�!j:i�::" , ., 1��: .... .... / / Zk_ 0 ! ":� I ' . . __1 / , . gi�:!��!!��i�l I �i��:i��:��!��;.."�!ji!!!�:��i�!r , /-�- " ' . ��.441. \ , \ If �% ,:,;".��411 . 11 - , .. ., - �_ ' / f4 ... � 1 �. I . � � �: � 1 . ..... 11 13 1. ,. Ii�i;ii!�:�� ........ ... ...... 11 ....... . � .... .. . ') .?,� , I �:;� i , ��i��!: . " ] " Z� , 7�F / / / - :.;,,;,:::.. � N � I , �/. . . .Z. . . - I - 1, ": .: 11! .� , , -, �/ , f - . //� � . , . ��!:,�.�:�X%1: ��:::.: . �q ; : � I � /,,: /I : . - Iof- " ,',-�', I 11 I- �_ , � 4" RO \ , --; , "I ::;,, : . � ',�_ :�::::�;::�:::i;f,�:X::�,; . - - . /�, �/. � /� 1�� . �.�� 1'1 , ., DRAIN . i . -_ ,,, .... . I I \ / /. , . � J � � _`,"�� I . il) �44/t% --' I 0,100'STREAM BUFFER (TYP.y 7 I .__� I A� �OPOSED RETA - 4 \ (TYP.1 , / .. I. >,-��, ':. /i: � �1�1 I . / � : �- ., -� " : 41, -.1 / \ t., 11 � - �_x � . .1. / . . I I - I . '�_. - - __ --- __� ,��::_:.. .... ,"I'll,'' - ,.." 11/11-.." � / ,, WITH HANDRAILS. MAX. WALL ��,.�\ � / 6.0 �' �J� / / . ;, , 4�,�i��',��,�!��i � / / � r I � �,,<. / .P. , BUILDI G 3 / " " , . � /� .... . / , , �'/ , � \ A \ . .� . . � �� 1 �,,�� 1, X,'; -.4 . � / / ''. /� / . . 1. I I . _ --- __ --- - 111, " �- HT.=7'IN THIS AREA ,'�, :.",, I � __ ...... / ,�'-,�,,,'..".':-.,`- �Q�=4,16 7 / .�,, . , 1* , � - - - -- // li� , 0�4 ._,...��. . .. :-,-,�. ,_�_!" , /I - - , I , . , � &� 777- ' � - ::�:,��l��:,i��,��l��.Xi:�.��:�i��:, - . � , �� Il '� � i � 7 � .. // �;.,-� -, " , - - - . ;1 ... �,'� , .00 �_ ��. . ,�!�; � _�i,X, :;.!�!�, 101 � g ,,�� / , . . \ � . . - �� ,A ICA IM \ D RETAINING ///....., . , , � � . -, �./ - . 77�� ,�C_ , * � I !7 , ! . . . . I ", / I �1./ ,_ // I %I It, ' �-*,'��-POOL I ..- --- / � I. ,/� �. ./. . �s . .. ./ I ,� ,_ - I - , . . . � - I - 4 � - . �/'�. .. - � �,41fi_,�! � / ., � .::. WALL, WITH HANDRAILS. / / , 1-1 1 _#4 - - �] � ,. A'... / r . � �/, . i it � �_.'.�.-.��'_,:�,;,, � t �'. / A ", �. - / * . , /PROPOSED 8" ADS . "I 11 UIL ING __'_. - , - . 1`� / / / X , -, � - , , �, . / ,.- , -_ 11.1 I/ I/ . � ) / � - , I ,� , � . / I . . I / / � � �, / . . , al ., - � .� 1 11 � ., ", - , MAX. WALL HT.=3' " ROOF DRAIN SYSTEM �: ", , / / � I � iv ..., / ��,PROPOSED 8 ADS I I . . / �. I I.;, FFE=441.33 - / � -/) 1 4 U / - * `_`I, - / .,.. "I �1� / I �;� I . � - - \ / / / / \ , . I / / .. I . . // 1�. ..*i*��,!. I / / , �/ > , 1: - . I ? - / / / ,� / � / / V - .. k�, - '� / � . . TYARD DRAIN SYSTEM 1 .,�4. 1 � . / :: �:,� , � L� .. - , . � /J� -�.� - . /I /. ,-�� f ,�, L =431.33 I' : /: '' / / \ I � Ifff, - I -r-1- / / / / / � .i�l ill" / ..�,� _�� . . It .'Y. f - , I ".-- -_ -- t I I . . ) � : " .;6. .. - I .�, ,( - -, - , �3'H I , .. ..". / -_ -,OF i,,��` / �,- -. 11 . � INLE1 4 I I ", " _� I I / -1 I I I I E Ili / i . �-Z,. ./:/ � I __ I -1 v W . ..". 11 .. /. . 8 42 EP I / I / / / � 1% I I .* . . - / \ /� (TYP.) - - I I .... / . . . . . , tp /I / Z - / /) -, n, E 9 � / / / / j � ��\ I . . . . . . . /. .. . ... . T , / / �_ - , r ! . I. __ f /.� - //// /��'. ...! �j I - -1-1 --,/; / /-�/ \ ) / -11? ': . , 1 � / I RA ,�_11_ - , k Z hl- I � / / / / I -_ f- - - --/---/ " , I - � 1'�. 11 . :: ........ I : I . -1 - __ -, \ / I I I I , -� GE:� I r I / , 11 - U � �- - GENERAL CONSTRUCTION NOTES FOR STREETS STD. CG-12 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE HANDICAP SIGN RAMP yANDICAP SIGN DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. LOCATION (VAN) LOCAnoN 2. UPON COMPLETION OF FiNE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SIDEWALK SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WiTH THE TEST RESULTS FOR APPROVAL. J. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY FACE THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE, of CURBS 4. GUARDRAIL LOCA TIONS ARE APPROXRA TE. EXACT LENGTH, LOCA TION AND APPROPRIA TE END TREA TMENTS WILL BE FIELD VERIFIED A T THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR BUMPER 18, DESIGNEE, 1T IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT BLOCK TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. F///,Io 5. WHERE URBAN CROSS SECT70NS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, PA 4" 4" PAINTED SHALL BE STRICTLY ADHERED TO. PER VDO . 9 8 9 STRIPE 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE SPEC. (TYPICAL) PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. MIN. T MIN. T MIN. 1 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ACCESSIBLE SPACES ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. HANDICAP SPACE DETAIL 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY NO SCALE ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. NOTE 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. HC PARKING SPACES & ACCESSIBLE ROUTES SHALL BE COMPLIANT 12. VDOT STANDARD CO-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND w/ ALL CURRENT ADA STANDARDS & LOCAL/STATE REQUIREMENTS GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13 A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY HANDICAPPED SPACES SHALL BE IDENTIFIED INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT BY ABOVE GRADE SIGNS AS RESERVED FOR OR COUNTY INSPECTOR PRESENT. RESERVED PHYSICALLY HANDICAPPED PERSONS. PROVIDE RESERVED PARKING ONE (1) R-7-8 SiGN AT EACH HANDICAPPED PARKING ROAD NOTES PARKING SPACE INDICATED ON S17E PLAN. SIGN WILL BE ALUMINUM (PAINTED WHl7E) K17H GREEN LETTERS AND /N7ERNA77ONAL WHEELCHAIR GRADING: SYMBOL. THE CENTER OF SIGN SHALL BE AT LEAST FIVE (5) FEET ABOVE GRADE, BUT NO 1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION HIGHER THAN SEVEN (7) FEET ABOVE GRADE. SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT. SIGN SHALL BE PLACED ON S7EEL POST 1-1/2" 0 PAINTED BLACK SET /N 12" OF CONCRE7F 2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE ENTIRE ROAD RIGHT OF WAY WIDTH AND TYPICAL ACCESSIBLE SiGNS SHALL CONFORM TO VAN REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE ENGINEER. TOW OZONEAY ADA REQUIREMENTS ACCESSIBLE J. ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED. $100 - $500 $100 - $500 4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION OF THE SUBGRADE. FINE I FINE DRAINAGE. HANDICAPPED PARKING SIGNS 1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT. NO SCALE 2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE FIELD CONDITIONS INDICATE, 3. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS. NOTE: PETER JEFFERSON PARKWAY 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE. PAVING MUST MATCH THE EXISTING PA VEMENT. SURFACE COURSE PAVEMENT SECTION. 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION. 4" ATE C INTERMEDIATE COURSE 25 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS PLACED. 9.5" 21-A J. TEST REPORTSPLACING AGGREGATE MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION FOR TYPE 1, ll, OR Ill PRIOR TO BASECOMPACTED----'CO ATEBASE.SE \ ��/ffi��\��/��/� 4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE SURFACE COURSE /S BEGINNING AT THE COMPLETION SUBGRADE OF THE INSTALLA T10N OF THE AGGREGA TE BASE. IN THE EVENT THA T THE SURFACE COURSE IS APPLIED PRIOR TO 60 DA YS, THE PUGMILL ASPHALT PAVING - PETER J E F F E R S 0 N P K W Y REQUIREMENT WILL APPLY. NO SCALE *NOTE: THIS IS A MIN. PAVEMENT DESIGN. ALBZff,4.RL,r COUNTY ASPHALT PAVING SECTION SHALL MATCH GL'NL'RAL CONS7RUCTION NOTEAS THE EXISTING PAVEMENT SECTION 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTA T/ON (VDOT). THIS PLAN AS DRA WN MA Y NOT ACCURA TEL Y REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPEC/FICA T70NS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. J. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL el. Ln o -12"- RESERVED PARKING VAN ACCESSIBLE REFLECTIVE ALUMINUM LEGEND AND BORDER - GREEN WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND - WHITE TYPICAL AT ALL HANDICAP SPACES THIS SIGN TYPICAL AT ALL "VAN ACCESSIBLE" PARKING SPACES PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW GALVANIZED "U" CHANNEL POST VDOT A3 GENERAL CONCRETE TOPSOIL AND SEED 0 4" MIN. HANDICAP PARKING SIGN DETAIL NOT TO SCALE ONE AT EACH HANDICAP SPACE. WHERE HANDICAP SPACES FACE EACH OTHER WITHOUT WALKWAY, THERE SHALL BE ONE POST WITH SIGNS MOUNTED BOTH SIDES 13'x44' CONCRETE DUMPSTER PAD 6" THICK - 3000 PSI CONCRETE 1:7sk91 EXTEND GEOSYNTHETIC REINFORCEMENT TO WITHIN 2 INCIIES OF THE LONER BLOCK FACE 10.1 MINIM f AnchorTM Diamond® X INFORCEMENT CONNECTION WX (NOT TO SCALE) 10.6'♦ VFINISHED REINFORCEMENT LENGTH GRADE \ \ll GEOSYNTHETIC REINFORCEMENT \/ 4" DRAIN TILE (ELEVATION VARIES) �f\ \ 6" MINIMUM COMPACTED GRANULAR LEVELING PAD Wos = WIDTH OF OVERSIZING De = DEPTH OF EXCAVATION L = LENGTH OF GEOSYNTHETIC REINFORCEMENT Wos=(2 tDo) +L+6" wos r� AnchorTM Diamond® \l:1 EXCAVATION OVERSIZING WX %(SCALE: 3/8"=P-0") ®vd" A CHOA WNt 5Y9 ENS, WC In 0 SCOTT R. LLINS�e, U No. 35791 1+1 TOP OF CONC,RALL 42ETE o� • ��09/08/20 SITE IONAL ECG GRADE RAIL ° w 4,° a >j Lu O .4 LL SITE o WALL ° . a ° r•I N � TY1L RAIL FAS-7 IVING I��'TAIL Q o NOT TO SCALE a W z z � 0 V) Z Lu co Q � w O TR EE5 SHItLL 8E PL 4NTE0 A MiNlit~119JM :OF Q.4 x H 01STA�JCE. FROM BAC64 OF €ILLkCK. (/� Lu t p z SHRUBS MAY BE PLANTEDADJACENT TO WALL, BUT SHALL UTILIZE. WATERPROOF � zo U) � g BARRIER BENEATH PLANTINGS WITHIN 0.4 X H DISTANCE FROM INALL � � a LU LO'J41-PER CIE B ILITY SOIL /> > '� ) 4' MIN. BACK OF WALL uj Lu � J a TO FACE OF WALL = FIL.TER FABRIC � L UPPER WALL Ce z j LL = SiRtJGT(JRAL L` 0 �D , * x A BA.CKFILL .' • **a «•• i) �I co v=i LOWER WALL d 1-Orr TYPICAL cn I C)N CD CD 0 0 Lu N N N N LLCD ) W CD W M t i T-i m C:) ,�i M m UMCOIvIeaoT h, �., \ 4' E1Ir�?4. L)I�T!4IN TILE z ED E t�10 � NATIVE I SOIL ` �Z, � 6 rr W] BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. Anchofrm Diamond® 2r-Orr W 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED. X TYPICAL BASE PREPARATION 5. THE MAXIMUM ALLOWABLE SLOPE iS 2: 1 (HORIZONTAL: VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF J. 1 OR BETTER ARE TO 2" SM-9.5 WX (NOTTOSCALE) .3 TO .4 H BE ACHIEVED. SURFACE COURSE 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, !T IS H 0) DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 3" BM-25 DIAMOND PRO (TAN) SEGMENTED WALL DETAIL (TYPICAL) N 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. INTERMEDIATE COURSE TOP NO SCALE WALL PLANTING DETAIL -� 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS llL BASE COURSE OF 4" 2" R Wp_2 cc-2 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLA77ON MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR COMPACTED Z PART 1926). SUBGRADE 6" 1 1--i NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS THAT ARE PROPOSED TO BE STATE MAINTAINED: ASPHALT PAVING - MAIN TRA VEL WA .` NOTES YS ) o �' 4 : a < 1. THIS REM MAY BE PRECAST OR CAST IN PLACE ADJACENT' TRAVEL LANE ASPHALT PAVEMENT WIDENING 13 ?a 2. CONCRETE TO BE CLASS A3 IF CAST N PLACE, & DRIVE AISLES : ° ' ° a 7" 12"M EDGE OF EXISNIN PAVEMENT 4000 PSI F PRECAST. " I 2 R i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. A: ' < a4 (AS DETERMINED FIELD) 3. CURB HAVING A RADIUS OF WO FEET OR LESS a t (ALONG FACE OF CURB) WILL BE PAE) FOR,. AS I , NO SCALE 4` <A4 A N, 5 5 5 RADIAL. CURB TACK COAT THE PROPOSED 4, THE DEPTH OF CURB MAY HE REDUCED AS. MUCH ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. 6" CONSTRUCTION JOINT EXISTING ASPHALT LAYERS PROPOSED ASPHALT LAYERS AS 3" (15" DEPTH) OR INCREASED As MUCH AS MIN 3" (2V DEPTH) INORDER THAT THE BOTTOM ---------------Cala e, at -- OF CURB WILL E WTTHE TOP OF.A COURSE OF THE PAVEIENT SUBTRSTRUCTL4F D D OTFERWSE iFE DEPTH IS TO BE 18 AS SHOWN. t iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. EXISTNO SUBBASE PROPOSED SUBBASE No AOJUStMENT N THE PRICE°810 IS TO BE MADE a .> W 1 6" 2' FORA DECREASE OR ANI WMEASE N DEPTH. �' p ! p ---------- •---•---------- GC-2 L5 TO RE USED ON ROADWAYS M1FETING i 4 e• - SURFACE. .T IV. A FINAL PAVEMENT DESIGN BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STANDARD CG-6 DOT #57,#68, OR #78 COMPACTED SUBGRADE 5 THE NDIX AEOF TH FORT RO D. SHOWN Nbli C SURFACE COURSE STONE BASE UNDER CURB I SECTION ON GS URBAN STAND "ARPS, c a- J (J J STRUCTURE IS PLACED.CONSTRUCTIONc D & CHECKED BY VDOT JOi T DETAIL CURB &GUTTERN . D NO SCALE PRIOR TO PAVING AND/OR d e-', BASE .J _. BACKFILLING. � REMOVE .EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS P , p,! v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE 8" 21-A PROPOSED MINIMUM 1'/2 INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5) • ry OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. BASE COURSE \/ /// / / /\/ // / / /\/\ .x MINIMUM 12 INCHES, GREATER AS NECESSARY TO ABUT THE FULL THICKNESS QF EXISTING ASPHALT LAYERS a e D,QTRco /j�\\\�\�\\��\�� / AS DETERMINED BY CORES (SEE NOTE 3) vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. COMPACTED 2" RADIUS SUBBASE w a. W SUBGRADE NOTESI r e 6" to vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOT A MINIMUM OF ONE WEEK PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN 1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER. \ p INSPECTION. ASPHALT PAVING PARKING SPACES (VARIABLE WID7H) 2. SUBSURFACENORNNAGE OF E EXISTINGVAND PROPOSED PAVEMENTESHHALL BE ADDRESSED INTTHE PAVEMENT DESIGN LAYERS OF EXISTING PAVEMENT. 4A• , Lu O O 06 D r . lZ:. Sl1RFACE NO SCALE 3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING B+ d' d• PAVEMENT LAYERS, THESE CORES SHALL BE SPACED NO MORE THAN 600 FEET APART, viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT THE DISCRETION OF VDOT OR MAY LEAD a. THE ADJACENT TRAVEL LANE HALL BE MILLED A MINIMUM DEPTH OF I /kINCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE m a• b;e b A. �> BASE Q TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE. PRDeosED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY T ENGINEER. �� V 1 4" CONIC. ; : c D 5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAYMENT CROSS -SLOPE 'e•;::�e ,4' W AND EFFECTIVE SURFACE DRANAGE. / ^ PROPOSED 1" SM-9.5 \/� j\/ \ • . ; a, \\ \\ \/�� 6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER. `'�A 1 v, POINT OF OVERLAY \ \ �/i //.V. 7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 31$.05(o) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS V W H :. CIL FINISHED ��'\\" AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAGHTEOGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE D" I O n. ,\\ \ J SPECIFICATIONS. GRADE EXISTING g.1 PAVEMENT 4" 21-A STONE BASE z 1/4"A' STONE LU EXIST. GROUND ESUBBASE ` i �i�ii i�\///i �i��i �i\�i` CONCRETE SIDEWALK "'FIFE cul� Is E�ic�oEo� EXIST. TYPICAL TRA YL'LIYAY SUCTION PROPOSED DR5lrffIi'A4Y ROAD A4CCESS DESIGN SPEEI0. f5 &Ffl POINT OF CG-6 C/L FINISHED CURB & GUTTER 5' WIDE CONCRETE 3;1 GRADE SIDEWALK EXIST. GROUND 1/4"A' 1/4"A' 2X �A 000 o° °lfb°JUG �p 'P.W PLAN71NG 4" VOOT 21 STRIP 4" VDOT 21A STONE BASE STONE BASE EXIST. GROUND EXIST. GROUND EXIST. GROUND 10' 110, 9' (TRAVEL LANE) (TRAVEL LANE) (ON -STREET VAR. WIDTH PARKING) TYPICAL TRAYL'LIYAY ASE'CTION AR6?UffLL0 STREET (PROFOSED PRIYA4TE TRA4YELA'AY) D.ESIGN SPEED' 15 JfPfl CG-6 I POINT OF CURB & GUTTER C/L 5' WIDE CONCRETE / I FINISHED A SIDEWALK GRADE 2% \ 6' PLAN77NG°°°° 4" VDOT 21A STRIP 4 Ivor STONE BASE s2T1 E SE 5--6--2.5 1 /4"A' EXIST. CG-6 CURB & GUTTER 10, 10, (TRAVEL LANE) T (TRAVEL LANE) 24'F/C-F/C TYPICAL TRAYL'LIYAY S.E'CTION TRAYEL#r.4Y A4 (PROPl08,CD PRIVATE T)AYELIPAJv) DESIGN SPEED.• 15 dfPfl GROUND COMPACTE \ \�\\\//� \\�\/ \ NO SCALE F- J SUBGRADE SPECIFICATION SPECIFICATION ` - : '��/mT ASPHALT PAVEMENT WIDENING REFERENCE REFERENCE STANDARD 6" CURB ROAD AND BRDCE STANDARDS ASPHALTPAVING - MILL/OVERLAY kRl.l�, H1.1 FOR WIDENING SUBJECT TO TRAFFIC 305 1q5 REYISI)N DATE 5(iE, T 1 OF 1NO SCALE .02 VIRGINIA DEPARTMENT OF TRANSPORTATION 315 602 VIRq(MA DEPARTMENT OF TRANSPORTATION .. CC-12 NOTE'CgMPONENTS OF CURB RAMPS. CONSIST OF THE FOLLOWINQ% CG-12 f 4" COMPACTED AGGREGATE 2" SM-9.5A BASE COURSE, VDOT #21A� /-SURFACE COURSE COMPACTED 10' SUBGRADE CLASS A - TYPE 1 LOW -MAINTENANCE PEDESTRIAN PA THWA Y DETAIL NO SCALE 6' PLAN77NG )/ STRIP HYORA.IUC CEMENT SIDEWALK (DEPTH N INCHES,AREAIN SQUARE YARDS): LuCURBWHEN REQUIRED (CG-2 OR CC-3 IN UNEAR FEET: GENERAL NOTES: DETECTABLE WARNING SURFACE UREA N SQUARE YARDS) 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DONE$. EACH OF THE ABOVE ITEMS IS SEPARATE PAT ITEM AND SHOULD 2. DETECTABBE LE WARWNO SHALL BE .FROM THE APPROVED LIST FOR SUMMARIZED FOR EACH CURB CUT RAMP A 4i z O DETECTABLE WARNING SUFACES:-PRODUCTSNOT LISTED SHALL MEET- 5'MIN. 51QEWALK RAMP 12'T MAX I PERMISSIBLE CONST. �r THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CC-12 DETECTABLE 4d�T MAX Jow WARNING: SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND SPECIAL. DESIGN SECTION FOR APPROVAL. � 3, 51-00946 51DES OF CURB RAMP MAY BE POURED MQNOUTHICALLY WITH RAMP 4 8, FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUARED BARS. - y, 4. IF RAMP FLOOR rs PRECAST,HOLES MUST BE. PROVIDED FOR DOWEL EARS SO VAX '"Ia THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF I011 3: �I"_ PRECAST RAMP FLOOR. PRECASTGONCRETE SHALL BE CLASS A 4. - TYPE A A -�E-I iRVNCATE4 DGMES V 5. REQUIRED BARS ARE TO 13E NO, S X 8" PLACED P CENTER TO CENTER ALONG SEE SHEET i OF 4 FOR DETAILS ¢ BOTH SIDES OF TH RAMP FLOOR, M7D-OEPTH: OF RAMP FLOOR MINIMUM PERPENDICULAR e CONCRETE COVER 1FTfz''• TANGENT PLAN = W 6. CURD RB I CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TQ CUM RAMPS STD. CC-2 ARE INCLUDED IN PAYMENT FOR CURB A CURB AND GUTTER. 5`M�N 2,-O'• 5"a• 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED ¢ 120 ROSSWALK� BY THE ENGINEER, THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER i24 MADE AN fly w ACCE5518LE ROUTE WITHIN THE RIGHT OF OF AHIGHWAY FACILITY BACK OF CUR 72 :1 dB=TYPICAL PLACEMENT I CROSSES A CURB. REGARDLESS OF WHETHER: SIDEWALKS EXISTING, PROPOSED. AT INTERSECTION OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSS 21) '1 4 :1 Y AS, SHOWN ON PLANS OR AS DIRECTED B,Y. THE ENGINEER, AND SHOULD NOT TYPE :.B WITH BUFFER STRIP ^ BE LOCATED BEHIND VEHICLE STOP LINES, .EXISTING LIGHT POLCONTINUOUS FIRE •„ - V HYDRANTS. DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIM A PARALLEL. -- VNOBSTRU(:TEO, STABLE, FIRM AND SUP RESISTPNF PATH GONFECTING ALL v 2' MIN. ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AM USED BY PEDESTRIANS. TTIL SELECTION OF CURB TYPE AND THE EXISTING CONFIGURATION CONDITIONS OF THE . + SECTION A -A UTILITY 57RP MAY VARY TO MEET EXISTING FIELD CONOI710N5 O Lu R. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT THE CURB OPENING IS PLACED WITHIN THE OMITS OF THE CROSSWALK AND THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS 12'1 MAX .y's AND ROADWAY GEOMETRICS PROVIDING THE OUNSONS AND SUES ARE AS NOTED. O �' Faw Of Curb- IHYe(t Llna PERPENDICULAR TO THE CURB, 5•MT1 x*. X. NOTE: FOR SHEET I. NOTES ON THE DETECTABLE WRNANG SURFACE, ` bin - R 1 It 3 in - tin 18in 9. TYPICAL CONCRETE SUEWALK IS-d• THICK. WHEN THE ENTRANCE RADIICANNOT ACCOMMODATE THE IVRUWG REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC, REFER TO STANDARD CC-13, COMMERCIAL ENTRANCE (HEAVY TRUCK 'TRAFFIC) FOR. CONCRETE DEPTH. A` - AT X . 2" HIGHER THAN EDGE OF PAVEMENT SEE SHEET 1OF 4. T y 16. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, AT X X , SAME AS TOP OF CURE THE MINIMUM WIDTH, SHALL BE THE WIDTH OF THE SHARED QSE PATH. TYPE C R 1 (t6 in (i, WHEN ONLY ONE CURB RAMP 15 PROVIQEO FOR TWO CROSSINGS (DIAGONAL}, PARALLEL & PERPENDICULAR A A' a' I E SHALL PROVIDED O MAZE V R WHEELCHAIR 12 A LANDNC AR A L BE PROP D T V E A WH A 5' WIDE CONCRETE �1.. _ INTO TILE cROSSWALd WITHOUT GOING INTO THE TRAVEL WAY, THIS 4' 4 4' 1 LANDING AREA MAY :,INCLUDE THE GUTTER PAN. SIDEWALK - .y TRUNCATED DOME ., .:' C "•. ='4 '�• H P INTERSECT '. I OF'. .. _ --w �' •�-.'�• � .... 12. ALL, CASES WHERE RAMPS.. A.RADIA,SECT UN - 1 GU c : 3. EXIST. GROUND "" :.;. . r; 3 CURB AT ENTRANCES OR STREET' CONNECTION$ THE DETECTABLE a •r, •'-. ' T' '^ �-' :':' - ' : WARNING' SURFACESHALL HAVE.A FACTORY .RADIUS qR"BE FIELD O:.O O O O z �'• ° • �• . ' Z "' y • -MD FE 'AS R C MENDED BY' ME MANUFACTURER:TO. MATCH s r -• .,ry; r ;,r: h a D EOM •L- o0 0 0 0.o O o O.o 0 0 - +' THE PACK OF CURB:. � �9 .. •t- ,K•�)� `�� o - odooa�000D000 - ba o a o . i;!• •rvr .,: ...._'.: >.... .r ..'•-•r: LANDING 0O 0O..0 0 o a g o 0 00 RAMP OO a= o o O:Q O OO- % ...•. ... ..v..t.rr 4" VDOT 21A ::., ...®,.....,,.,..,�,.,,�aa.-.a--.--.,,.,m..., n o o Lt a o 00 0 0 o D o 0 00 STONE BASE EXiST. GROUND - --- Builder's Option: Area may be concrete. - DX-651 OF BAs IAM T R P o o O O o o 0 0 0 O Q O o 0 {�-•- oa000000000Q000 TYPE C PARALLEL & PERPENDICULAR APPLICATION ROADWAY GRADE IN PERCENT 11"111M RAMP LENGTH IN FEET 4'• CVRO 6" CURB O 2 4 i 2 5 2 3 5 3 3 6 4 4 6 5 5 IQ 6 7 14 7 t3 15 6 15 15 1 cz �/ �- 2_ AT , 2" THAN EDGE OF PAVEMENT NT AT)KX ,SAME AS TOP OF CURD Q Lu a :n THIS COMBINED (PARALLEL It. PERPENDICULAR) DESIGN FOR ALTERATIONS CAN BE JOB NO. QSED WITH ADJOINING BUFFER STRIP. LANDING AT BOTTOM OF TWO SLOPING SIDES WITH 60" X 60" MIN,QIMENSiONS, THE SHORT PERPENDICULAR RUN TO THE STREET CAR BE PROTECTED BY A LANDSCAPED $ETBACK OR CONNECTED TO THE SIDEWALK WITH A WARPED SURFACE. �� 3^� Bottom of curb may follow aIQpE1 of y sub-basa provided a minimum dept c of inches 15 maintained. 04 DETEC TABLEWRNING o TOP DIVA TER AT BACK OF CURB 1 4" VARIABLE FULL WIDTH OF RAMP FLOOR I SEE NOTE 12. BASE DIAMETER ( PAY LIMITS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL NQ (E THE REQVFEO LENGTH OF A PARALLEL RAMP IS / `- ` LIMITED TO 15 FEET, REGARCLESS OF THE SLOPE. •/) VVV SHEET 4 OF 4 SCALE AS SHOWN 1 ft 0 In 2II U In ---^^-•-- R9iltop Curb wI7[]T ' HOAR BRIDGE - CC-12 DETECTABLE WARNING SURFACE (GENERAL NOTES) VIRGINIA DEPARTMENT' OF TRANSPORTATION SPECIFICATION - REFERENCE CG-12 DETECTABLE WARNING SURFACE REV. TYPE C (PARALLEL & PERPENDICULAR) APPLICATION 203,07 VIRGINIA DEPARTMENT OF TRANSPORTATION 'PEC XATXA �T( r SHEET NO. O 105. 50S 105 502 OF SHEET lOF 5 REVISION DATE VISION A P7115 203.05 : E 14l _+p' �8#��g0, Q - an.no o 3.. I'T' It �_ Rf 8 a @" NBiELE59 ' LEVEL caiTHiI.S, GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 24" IN INITIAL BACKFILL 24 IN B" 8" 8" 8" MIN MIN. MIN- MIN. 6" BEDDING #68 STONE * STABLE SOIL ROCK GTTACIE MUST SLOPE * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL AWAY FROM STATION I STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF - #68 STONE. (81 ', M) FOUNDATION IN POOR SOIL UNDER -CUT CONDITION INLET: 1=P) M G)20MA4ET F'T 4' D1 V P I I a'MI INITIAL BACKFILL a MI UNSTABLE a" a" a" a' SGIL� MIN MIN. MIN MIN. #68 STONE O _GRANULAR FILL AS O- _;APPROVED 8Y ACSA � % bao�xmzia' STAB 1E SOIL OR ROCIC� z STABLE SOIL OR ROCK' NOTE : 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. L.t4a/ IT mlSTA,VDARO. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. ra Ct0'3, 1RrD) - --+"i 4.110 ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED Sty PO 1 12/2VIO s V11, IN THE TRENCH. CONCRETE BALLAST MAY BE REQUIRED � aY c)aca t7aiE- -EGA ` 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. SEE INSTALLATION INSTRUCTIONS x� FOR DETAILS DUCTILE IRON WATER NOTE; DIMENSIONS ARE FOR REFERENCE ONLY Irif'lnE 1NHAQA_-7a / VAI �A �s PIPE INSTALLATION & BEDDING L. 005 NA015P0 - NYLOPLAST DRAIN BASIN WITH PEDESTRIAN GRATE (1,2) INTEGRATED DUCTILE IRON FRAME & GRATE TO MATCH BASIN O.D. MINIMUM PIPE BURIAL (3) VARIABLE INVERT HEIGHTS DEPTH PER PIPE AVAILABLE (ACCORDING TO MANUFACTURER PLANSTAKE OFF) RECOMMENDATION (5) ADAPTER ANGLES VARIABLE W - i% ACCORDING TO PLANS (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4" • 38' FOR CORRUGATED HOPE (ADS H•12IHANCDR DUAL WALL, ADSMPIICOR J/ SINGLE''NALL), N-12 HP, PVC SEWER (EX SCR 35). PVC DWV (EX: SCH 40), PVC CWOIC905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HOPE SHOWN) t - 12A -30' PEDESTRIAN GRATES SHALL BE DUCTILE IRON PERASTMA533 GRADE 70,50-43 2 .12'. 37 FRAMES SHALL BE DUCTILE IRON PER ASTM A5a3 GRADE 70-5(KA 3 • DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PUN DETAILS. RISERS ARE NEEDED FOR MWS OVER W DUE TO SHRPING RESTRICTIONS. BEE DRAWING NO, 7001.110-M. A • DRAINAGE CONNECTION BIDS JOINT TK&HTNE63 SHALL CONFORM TO A617103212 FOR CORRUGATED HOPE (ADS N•121HANOOR DUAL WALL), H-12.HP, & FVC WWER(4'- W). 5 - ADAPTERS CAN BE MOUNTED V TO 360'. TO DETERMINE MINIMUM ANC -LE BETWEEN ADAPTERS 6"^E DRAWING NO. 7001-11C 012. 6 - 17 -24" PEDESTRIAN GRATES SHALL MEET H-10 LOAD RATING V PEDESTRIAN GFATE $HAIL MEET H•20 LOAD RATING ($SE DRAWING NO.7001-110-144 FCRH-20 TRAFFIC LOAD GUIDELW14 12"-w 12" MIN WIDTH GUIDELINE i �- W MIN THICKNESS GUIDELINE NTS FIG. W-2 - - A 45' k rn0 PLUG I 2 l 1 I r 1 1 FOR ALL BENDS FOR TEE OR WYE FITTINGS WIDEN TRENCH TO - ACCOMMODATE ANCHOR I REQUIRED.. , M NO As JIRED d _ PLUG 4 MIN ,TION 1-1 SECTION 2-2 PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. SIZE OF (FEET) CU.YD. (FEET) CU.YD. BEND L H I T L H T 90 2.50 2.50 3.01 0.24 4" & 6" 45 22 1 /2 2.00 1.50 2.25 2.00 2.60 2.52 0.15 0.10 2.00 2.25 2.50 0.15 11 1 /4 1.50 2.00 2.50 0.10 90 3.66 3.16 3.21 0.48 8„ 45 2.66 2.66 2.77 0.26 22 1/2 1.66 216 2.69 0.13 3.16 2.91 2.66 0.32 11 1 /4 1.66 2.16 2.67 OA 3 90 4,83 3.83 3.42 0.83 101" & 12, 45 3.33 3.58 2.95 0.43 3.83 4.OD 2.83 0.52 22 1 /2 2.33 2.58 2.86 0.24 11 1/4 1.83 2.33 2.84 0.18 UNDISTURBED EARTH 2 - 3/4' D!A ALL -THREAD VALVE ASTM A36 AND HEX NUT ASTM A588 (TYP) UNDISTURBED SOIL (TYP) at - WATER MAIN NOTE:HYDRANT • • VILLE THREADS WHICH THE LOCAL STANDARD. OF BRANCH VARIES �*LENGTH -- �4 .: • 4 'MIN�u - PLACE 5' GALVANIZED " WITNESS " P05T WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS AS DIRECTED. MARKER LOCATION MAY BE SUBJECT TO HGHWAY DEPARTMENT APPROVAL. FINISHED GRADE -\ VARIES i VALVE BOX TO METER BOX (SEE FIG. W-6A THRU W-7E). VgR1ES -2" COPPER M.J. FITTING 2" CORP. STOP 4" DIP 4" PLUG THREADED FOR 2" COMPRESSION FITTING RESTRAINED JOINT FITTINGS ',�E U35791 w w z Z w gz Tn J m a6 O CJ W FZ-' L o H W O 1714 Ocle O W W c UU O LL M N l\O - CO Q W crT rl Z O UJI ¢ C)LU F- O 0 F- O IL O 3 m V 0 0 H Q o 1- E 0 W � (/I Z W Z X N Z Z 0 m a 0 Q W LLJ O L u y 0 LL Z 4J t . H zQ J l- z m a O O U z O 7 U LLI E O F � Z '� Izi 3 ti In O U Z O W Z z 0 1Y rn H 0 Q ul °- w� Wkill g o n H-4 I-I LL � )-A TD-12 Q I}-• z U TD-2 TD-3 TD-6 Tr)-8 TD-9 Q 0- J Q W Z I U (6) MEDIUM DUTY TRAFFIC LOADS: CONCRETE SLAB DIMENSIONS ARE FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. SEE DRAWING NO, 7001-110-111 FOR NON TRAFFIC INSTALLATION. (3) VARIABLE SUMP DEPTH r IdIN CN lr - 24" ACCORDING TO PLANS 6'M"sNON3T&36' (6-MIN.ONT2'-24",10'MIN.ON34` & 12" MIN. ON 38" BASED ON MANUFACTURING REQ) 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 D23211. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. HAS PROPRIETARY RIGHTS. 1HE RECEIPT BUFORD. GA 30518 SIONOFTHISPRINTCOE$NOTOONFER DATE 4-20-07 PVC PHN(T70)932.2440 OR LICENSE THE USE OF THE DESIGN OR r4ylo aSt PAX (710)pla2440an WFCRIATON SHOWN HEREIN REVISEDBY NNH PROJECTNOJNAME TION CF TW6 PRINT ORANY rFORMATION ITTLE HEREIN, OR MANUFACTURE OF AM DATE 0442-18 GRAIN BASIN WRH PEDESTRIAN GRATE REFROM, FOR THE 015CLOSUIRE TO OTHERS QUICK SPEC INSTALLATION MAIL IFOMNYLEXCEPT BPLAST. IG VYi6TTEN OWO$YE A SCARE 1:40 SHEET 10F1 OWO NO. 1001.110.2&T REV E HfROM NriCPLAST. �oUxnoauar 0 'i :tiY®1 _I' lC R ll ll ll ll LL S - D- IL-1L�11 LLB LL ll = �J 1L 11�LL 1LaLL ]L'�JL JI ll L ll - = T II. III[ D I�11 LB 8-11 IL ,Ifall IIII ,1 II =IIr-II II i ii II II-11 II II IIaII 11 11 I = d = � =11=11 II II=1L�I� II II I� II it 11 II ' FII7 �IT_t II IIGIIIC117f1 IfII1T�lIII1111.NlilTlll71=11 It IU=1T 1( 11 TI 12 If • •,�r®+•. --Br,B LLF�IL J4-J[ u 7��-� =LL�IL II '1 .IL--J� II IL IL ,v �, =11 II II II II ..IDF,11-11 N 11 II • ®®�, .,IL Ila1T .{ a, _ ®, �7 II II..11 11: ll�i. ]L�JL 1L-,IL LL LL r II N11 II II II II II It 11 IL II. IL II. II 11=1 12 If 1�1 IL If If II -IC IL IL IL�LL=IL .IL IC- B II II II B 11-1 N II. `I. 11=1- -Y•1 �+�r' ''Yyr4 � �•�. • s T v �� a•� ��. S 1 T •�'•Y Y�•Y -aY --' . . c IIIIIII I 12 � I IIIIIIIIIIIIiIIII ��I'. III.IIII.IIII.IIIIIIIII I.I I •'®iY lam, w Y ' r �. r • r, r• .• r r r• r• r• • r• r r r• r r• r. r- ® r• r T Y R �•.,.�• aY>•' Y '• wY • a•Y. • s • �� Ye Yr � k i� �wL'.a�•rY'+��i T9.. '1 ` I� tul • .1. I •rn'1 1 1 R ROADWAY R I � C A n = PAVEMENT m . T = 1' COATED STEEL BAND DR STAINLESS 42° MIN, I 0,25' MIN, THICKNESS STEEL CASING INSULATORS 42` MIN, STEEL CASING 12" CONCRETE FILL -► BOTH ENDS � C I I I N I , 2'-0- 7' OR W 7' OR 8'_1 2' _0)- 1 1 2'-0' f � T UCTILE IRON PIPE I _ 18' DR 20' JOINT OF ➢.I, RESTRAINED JOINTS) I - NOTE: 1. STEEL CASING TO EXTENDTO BACK OF CURB DITCH, SIDEWALK 0 ETC. OR A MINIMUM F 5- BEYOND THE EDGE OF PAVEMENT, WHICHEVER IS GREATER. 2, ENDS OF CASING CAN BESEALED USING A PULL -ON END SEAL GASKET IN LIEU OF CONCRETE FILL, 3, MIDDLE SPACER SHALL BE PLACED PPE JOINT, AT -THE CENTERPUINT OF I WATER TYPICAL STEEL SLEEVE INSTALLATION UNDER ROADWAYS N.T.S FIG. W-10 VARIES J VALVE BOX 4" DIAMETER BRANCH AND VALVE M.J. PLUG VARIES WATER MAIN RESTRAINED JOINT FITTINGS ON-LINE (TYPE "B") VARIES THREADED COUPLING PVC NIPPLE AND CAP PVC SLEEVE OF o BRASS NIPPLE AND CAP I LUBRICATE ALL THREADS THRUST BLOCK 1p METER BOX (SEE FIG. W-7) VALVE .-NO. 57 STONE M.J. FITTING 2" PIPE SLOPED TO DRAIN IF = GRADE ALLOWS VARIES VARIES PIPE VC OR BRASS WATER MAIN AND VALVE 2" THREADED TAP ARE SAME SIZE PLUG DEAD END (TYPE "A") TYPICAL BLOW -OFF ASSEMBLY r ^NTS o H W m O O Z M V Tn U m W o � L,._ Q- o W 0- ate. o z `S U REMAINING BACKFILL SHALL O LuLLJ Lu p 0 -0 NOT CONTAIN ROCK MATERIAL J IM4 > U) "' Lu W 36"MIN LARGER THAN 5" IN ANY �Q- > o DIMENSION HLu tY O 24"MI INTIAL BACKFILL* m Q Z 8"MIN (6" LIFTS) �_ EMBEDMENT * THOROUGHLY COMPACTED U) U SPRING LINE O BY HAND OR APPROVED MECHANICAL TAMPER OF PIPE - J Q 0 0 HAUNCHING NO. 68 STONE - BEDDING 6" max L 4" min w FOUNDATION (SHALL BE o REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE 0 ALL PIPE) rn N N N N N � F- <C Ln N M N \ \ � \ CD \ 00 i _j M 11 ,M \ Ln \ LO \ LO O \ M - T-i O NOTE 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE :J BACKFILLED ENTIRELY WITH NO, 21A STONE. -0 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED L9 >_ m 7 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE ' TYPICAL SEWER PIPE INSTALLATION IN TRENCH N o Q d' C � NTS FIG. S-3 Z T � H v L 0 TD-16 TD-19 lu zD TD-31 TD-32 I. L .. GR-2 2A PO-1 I I I O '0 0 I u NO PROJEGTICN OF PIPE ABOVE GROUND LINE I Q) •'t'. 27-Y4" MIN 2874" MAX RAIL :HEIGHT TOP: OF FILL- TOP OF :FILL TOP OF FILL N _ N u) R ROADWAY TL' 'GROUND LINE x -^-- GROLWO UNE x :.GROUNO LINE -+-- -�-- I - 3 1 - 3 d - 3 1 -3 1 r _ , L. I f 6 -3 6 -3 !x I A. vi /z _ i r i T• rirlrr lrr/ { I I rrrrrr r .... 4 �-� 't� D;ARTtr -_ ROCK OR _ d -'I UNYIELDINU p > 0 H o v ❑ n i 'SOIL ' BE❑AIN -- .. CID p _ ' MATEFilf1_. 1 n 2 311 PAVEMENT I( II I I I II I ( A1ATt/IO D.) MIN. INMWI/10 D. I 0 ERIAL C MATERIAL ..'/�".PER 1'OF H X D X t I J LTW B",MAX, 24' FOUNDATION SOFT, YIELDING, OR ` N NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL` � �_ Q I _ e, 36 M > N, G 2 GR-2A volsom I COATED STL.BAND OR STA INLESS .. : T6-_3 POST SP. ACING) 3. /t.. POST SPACING? 1 -. PIPEPROJE PRO JECTION ON AO E .G O UND LIN E 36 MIN. 0.� MIN THICKNESSBTEELC LING INSULATORS 2 CONCRETE FILL .MAX DYNAMIC DEFLECTION ON 3 .MAX DYNAMIC DEFLECTION - 2 ST EL CASING BOTH.ENDS MW_ 1.5 D MN15 < DMNI 5xDMIN. MIN' x D NW. 1.5 x a O P OF FEId T;: OL TOP OF FILL LL(DcL L9 - I I 1 ' , .. _ .. _2'-0',_:- ........ ...... � .... .../rrrr. r/ rr, r rr L.. .. 0 0 7 ❑ 8. ❑R -..2 - 0. rrirrr. /rrrrrr. rr . .rrrr r. r... .... ..... .• .. .. ... ':r r ...... -- / rrrrr' r rrr . 4.. r �- r /r r .rrr r/ rrrr. rr: r _ r ' r rr / C NOTES .r. .. rrrr rr O -- -' `�-•�- {f'�- � P XI E TT - N. TINS .PRO M LOCATIONS 0 0 .L ARE... ... ... _..- .... rrrrd/ // cz GUARDRAIL.L 0 S.. U SHOWN - _ .'.rrrrr r rJ rr r .� _ r. ... fr: _ ❑ US TEE. DURING CONSTRUCTION AVU. .r. x... G 0 GROUND. H -0 IDLY AN CAN. � AD D U... 0 a � +• r r rrrrrrrr .. 1 OR -2 JOINT OF D.I.D ........ r ...... :r'. _ rrrrr/ r r GRE DUCTILETRON PIPE 8 0- J � ....... d _ UND •:: •::•• LINE. ;;. _• .r. I _ LNE CAN BE THE: ENGINEER. AS DR0) _ .. LINE I P SH' N JOINTS r: n 0 z. r . (. OPTIONAL fl. T OD ' -> OP .OVAL C ME H x H D 2A OPTIONAL -GR A MET .. P NFL.. 2 --;- T. .0 T 7 No. 0.05.. - ❑-_ : TA F': OCKO-SHEE. 5 FOR S 0 POST AND.BL V S SEE 0. ': - 0. L. USING'ApD17IONAL _. - IJSINC NESTED RAT. ',_ - 0 U) • AIL ON BACK POST ft - BACK OF T SIDEWALK. ETC. ORAMI IM OF 5 BEYOND THE EDGE OF I i. STEEL CASING T EXTEND TO CURB DITCH, MINIMUM G L JOINT. AND _ NOTE. TEE C O EFOR M RNL CLEF SHEET OS 50 0 _ I / AR 7H` I dt ` _ R E. Q a R G O : 1 1' L _ QR T cH D E SHEET NOS. 5 0 AND.50 Q S ED AR W E T 0, 2 r AS .ARE S. R: 4Gw ' I. WHICHEVER CREATE D R I N AK::F T - ' - PAVEMENT, WH C RA ADDITIONAL AIL S_PL E 0 B 0. POS x WHEN NESTED L OR PD TO AG C 1 �; MIN / a L 1 `. LNYI DNG _. W I I ` R: GR..2. TH POSLSPAC SPACING WILL OE.6..3. - I I L :- - � _ F0 A E I. - SO . UI REDOING -^ Q. P CURVED F RADII. MIN. C D.. X X T : E FURNISHED S VE DR :..:P -. ELEMENTSSHOP C. D _ ER:. MAIL .MEN %2 P MN. 0.0.` ' N LIEU OF CONCRETE FILL, ' RI •• ENDS OF CASING AN BE SEALED USING A PULL ON END SEA GASKET I EU DN I MATERIAL a MATERG 2... EN. C L L-BETWEEN 5 FEET -:-AND 15p.FEET. '..- :- M 1 pF: H. X D X EARTH: V J G) BEDDING M E AL U 3. MIDDLE SPACER SHALL BE -PI-ACED AT THE CENTERPBINT OF PIPE. ALL GUARDRAIL.POSrS SHALL BE SET PLUMB. PQ�T SHALL NOT HE SET WITH A OF. MORE. THAN i PER FOOT -VARIATION - C OUTS D POSTS SHALL BE FROM VERTICAL D W K , NV 5T H SET' WD WITHOUT ALTERATION OR FORCE, AS PER 05OF.WITHOUT ATION SECTION 505 OF THE SPECIFICATIONS. SEWER ALL GR-2 MA GR-2A RAIL SHALL BE MAINTNNED AT A TYPICAL' STEEL SLEEVE INSTALLATION L EVE INSTA LA ION HEIGHT OF 27-Y ` MIN - 2B-Y," MAX AS MEASURED PER. STANDARD C R-.WS . .. :. UNDER ROADWAYS 0 YS ,. THE DIRECTION F ALL W BEAN RAILS SHALL BE. LAPPED W E CT�O 0 >TH 'FINISHED R -wAY. VEHICULAR 7RAYEI;.FGR EQED. N.T.S ION - A METHODS OF NESTING THE RAIL ON USE THE. OPT TI A $ L H N F H P F F ADDITIONAL :R L ON THE BACK 0 THE CST OR 0. AN ADD O AL AI FIG. S-5 BY THE ENGINEER s GR-2A. SHALL BE APPROVEDE R PRIOR TO INSTALLATION. - FLARE.. RATES DESIGN SPEED INSIDE SHY UNE BEYOND SHY LINE MPH SHY LINE is :FLARE RATE FLARE RATE 70 S' 30:1 154 _Y 4 O B' 2611 1 It 4l 50. 6,5v :21:1 Ill 40 5' III. 0 NORMAL EARTH FOUNDATION MAX-21' MATERIALTI0 K F NDATION FT YIELDING, OR FOUNDATION SO ELINO Q _ OTHERWISE UNSU1TAeLE M E AL .W � ^ O z� an In O SECTION MATERIAL, HEACCORDANCE :WITH EMBANKMENT NOTESI SPECION:302 OF THE AND BRIUCE -' SPECIFICATIONS, PE ... .. BACKFILL MATERIAL WACCORDANCE[FOR GEN.ERµ NOTES:ON PIPE BEDDING. ••:REGULAR BAC LL MA E. N T LAT '.PIPE CULVERTS`. tt I. BACKFILL Or THE IN RAND BRINGS ::' v SEE.. I. S.ER _ION .OF _. ,A55 ACKF. L IT 1 F,T. ,I Al).. B G ® W..H SE TON 342 0 RO µ ftD E C tff 9. .-. GENERAL NOTES T STORM SEWERS: CE E '-AN S 0 N. Or THE CH - AND I G :: U WITH :SECTION 3 2UF E ROAM BRp E 'SPECIFICATIONS. _:'uj -' iJ.� T 0 D ON SHEET 107.00. SPECIFICATIONS. � --FOR KF RI ALL OTHER PPE REGULM.@AC LL MALE PL tr r - CRUSHED T TOE:. : :O S NFU. NG � C.US ED LAS C CONFORMING 0 TI P : 4 /I/SI FOR PLASTIC PI E '� �. W ACCORDANCE WITH SECTION 302 OF ROAD SIZEREQUIREMENTSTESIZE. FOR CRUSH R::E I PLACED DIRECTLY SEE 6'• MINIMUM CLASS IBPCKF LL MATERIAL ACE A-0 YER:.L. D fi' REGULAR BACKFILL MATERIAL. CAMP BRIDGE SPECIFICATIONS. AGGREGATE SIZE 2SAND 26 MAY BE O P PE AN R L_ „_FI . P F:. ASS. ..BACK. LL.:. USED. W LACE 0 CLASS I OR d& 4F CLA$S'I:BACK FILL MATERIAL. --� : � 5= TYPE Cf PINE CRUSHNC STRENGTH NON. gALETER" NOY, DIAMETERSMOOTH WALL PVC�.T 3 0.153 SMOOTH WALL PE 70 PS iiiEBf 70 PSI i48Ei'4 ON P R Q A SHALT_ BE PLACED ON A GRACE PARALLEL TO THE SIULECER SLOFE 2 X hfiK 0 X APPROACH SLAB PAVEMENT SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER SLOPE 2 X MIN. (3 O W N OESRABLE) GRADE, DESIRABLE) GRACE. ar 0 CL T k In 7T TI • W1 TT >E LOCAT Dt,E _O OT EA'Wl PROYC[ SUBBASE M GATED S TO OTHERWISE INTO D . CF! C AND CAJ ER SEC GN,,.. IERE E BRIDGE N CURB AND GUTTER SECTIONS WHERE N Fa - A I,A7B 3. 0 _q / gg N T - U F N 7 Y L GE. LOCATED O-AS iO CTTA?rl TO 9tOP- 0 SO AS TO GRAIN INTO DROP CUTLETS GR 4 GERPRANS h� ME D S OUTLETS FOR UNDEftORANS THEY ARE TO BE LOCATE 88-FIRS: CR 1lANtIGt,ES_ , CD- OUTLE , OR MANHOLES. O INLETS RECA TE BASE MATERIAL TYPE I JUL) NO. m F5 [4 ENTIRE PAVEMENT AREA ( BE UNDER ENTIRE PAVEMENT AREA 5A CTI SUF'Eii£EEYATEO 5EGTIWiS TREE�C�{ B£ UtwOEH EN1 i•�5'-0 512E N0. 2� te" Wi. DEPTH) 4. ON SUPERELEYATED SECTIONS, TRENCH 4S TO Tn WITH 0)JTLET PFE 4Pfi LOW SIDE WILY. WITH OUTLET PIPE ON LOW SIDE ONLY. 0 1721 1 3 Ir � - FOR CURB AND GUTTER ONLY : At : • 4'. . p:, , p fH.ES.) ,•. - •1.' '}• APPLICABLE TO .STREET CONNECTIONS $. INVERT ELEVATION AT OUT__T ENO AF CE DITCH PPE 3THL), A MTh•.M{JM Uf 1''4' ABOVE: 5. INVERT ELEVATION AT OUTLET ETD AI OUTLET PPE TO BE A lwNM.H OF 1' O' ABOVE x X l' X M MU E W SL P E AT MINIMU I' INTERVALS '• CONIXETE • �. INVERT ELIEVA'IICN:.Or. RECEC11N0 .0RNNA0E A4tC&1. CA? 5T)iL1CTLRE.... INVERT ELEVATION OF RECEIVING DRAINAGE DITCH OR STRUCTURE. 2 Ntl M NCREAS OP _. M Q • 4:... " � C FOR � ❑EWPLK CURB AND GUTTER' P. T - a - T 'P V: PS F OU T APE <E i OUTLET PPE ME TO N SOP FOR 5 ERJ - 7, ALL CONN$GTIOTrS'1E1..ORW5, I,YYE5.E.G)WT HU4 A La..M OR rLE P. ARE PLACEMENT OF CD 2 UNDERDRAIN AT !L ALL CONNECTIONS (ELBOWS WYES, ETC.! WITNN PAY UNITS FOR 0 UI T CONC R NT i X X 3 X MAXIMUM DECREASE I SLOPE F FIRST X1 ! 1 AL APBJ e SCALE B L. U RE LY -r.. w iklCKk�S-5 (A1441 WEhES H THE OUTLET PIPE, OF TIRE SAE CRUSHNG STRENGTH AS THE OUTLET PIPE. R FOR SUCCEEDING MINIMUM! 10.1 iERYP15 •o::'o. v, e., :. ff. ALL DE4HTT)� $A4E"CRU$HINOSTREiJOT t+.. I,E, BE e X MAwNUM-DEG. EASE N )u M N 4 BRIDGE APPROACH SLABS G ION C-C AT F T a.vo -.v,.q • SECTION K;4 -ACC ASTM 4 SX OE CEG iCN.. to _ % .TESTED C4ePWG':LO.. , P 2 12 SECTION A A 8, OUTLET PIPE TO BE SECURELY CONNECTED YS7 EV'I 12 k7 ()TREK d BAGi 7. OUTLET PPE TO BE SECURELY CONNECTED TO EW 120R OTHER DRAINAGE AS SHOWN SECTION D-D STRUCTUNE. STRUCTURE. 0 SPECIFICATION SPECIFICATION �- STANDARD COMBINATION UNDERDRAIN VpQ'I' SPECIFICATION SPECIFICATION : 8, W OF `EN - ` R€F,ER€FNCE'. REFERENCE SHEET- NO. �, :. REFERENCE .REFERENCE '. METHOD Lf TREATS-11T O STANDARD ENTRANCE GUTTER >STANDARD COMBINATION UNDERC?RAIN ROAD AND BRIDGE STANDARDS REV 8/0 N CONNECTION FOR STREET INTERSECTIONS R31 z3z (AT GRADE SAGS AND BRIDGE APPROACHES) MID COM�AERCIN. ENTRANCES REV B/O7 REV Br4r (AT LOWER ENO? OF GUTS') 5a 50 X)e.a6 11 = SHEET I OF 1 REVISION UAi, 502 502 VR(SNA DEPARTiF1NT OF TRANSPORTATON 2D3.❑3 07/15 VIRGWA DEPARTMENT OF TRASNSPORTATION VRGINIA DEPARTMENT OF TRANSPORTATION -.04 100,04 VAQ14A D€PARTMENT OF TRANSPORTA-TION 7 5UCCESTED MAXIMUM FLARE RATE IN ACCORDANCE WITH: SECTION 302-OF THE ROAD AND BRIDGE FORS EMI-RG R S ID>BARRIE SYSTEM . SPECIFIORTtONS. _ CO 'A CIA •� 1VE)OT A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS. ON FILE W THE CENTRAL -OFFICE. SPECIFICATION XVCDOT INSTALL. OF :PIPE yUC V ERTS tV VD �:T \JRM SEWERS ER�7 SREFERENC0 Z RDAs AND BITDGE STANDARDS STANDARD' BLOCKED -'OUT W-BEAM GUARDRAIL Raab AND BRIDGE STANDARD$ �°-- I'- Lu SHEET t OF 2.: REVISION DATE (STRONG PAST SYSTEM) 221 SHEET 1 OF 4 REVISION OAT, CIRC, PIPE BEDDING AND: BACKFILL METH00 ":A" 3U2 LLJ w 3U3 W 501,04 0811A. VIRpNIA DEPARTMENT OF TRANSPORTATION 505 f07.07 0//IS ': YIRgN1A DEPARTMENT OF TRANSPORTATION -. Z CG-11 CO-1 CD-2 W 0O Z GG•4D WIDTH OF EW72 LIMITS OF PAY FOR w 1 ENTI�' RANGE -•-�I CUT:.: top OF CUT PAY LIMITS Ip'.. fTYPICJt) OUTLET PIPE A I I .. .. PAPEFIENT IIUT011 PIt.E46' PAVEMENT TOP OF CUT SUBBASE BEG4V WtTT4 45' SlOBASE TCE OF FLL :. SUBFAiADE _ UBGRE ELBOW EW Yt + J : � CiTCbi. LlfF .WIDTH OF ENTRANCE qr I- F EOE 7 XT LIMITS OF PEDESTIAN � :A - 1 UNITS 0 P 5 PoAN :. _ * R , u STREET AW ROAN SIDE. E NOT 6 GENERAL NOTES RLL I .r A-R r-. �.... ®:. - 7 '. / COIIBwATIGN UNDER➢FWN DITCH- RYPICPL) P SHOl1LDER LINE J O EXPANSION 01NT :AC ESS ROUTE: ACCESS ROUE fRAD•1S TO MS), . AS. MA4IWE.ROADWAY,ISEE NOTE S) f FILL V J O 4t E PNS J 0 I. i R. 1NF . R - _ LINE B 'NON TRAVERSABLE C C .- O Wyo • d O UNPAVED, SPACE LWPAYCO SPACE. SHOWN.:ON PEAN51 : rOli L_CONN.CG 1t IS USED FOR STREET .CONNECTIONS THE - I EDGE OF PAVEMENT 7 : I - 1. CONNECTION MOW BE: DESIGNED .W..ACCIX:OANCE. WITH '. N � ` Ci FG.':S Sb z:. ". OF THIE:.VDOT :r AID. DESIGN ANUALE,REUUREMENTS .. Df CF PAY T . a e T utAOWN TO DE As COMBINATION UNDERDRAIN CD 1 AT LOWER END OF CUTS ( 1 • Bo OF-TIE:.VDOTROAD..DESIGN MMUALMMLUDING SIGHT _ - TRAVEL LANES .0 SHOWN. ON PLANS):;.. !.. . /y k jiADVL COMBINATION T v L s A D Al CD 2 ON FILLS 4 EXISTING OR SIDEWALK SPACE WIDTH DF DIsrANCE'.RE01•I NTS,. CENTER LINE ` RA E. LME ,, 45 . / COMBINATION UNDERDRAIN N O SIDEWALK OR:SIDE'NALK':SPACE ' w, `' C€RB_MST:CUTTER r .. - O YR_ C: ... '� t•. "FNT� CG-BI NOTE 7) IWTTN-TYx'E.iSEtEGt MAYE±iLYI: w / z. TUEN G REQUIREMENTS IREMEN RA01 ANNor QED HEAVY Y Te THE CENTER LINE SECTION I I, CLWH WCLUOEA IN ,z, /... '• 4rj`: (WITH TYPE i SELECT MATERIAL) I A EDGE OF PAVEMENT ENTRANCED '.ci. : -^-.-, R `.. TIANW0. RHE DEPTH FOR IDEWALAk CURB Ht TRUCK LQ J '' I (All a-+ EXPANSION JOINT '• ..--. - - "-! TfiAOPI TEE: DEPTH FORS AC41S K 4 CBIB RAIDS % W v / L. W .�:. M Xt= - $IDEWN.K WITFN THE LIYRS OF-. THE RADS.SHGlJLO BE EDGE OF PAVEMENI !PAY LUIS FOR SHOU.DER UNE N I I INCREASED To r. TRENCH PLACEMENT /'�/ (SEE NOTE: 2) " OPTIONAL S _ .. - >?. C" B CUTLET PIPE: 9s ° TRENCH PLACEMENT 'J TOE OF Fill L Lr LIIJITS OF PE ESTW I,IMIiS'OF PEDESiR � CER,.LIkE GW.W PICALI -+I :'NON -TRAVERSABLE _-._-_:.- I .:FLOW LINE J. N USED IN CONJUNCTION WITH STANDARD CG-3: :1:' U CESS:.ROIITE CE55 ROUTE - OR CC-7. TIRE CUM F ^7^^' '.'ELDUN -1- ACE -HE MOUNTABLE CURB Ca TO p� T/' �•m-.. PXiEL&NIF SLWACE b DASII JQ TT'4k. 70. OF TEL: s_ BE ADJUSTED T9 MATCH THE MOUNTABLE CURB OF.. rr-F--PAYENENT SURFACE i BASE LSRTS OF PAY FOR i CL :,z] EXPANSION LL : EXPANSION CONFIGURATION. 0 0 a q 1 :0 0 4 a .eAJ. '$UBOME f.. -EW-42 ` .. JOINT o JOINT o o. a o a o.. o :P a- o d`. C OUTLET PPE w -_. o-=g'-o : P f o 0 0 0 0 0 0 o F- SUBBASE N 7 STY CAL T TAIL Wl H & � PEDESTRIAN ACCESS. ROU E DE S o 0 0 0 0 0 0 0 0 0 - .--o-q_o•<f-o-.o-o•a-4-.a-o--o•--•..- L T MATERIAL TYPE'r GR II _. `:4. SEE STNDARD GG 12 FOR CURB RAW DESIGN T0- BE o SE C A E _ _ _ - _ Q ', o o. o.a .o. o. a-o..o,o=a...o.o o .. ugh• ii ,fir -o--a-o-o-o•o•o-o-o•o•o- SELECT NATEFt1P1 TYPEIORI •- x, v FLOW LINE z WITHOUT UPAYED SPACE `::N07E..WDTH 'B"2-0'ORAS 11MNLREROADWAY: : USEO'WI SSTkIDAAD. /�Y o �- W WITH r1• „ ' a _ a a PLAN VIEW SHOWING PLACEMENT OF rn �SNOWN ON TYPICAL: SECi%X/. A-d.s4.x{^ 4LA55 REIING 43 GRADATION REQU CTkkNIS . • CO 2 UNOERDRAI o 'S; OPTIONAL;. FLOWLJIE MAY REgILRE WARPING OF A ., ..., A 7JN UIREk(W75. V 1 G€ASS IiEETSvC #$ CTde'L) r FiEO ,_ 43LA AGGREGATE, R8 AGGREGATE QU CRUSHED - ADDITIONAL .RIGHT. OF WAY IS REQUIRED F THE LINTS t 1 ..... w _ PORTpM.. GUTTER TO. PRECLUDE WATER. ^�••�•-+ -. PLAN VIEW x ENTRANCE WIDTH - 1 3 OF ER. .... REQUIREMENTS. U Y EXISTING CLASS MEETING MB GRADATION REIN ,- '.'OF ]PEDESTRIAN ROUTE EXTEND BEYOND B I j L VIEW PLAN Y UE9RABLE::NNIMUM I6 yy�77 *.f5. nOTE.$T:LE DNNNA4E FABRL� c X a. '.:. OR P OP.OSED:VD L'tUCJTT OE WAP.. _ '.{ U DERD. MIN) _ R o _ E r�0 (PLACEMENT OF CD I COM8INAT QPt N R, n EXPANSION JOINT ABSOLUTE MINIMUM 12 -"1 Imo.. - GEOT S E%TLE 7-0' - O 0) NOTES NON PERFORATED OUTLET PIPE ENTRANCEN0 E _ grAWAGE A ,: FABRIC O n 0) EDGE OF PAVEMENT 4,.. MIANILM ROADWAY SLOPE $, PLANS ARE TO INDICATE ::.WHEN ..CONSTRUCTION ..OF -A FLOW OR OR LINE S. REOU TO. PROVIDE POSITIVE ORN)IPDE: ACROSS ®. PEOESTRIAM :ACCESS ROUTES PROVIDE A COISTANT US '� - 10'PARAB000 CUHYE . IRED - n N +' U OB T C ED STABLE:FHiN AND SLIP RESISTMiT:: �. 4. THE ENTRANCE. N S RU T ,.. a. • 4. <BXYAX. B 'E:. ... ..,F---PAVEMENT .SURFACE k Aa : PATH CONNEC DNG.ALL>ACCES518LEP ELEMENTS. qF ".A , . OR D'. . :: EDGE OF SIIDIILOER '�` : SLOPE NICE 7. P(EXCENT SFIALL BE L'ONSTRUGTED TO 'TIE_.. N A r4. _ c. SL CH ® YNi:ITE { / i FACILHY':THA7 CAN: BE 4. '- .. :-OPTIONPLFLOW LNE REQU REQUIRED FOR. OX PT Y. SUBGWNT WHICH CAN - � Elir T U2.E SUBBASE HALF P D (EXCEPT AN U �c�cS-rT a �-_'SUBBASE C7,{ C£M S A&I U -E-PAVEMENT SVRFACE 6 BASE 0 AL LAN USED BY PEDEStWAN$; o s o o a= e 4 0 0 �.•.� • .A ,. ':' - , .. OMITTED FO HE ENTRANCE.) PAVEMENT CAN BE ex 0 ...o, c. v.o.,v ,. : ROADWAY -___-�--.._: I- - NAS•Y-wE :.0 (D THE E) Q. o ...,. ,.� .: AN MATERIAL TYPE 54uOR E a_o.v...o.. _ OMITTED N EN7R.WC - _ •-�-:SEL .. .. J+D 0 0 0 0 0 o a o 0 4- SUBBASE OR CEMENT STABILIZED SUBBASE PEDESTRIAN TES BEING XMAX. ---� 'T.-o-o-'.ia .. r.:. .:. o a.-O. o o r #:. IF .FOES RIAM ACCESS ROUTES IN B D - T:: LIME 3TABLKEOI, ® -_:-.. T-U.aao.o ..,... a oo o a tt.N 47R I I _ C MATERIAL TYPE OR 5116GRADE ' PROVIOEp::A MIN41UM. 4.TRAVERSAB_E_WDTH $ SLOPE CHANGE - R CUFiB OR COMBIMATI BIND WTTER : _ - - SELF T B, DFI CUR ... •o•o-o ...... o•o•o 0 0 +. 'REQUIRED -WIT ' A MAX 2X CR SS OP AAppIIAA�� 1 .H 0 SL E S TION. B. B StiN.L.NOT: BE:CaNsiRllC7m.ilEYarD.:THE R/W'LNE .•.. (CEMENT OR LIME STABILIZED) E (t. �'•�•-• D GLASS hCMEETING 8 GRA GRADATION E OUIR LRSi St - WALL THCfOESS (WI) - INCHES C EXCEPT REPLACEAE)IT s. •••• M F PINiF:OSE.. G OR rExT GE4 E ` IL 8 A0AT1 : REOUSiEd,lEHTS GE 5. MEETING X GR , £iS 7. ON - AGGREGATE OR CROSIER - 12 AT 6 DEFLECTION. N WHEN USED IN CONJUNCTION WITH STANDARD M57 AGGREGATE t8 AG 34i4L14 TESTED ACCORDING TO ASTM D 24 X W N T S AR DRA9{dDE GENERAL, NOTES CC 3 OR:-.GC-7..THE CURB FACE ON THIS 2�-0•� 9. "Ir DESIRABLE ND MAXIMUM ABLE ENE GRADE GRACE .,, ` GEOT CLASS MEETING "NB GRADATION REQUIREMENTS. MWMUY FOR ,� FP&41C 1 0 .. E%TILE J. :3 STANDMR IS TO.:pE>ADJUSTED TO: HATCH D" ARE LISTED IN. THE ALLOWABLE ENTRANCE: STR DRNN 1 0 (may/ 5'!YN- RCJAL ENTRANCE I. h1.ESa`,sCF'�ALLY UiaJCATEO. GOhOWAT%JN Ut10ERCRAN WL€ NOT -BE A'GE r.i� ]HE MOUNTABLE CURB CONFIGURATION. COMYE- :TABLEcTFFSE"VALUESARE NOT'APf'LICABLE.TO-STREET uu FABRIC GENERAL NOTES .. - : LCChTcG AT 0 POINT` WIEN BOTH SLSIDASE. t7$.I 50GRADE ARE. STABIULED: UNPAVED SIDEWALK SPACE PARABOLIC > , - COMECTIONA TL U - p.. .. ...CURVE CFINICEa T A CURVE. - O : � CONSTRUCT .GRADE WITH PARABOLIC RYE -. A• , 2; TRERCrFSHALL.-IMS$LEO WITH. AGGHEGATE::NN SHx"iCUG7HLY HAND TAVPED TO 1. SHALLBEFILLED WITH AGGREGATE Pt4D THROUGHLY HAND TAMPED TO 1�.). ` • c. &JSWi£- CGMPAIC.rtiE.SS,:. T��COMPACTNE55. -D _ ALLOWABLE ENTRANCE GRADE CHANGES wsL W F-- fd: _ ® X X SECTION A A NORMAL UTTER _•- 4..Lu C /A .:'. -T. TRAVEL PA N MV3. - - P T AT EDGE OF }-E T EL LAlI,. VE ENT 7 OF THE TRAVEL LANE PAVEMENT PTD -0 3 rT EGTI 4 2 PPE SH/iL BEGIN A THE EDGE X x GUTL_ &E WALL P OUTLET _ ET k'IPE N E F R TED OUTL 5.-. •4, 4.. :.. o.v.. T fOXHANGE o..o: :TL OX.O C ,v..�. v.v-,:c. v 4 4v 04 Yv.o =•4b. 4 4. Y 4n- o . v•v e,v SECTION C C G TT'^ -CL S:-A3 .E.S.TCONC. 6 AGGRECATEBASE AS DN. It 512E 2 T I � 2' 0" r m F AD E GRAD' CHANGE ENTRANCE VOLUME GRADE CHN4GE 0" DESwA&Z WUISIIJM. HIGH MORE THIAN:1500 VPD 1 :ox :3X:'. AEDAJ M 1500 (500- VPO' 3 X 3 'SX LOW .LESS R THAH.:500 VP S 5 % B X 5-0 MINT E C G PV 0 12% MAXSLOPE CLJ59 A3'' S } ,' NOTEI ALLOWABLE ENTRANCE GRADE TABLE IS NOT Y OF PP TYPE E RUSH{ Y CRUSHING S AENGTH .T S' NC.Y. DLAAETER 'w.T 6 „ NCM- GTAMET6 SMOOTH WELL PVC .10,1 0.J53 P TH h E .�3609 +J.L 70 PS{ 34lRif 7 PSI xx D A4 PROPOSED SEEDED MEADOW TO MATCH HOSPITAL MEADOW TREE PROTECTION FENCIN I_�f• 7 MA 1♦ SEE \ ryTFicgtiFq F CVT (TYP) CC (TYP) GRAPHIC SCALE �� f-_ ° ;.-ft._..- 30 `p \ 15 30 60 120 NOTES: \\\\\\ 1. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATIONS OF THE AMERICAN ASSOCIATION OF NURSERYMEN. THE PLANTING OF TREES SHALL BE DONE IN ACCORDANCE WITH EITHER THE 4r FEET) STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY ADOPTED BY THE VIRGINIA NURSERYMEN'S i inch \ ft. ASSOCIATION, THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS AND THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, OR THE ROAD AND BRIDGE SPECIFICATIONS ( OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION. 2. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT. 3. PROPOSED TREES WITHIN INTERSECTION SIGHT DISTANCES SHALL BE PRUNED UP TO 6' TO �! MAINTAIN INTERSECTION SIGHT LINES. N*4 ISH \ W ��P ,r 1 _�_,I - � }` _ ' i � � .l r,i � ,� �• } j Irr /Tt ; (TYP) If w V/ h , �- f s s,, • I c \ SIGHT DISTANCE = 395 ION y Vq Y p,N E NE ON RIVE _ / �� Qp DIST C! ER D ' J ♦ y .. � y s �� aj ♦ Sri �'��i Nv IRA Q»' f r .ya•�,,ttka / _ ,.=r„ '.ice, -�— --- �'�-= � ,�,� •�` t O ..5c� GB , , ISH °, . o .} , r,. TYP) } 7 i � l�..... . �� •.�. ,� , � , , , • 1 �'jc7��yY,.ef�' o o ®.. r : f: _.._i .' ./ . -/..;. r....;.-.:I , f .. � _ f �.t.•.�:•:r::;: {. 1 r.:�'.r..::.�.:.: } / r � , , » , » , . , .. _ - F.. O 00 O .. '. t-.... • .- t ! .i:. ,. / t ' t� -7, l •.7 . I•: •:•... Sr •R , » » 1. 1 P , .. .. O !• r - • ,. "i-., .1 i l':l • 7�. i _.i..;:. AR_ >< \ O ' , , , » , • ' , » , cy, Q ': r 14 ., . / Q�� TYP ., .. , , » , 11! O j.. � TYP / 1 i� .: I �. \' I \ TYP f \. ,. ( ) , .. � � � .' . � � , ', � 1..\?I �1 .' .. ..>.. .`� � �� » _ • � ...._ - ,r � � �.'. � /TVCJ\ tF .._..f'---_.. '/l� '--; �-..,- - ��:—E. :., �`.\.\1\� :_•_. ' '-: l. ��:.... ;.' �f /, .;ze:. z. . :,_.\ / - ... / r -, i.•:..•...._.� ».. ...- �,r;... r a,, .� , .,�'f' :� . '. .� h • �/;y �!� _. l Al ,: �� . �.�.. �� +i �� j, ,( /I Imo. %� ``.� rs' ? �'� • ;*�� ,.. � : � ..m..-_ �` ._ :.;-- �a��sr, � `_ w.Er t ,. r • 'J�It�� \ ! !`5� . •• �. w � ' . , ,1��® �' , is f ^, •• r'�' � I7��.-� n MG X (TYP) 0 ING-.TREE CANOPY AREA TO REMAIN ! �f 1G)ED STEEP PO REMAIN NOTE: VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED. R►:w�U r j:'5791 �R",LINS w w z c� z w cn gz J m J 0 06 U 0 W Z cH w W O O W c N l\O r Ln OU O N � N W w M Z O 0 Q 0 F- J � V cn 0 O H Q Q E m w F- J Q Z w Z w (!) Z ar Z cn Q LU i Z O w w0 z Og EL z a O} V OU O ° V W o Lu W E 0 O z } z W W Z r z Q 3 N o¢ I g o w g o i i r: t ti Z LL H� d W J Z w d W + m Lu 0 ' f Z w Z LL m Q V 0 t- 7 L � r w= w w a LLJ o LL O w a � Z � � v Q Z H u U 7 L c O U c w Q N N M N N N N w N C O N w o a; E r\I -ii M \ Ln \ ko \ t0 (n - 0 L9z ^ U •L VJ W q) C~ o � V J cl 3 C� N / _1 o ° 0 a 7 Q 0 N O LL 0 0) N 7 z 0 w C) L ugoman O CL v / ^< a�_/ O F- Ho L9W \( rl O p (D z z �_ < H a. v o 2 � J^, v / /� " L U W U w :e V) o r Q 0 ~ � z Q0 � H z a_ Ld w W r ) w z W Z 0 O z z w z z ) J Fry Q. I..LWi_ L .'__.. � CD O IL L LJ to x x E0 (N :is Q = ° E E LL. u U 0 Lu ., W o 0 � = � U JOB NO. 0 172131 0 "D c a SCALE 1 "=30' d 0 SHEET NO. 12 TREE PROTECTION FENCING I x" X w w A, Ni PETE'', VN,,p A'I' ,X1 X Ke ZZ I s 000,z NJ SHOW` QP (TYP) lri 0 �SCOTT R. LINS u No. 35791 z W `�N� 0 0, / / i , i SjONAL E� Ld LU 0 LJ 0 cc 0 LU Z jTyffn uj > 0 LU C:) C) En cl� rj N CD W 80 SIGHT DISTANCE = 395' CV N 0 COb - 00 -- < 0 w ..... LL ct C) (TYP) �0 0 a Li- *C: . ........ Z LU Z uj L N u 0 UJ U) 7—' uj C� Uj z m LL- W 0 Z Z GB z w . . . (TYP Z co 0 U 2: 0 U P, LU U 0 LLJ U) z LU 0 Uj U) uj 0 U) Uj U N 0 < Uj U) _j w 0� LU U) < LU .2 < LU a z ED 0 UJ -J 0 U U) LL < u Of LU LU ui 0 . . . . . . . . . CL LU CL z s- LU 0 TYP) LTA �/ I I I �\ o Lu U) 0- LLJ V) L.0 (TYP) UJ Lui LU Cy LU Cy- BN co > (TYP) Lu x, LU X > .0 t-rwt-u�tp .-)ttur—u lvlt:Auuvv TO MATCRIHOSPITAL MEADOW w w w w w w w w w - -A QP EXISTI G MANAGED STEEP /—(TYP) rSLOP AREA TO REMAIN EXISTING TREE CANOPY AREA TO REMAIN DEDICATED OPEN SPACE (11.34 AC TOTAL) PETER JEFFERSON PARKWAY a a rld -A V- w GRAPHIC SCALE 30 0 15 30 60 ( IN FEET ) 1 inch = 30 f t. 3 AR (-TYP) ION FENCING V- CL ILI -lao 120 r r r � ® �;f., � . � �! r�r.r� ��`* y ,i�, �.nrri `•.L Y �II� �� ;� ��'- �- � �r -� �ffi�1 TH p!, SCOTT R. LINSZ No. 35791 09/08/20 S`�IONAL E�� —4 r M N - LL �W C � c Zzm¢� O 0 u ~ C OCL g z ` w Fw- 0 - 0 V) e Z O J U U C Z H H LL- L Wuj J Q � - o LLJ cL F NOTES: 1. SET TREE PLUMB PRIOR TO STAKING 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. 3. DO NOT ALLOW AIR POCKETS TO FORM WHILE BACKFILLING. 4. IMMEDIATELY SOAK PLANT WITH WATER. 5. SEE IRRIGATION PLANS/ DETAILS/ SPE CIFICATIONS AS THEY RELATE TO THIS INSTALLATION. TREE GUYING DETAIL CONSISTS OF 2 GUYS,SET 120' AROUND PLANT PIT ON "UPHILL" SIDE SPECIMEN SHRUB (AS SPECIFIED ON DRAWINGS) REFER TO TREE REFER TO TREE STAKING DETAIL J �� STAKING DETAIL COMPACT EXCAVATED SOIL _ TO FORM ROOTBALL PIT TRENCH EDGE AROUND ON DOWNHILL SIDE OF TREE 4" ENTIRE AREA TO BE 3:1 MULCHED `tea MIN. TRENCH EDGE AROUND ENTIRE AREA TO BE IM251 REFER TO ROOTBALL FIT MULCHED =11 II =11 II :•.;:;'r; ' DETAIL ,��i `` 'IIIIII=1 ': ;,:. REFER TO ROOTBALL PIT 'IIIII-II{I) ROOTBALL �\ \\\\...•,_ DETAIL Ilill=ll i ///�,,:��'+•._.�.•�;•:• �`;'�//// � ,-Illll,li 1111=Illlll II{IITr-r_IIII-=)III=11U=1111==1-1lli 11111-Illll-IHIi= 11111_II�I !1 Its-r1�=11111=1�-Ilf it=ll Il- OTES: SET TREE PLUMB PRIOR TO STAKING. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. TREE PLANTING ;i / SECTION NOTES: REFER TO ROOTBALL PIT_j DETAIL 1. SET TREE PLUMB PRIOR TO STAKING 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LAIDSCAPE ARCHITECT t0-004 2 TREE PLANTING ON SLOPE L"-005 3 SHRUB PLANTING N.T.S. 12 SECTION N.T,S. 12 SECTION Landscape Notes 1. CONTRACTOR TO USE EXTREME CARE AND CAUTION AS NOT TO DAMAGE ANY TREES SCHEDULED TO REMAIN OUTSIDE LIMITS OF CONSTRUCTION. LIMITS OF DISTURBANCE AND TREE PROTECTION FENCING SERVE AS LIMITS OF CONSTRUCTION. 2. NO CONSTRUCTION EQUIPMENT OR STORAGE SHALL OCCUR WITHIN DRIPLINE OF EXISTING TREES. PRIOR TO MOBILIZATION CONTRACTOR SHALL CONTACT LANDSCAPE ARCHITECT (LA) TO DISCUSS TREE PROTECTION EFFORTS. ALL TREE PROTECTION MEASURES SHALL BE APPROVED BY LA AND/OR TREE ARBORIST BEFORE ANY CONSTRUCTION ACTIVITIES SHALL TAKE PLACE ON -SITE. CONTRACTOR TO MONITOR TREES FOR STRESS AND/OR DAMAGE AND ADVISE LA AND TREE ARBORIST IF ANY OCCUR. 3. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT AND/OR TREE ARBORIST 48-HOURS IN ADVANCE OF ANY CONSTRUCTION ACTIVITY NEEDED WITHIN ANY TREE PROTECTION MEASURE. ALL TREE PROTECTION MEASURES SHALL BE REPLACED IN ORIGINAL LOCATION ONCE WORK HAS BEEN COMPLETED. NO WORK SHALL BE DONE WITHIN DRIPLINE OF EXISTING TREES UNLESS APPROVED BY TREE ARBORIST OR LANDSCAPE ARCHITECT PRIOR TO WORK. 4. ALL WORK TO BE PERFORMED BY THE CONTRACTOR WITHIN THE DRIPLINE OF ANY EXISTING TREE OR TREE PROTECTION AREA SHALL BE DONE IN A MANNER SENSITIVE TO ENSURING NO DAMAGE WILL BE DONE TO THE EXISTING TREES. THE PREFERRED METHOD FOR GRADING SMALL AREAS WITHIN THE DRIPLINE SHALL BE DONE BY HAND. LARGER AREAS TO BE GRADED MAYBE DONE WITH A SMALL BOBCAT/TRACT-HOE. CONTRACTOR TO DISCUSS METHODS OF GRADING WORK WITH LANDSCAPE ARCHITECT AND TREE ARBORIST PRIOR TO COMMENCING ANY SUCH WORK WITHIN DESIGNATED TREE PROTECTION AREAS OR WITHIN EXISTING DRIPLINES. 5. ALL PLANTS HAVING A QUANTITY GREATER THAN ONE (1) SHALL BE MATCHED AND SUPPLIED FROM THE SAME SOURCE (PER SPECIES). 6. CONTACT LANDSCAPE ARCHITECT AT THE TIME OF PLANT MATERIAL DELIVERY, BEFORE ANY SUBSTITUTIONS OR CHANGES, IF SCHEDULED TYPES ARE UNAVAILABLE, AND FOLLOWING INSTALLATION. ALL PLANT SUBSTITUTIONS SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO PLACEMENT OF ORDERS. 7. LANDSCAPE ARCHITECT SHALL INSPECT AND APPROVE ALL PLANT MATERIAL AT TIME OF DELIVERY AS WELL AS AFTER INITIAL PLACEMENT PRIOR TO PLANTING. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT 48-HOURS PRIOR TO DELIVERY. 8. PLANT LOCATIONS TO BE REEVALUATED AND REVISED, IF NECESSARY, AFTER FINISHED GRADING. 9. MULCH IN PLANTERS AND PLANTING BEDS TO BE CLEAN AND FREE FROM PEST AND DISEASES. MULCH SHALL BE APPLIED TO A 2-INCH DEPTH. MULCH RINGS 24-INCHES MIN. IN DIAMETER ARE TO BE PLACED AROUND ALL TREES NOT LOCATED IN PLANTING BEDS. MULCH TO BE DOUBLE -SHREDDED HARDWOOD. 10. CONTRACTOR TO VERIFY ALL QUANTITIES BETWEEN PLAN AND PLANT LIST AND REPORT ANY DISCREPANCIES TO THE LANDSCAPE ARCHITECT IMMEDIATELY PRIOR TO ORDERING. 11. ALL STREET TREES WITHIN THE PUBLIC RIGHT OF WAY SHALL BE MAINTAINED BY THE APARTMENT COMPLEX. PLANT LIST SYMBOL BOTANICAL NAME COMMON NAME SIZE CANOPY QUANTITY TOTAL CANOPY TREES AR O ACER RUBRUM OCTOBER GLORY OCTOBER GLORY RED MAPLE 1-1/2" cal. 397 42 16674 BN + BETULA NIGRA RIVER BIRCH 1-1/2" cal. 397 14 5558 GB `D GINKGO BILOBA TRINCETON SENTRY' PRINCETON SENTRY' GINKGO 1-1/2" cal. 14 56 784 LSR LIQUIDAMBARSTYRACIFLUA ROTUNDILOBA AMERICAN SWEETGUM 1-1/2" cal. 206 30 6180 Al LT 3 LIRIODENDRON TULIPIFERA TULIP POPLAR 1-1/2" cal. 387 38 14706 QB O QUERCUS BICOLOR SWAMP WHITE OAK 1-1/2" cal. 299 14 4186 QP O QUERCUS PHELLOS WILLOW OAK 1-1/2" cal. 370 60 22200 QS QUERCUS SHUMARDII SHUMARD OAK 1-1/2" cal. 329 39 12831 UAP ULMUS AMERICANA PRINCETON PRINCETON ELM 1-1/2" cal. 397 16 6352 UNDERSTORY TREES CC t CERCIS CANADENSIS EASTERN REDBUD 6-7' ht. 124 22 2728 CD d CEDRUS DEODARA DEODAR CEDAR 4-5' ht. 143 23 3289 CV CHIONANTHUS VIRGINICUS FRINGETREE 6-7' ht. 125 9 1125 MG MAGNOLIA GRAN DI FLORA TITTLE GEM' LITTLE GEM MAGNOLIA 6-7' ht. 82 18 1476 MP MALUS X TRIARFIRE' PRAIRFIRE' CRABAPPLE 6-7' ht. 129 7 903 SCREENING IJK a ILEX OPACA'JERSEY KNIGHT' JERSEY KNIGHT' HOLLY 4-5' ht. 56 52 2912 ISH ILIVIILEX OPACA'SATYR HILL' SATYR HILL' HOLLY 4-5' ht. 56 70 3920 JV JUNIPERUS VIRGINIANA EASTERN RED CEDAR 4-5' ht. 16 143 2288 PT PINUSTAEDA LOBLOLLY PINE 4-5' ht. 207 30 6210 SHRUBS IG @ ILEX GLABRA'SHAMROCK' SHAMROCK INKBERRY HOLLY 1.5'-23 min ht 23 49 1127 IV 0 )TEA VIRGINICA'HENRY'S GARNET' HENRY'S GARNET SWEETSPIRE V-1.5' min ht 64 237 15168 IVL (D ITEA VIRGINICA TITTLE HENRY' LITTLE HENRY SWEETSPIRE V-1.5' min ht 64 641 41024 PL a PRUNUS LAUROCERASUS'SCHIPKAENSIS SKIP LAUREL 1.5'-2.5' min ht 10 117 1170 LS �ij LIRIOPE SPICATA CREEPING LIRIOPE 4" pot 5796 TOTAL: 178607 LANDSCAPE REQUIREMENTS FOR PARKING AREAS: TOTAL PARKING SPACES = 406 REQUIRED:1 INTERIOR TREE PER io SPACES = 41 TOTAL PROPOSED INTERIOR TREES = 42 TOTAL PAVED PARKING/CIRCULATION AREA=1.79,547 sq ft REQUIRED: 5% OF TOTAL TO BE PLANTED = 8,977 sq ft TOTAL PLANTED AREA PROPOSED=17,185 sq ft TRENCH EDGE AROUND ENTIRE AREA TO BE MULCHED County ut'Alktctuarle C-gttse,rvationl'l:urCltecldist- Tq be. plaoeci.ou;Ltutdscstpe;Ylaus (11,indboolc, pp 111-284-111-297 for corupiete specifications) 1D-007 N.T.S. BACKFIL TO TERMINATE AT TOP OUTSIDE LIMITS OF ROOTBALL ADD MULC OVERTOP OF ROOTBALL AND PLANTING PIT LIMITS, BEGINNI G AT NO MORE THAN 1" DEPTHI AT TRUNK AND TAPERING UP TO A DEPTH OF 3" AT PLANTING PIT LIMITS, THEN TAPETO PROPOSED FINISHED GRADE (� V VARI S TYP. ROOT LL OUT AWAY ALq RE BASKETS AND/OR NON -BIODEGRADABLE ROOTBALL VRAPPING AFTER FINAL T EE PLACEMENT. BURLAP ROOT BALL WRAPPING TO BE UNTI�D FROM TRUNK AND CUT AV} AY TO A POINT AT LEAST 1/2 QISTANCE DOWN ROOTBALL. SCARIFY BASE OF PLANT PIT •� WHEN EXCAVATING PIT: BREAK THROUGH AND LOOSEN ALL HARDP N (REMOVE AS NECESSARY TO FACILITATE DRAINAGE) REFER TO TREE STAKING DETAIL BACKFILL WITH CULTIVATED, ORIGINAL SOIL FROM PLANT PIT EXCAVATION IF LOOSE. IF EXCAVATED MATERIAL IS NOT LOOSE, SUBSTITUTE WITH ACCEPTABLE TOPSOIL MATERIAL. AMEND BACKFILL PER SPECIFICATIONS. COMPACT BACKFILL IN LIFTS BY FOOT. WATER THROUGHLY AT 1/2 DEPTH. RETURN AND COMPACT LOOSE EXCAVATED MATERIAL TO PLANT PIT TO ESTABLISHED PROPER DEPTH PRIOR TO PLANT PLACEMENT NOTES: 1. NOTIFY LA, DSCAPE ARCHITECT OF ANY SITUATION WHERE SOIL CHARACTERISTICS ARE NOT AGREEABLETO THESE PLANTING CRITERIA OR WHERE CONDITIONS RAISE CONCERNS IN TERMS OF PLANT SURVIVABILITY OR WARRANTY. 2. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ANY PLANT DAMAGE EXPOSED BY, R OR INCURD DURING, PLANTING PROCESS. � RO TBALL PIT Lo 12 SECTION N.T.S. 1, "1•he-following items shall be shown on the Ulan: Q Trees to be rayed; KI Limits of clearing (outside dripline of trees to be saved);. EI Location and type of protective fencing; EI Grade changes requiring tree wells or walls; Il Proposech trenching or turuteling beyond the lhi6ts of clearing, 2. Marlwras: fCl ALL tree* to be saved shall be ritarked svitli pr int or ribbon at a height elearly visible to eq p tent operators. ® No grading shalt begin tutlil the tree marking Itas been inspected acid approved by a Couirty'Itispeotor" 3. Pre -Construction Conference: © Tree preservationandprotection measures shall bo reviowed with thecontractoron site. 4. Equipment Operation and Storage: ® Heavy equipment; vehticidar traffie turd storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. Soil Erosion and Stormwater Detention Deyicest EI Such devices shall not adversely affect trees to be saved. 6. Fires:- ZI Fires are not permitted within 100 feet of the dripWieof trees to be saved, 7. "Toxic Nlaterials: 0 Toxic materials shall not be stored within 1001eet of the dripune oftrees-tube saved, S. Protective 1eemcilia: ZI Trees to be retained withi-a40 feet of a proposed building or grading activity shall be protested by fencing. p Fencing shall be in place and shall be inspected and approved, by a County Inspector prior to grading or construction. y. Tree Wells.• ® Whem klte grotutd level nrust,be raised within fate dripliz>e cf a tree to be saved, a tore well slydll be provided artd a ccrrstructiotrdetFril. *ubrtutted for approval, 1t1. Tree Walls: ® Whea the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construction detail sttbrrntted for approval: 11.. 'rrenchine and'funnelixw:: ® Whelr treitchbig is required wither the linuts-ot°clearing; it shall be done as faraway frorn the trunks of trees as.possible: Tunneling under a lagv tree shall be considered as an alternative when it is anticipated that necessary trenching will destroy feeder roots. 12., Cleanup: I&I protective leacing shall be the last>itenis removed during the final cleanup. 13. Dani:ued "frees: ® Damaged trees shall be treated utunediately by pruning, ferdltzation or other methods recoriunendedby a tree specialist. NOTE: 11' IS'1 1E I)EVL+'LC11'ER'S FWSPONS1131Lfl'Y'f0 CONFER WITH 1'l1E C ON'11GILC1'OlkONTREE CONSLiRVATION REQUIREMENTS. 11/25/19 CQNFRAC'T PURCHASER SIC NA'I URE (1)A'1'E) 5/1/06 Page l of 1 Planting Notes TREE CANOPY CALCULATIONS: 1. DO NOT PROCEED WITH CONSTRUCTION AS DESIGNED WHEN IT IS OBVIOUS THAT TOTAL SITE AREA 20. 1 AC OBSTRUCTIONS AND/OR GRADE DIFFERENCES EXIST THAT MAY NOT HAVE BEEN KNOWN 4 5 DURING DESIGN. SUCH CONDITIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION DWELLING UNITS 25o UNITS OF THE LANDSCAPE ARCHITECT. THE CONTRACTOR ASSUMES COMPLETE RESPONSIBILITY DENSITY 12.25 DUA (20.425 AC/250 UNITS) FOR ALL NECESSARY REVISIONS DUE TO FAILURE TO GIVE SUCH NOTIFICATION. NOTE: THIS IS BETWEEN 10-2o DUA THEREFORE THE MINIMUM CANOPY 2. ALL PLANT MATERIAL SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO 1 % ITS ARRIVAL ON SITE. SEE SPECS. REQUIREMENT FOR THIS SITE IS 5 3. ALL AREAS WITHIN THE PROJECT LIMITS OR DISTURBED BY CONSTRUCTION OPERATIONS AND NOT OTHERWISE SPECIFIED SHALL BE SEEDED PER SPECIFICATIONS. TOTAL SITE AREA 889,293 SF (20.415 AC) RECREATIONAL AREA - 54,750 SF (1.26 AC) TREE PRESERVATION AREA'A' - 35,883 SF (o.82 AC) TREE PRESERVATION AREA'B'-11,15o SF (o.26 AC) TREE PRESERVATION AREA'C' -1,328 SF (0.03 AC) TREE PRESERVATION AREA'D' - 3,554 SF (o.o8 AC) EXISTING STEEP SLOPES UNDISTURBED - 52,105 SF (1.2o AC) 730,523 SF (1.6.735 AC) TOTAL TREE CANOPY REQUIRED 15% x 730,523 SF=109,578 SF TOTAL TREE CANOPY PROPOSED ON SITE=1.78,607 SF Evergreen Tree Planting Detail Not To Scale Tree Planting and Staking Detail Not To Scale TREES UP TO 4" CAL. SHALL BE STAKED WITH 2-2"x2" HARDWOOD STAKES. TREES OF 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED, TWISTED, AND TURNBUCKLES. LOOP HOSE AROUND TRUNK. FLAG WIRES WITH COURVEY TAPE. REFER TO SPECIFICATIONS FOR FURTHER INFORMATION GUYWIRES WITH RUBBER HOSE AND TURNBUCKLES 2/3 UP TREE 2"x2" HARDWOOD STAKES, ALIGN TOP OF STAKES MULCH SAUCER AMENDED SOIL MIX CUT AND REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH COMPACTED SUBGRADE DOUBLE STRAND #12 GAUGE WIRE WITH RUBBER HOSE & TURNBUCKLES 2"x2" HARDWOOD STAKE CUT & REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH MULCH SAUCER FINISHED GRADE TREES UP TO 4" CAL. SHALL BE STAKED. TREES 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED TWISTED, #12 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES AS SHOWN, FLAG WIRES WITH COURVEY TAPE. REFER TO SPECS FOR ADDITIONAL INFORMATION. AMENDED SOIL MIX COMPACTED SUBGRADE Ln oe6 O SCOTT R. LINS'�I U No. 35791 11. 09/08/20 N - � C Li - LLI CO Zz O c=il 0 u o g U Uj E E w 1w- E - j O `< 1I 1 N Z O < W c z H F f W Uj Q tU C- o t z (n U E O ,'w SCOTT U S� U No. 35791 � 09/"/20 L o� ''S'IOWA m m p o Ln ° O ,fir, 0 415 1,-0 S O I `° Lr' 00 0 Ln6 o m > N 0 0I- �, Z. z z 0 ZZZ 410 LnnIm- 1 � I / \ FILL � (TYP..), 405 PROPOSED 6" DI EXISTING WATERLINE CROSSING _GRADE 1.3 (TYP.) 400 , 0 J v m un o U 0 >0 N 0 O o 0 00 0 o 0 -ori 0 r)00 0h 415 O > > 01- >O p o Z) N� Z z �! Zt z O > > PROPOSED z_ z GRADE (TYP.) PROPOSED FIRE LINE CROSSING I WPROPOSED WATE SERVICE CROSSIP 4051 400 \-15" HDPE 89.2o LF Qa 0.73% 15" HDPE PROPOSED FORCE MAIN SANITARY 395 83.o8 LF Qa o.go% SEWER SERVICE LATERAL CROSSINGS 395 r, m o m L. ^ m m 0+00 0+50 1+00 1+50 STR-8 - STR-52 STR:26 VDOT STD. DI-313 (L=4') TP=443.00 INV IN: 433.92 TO 28 INV OUT: 429.00 TO 14 1 440 1 1 if STR:14 VDOT STD. MH TP=431.83 INV IN: 426.92 TO 26 INV IN: 425.67TO 16 INV OUT: 422.00 TO 12 430 425 INV IN: 386.75 TO INV. NOTE: DAILY INSPECTION OF STORM PIPE AND STORM STRUCTURES IN FILL AREAS WILL BE REQUIRED, AND QUALIFIED GEOTECHNICAL REPORTS SHALL BE SUBMITTED TO ALBEMARLE COUNTY FOR VERIFICATION OF BACKFILL (% MOISTURE, CONTENT/CONTAMINATION, COMPACTION, DRY DENSITY, ETC.) 445 STR:28 VDOT STD. DI-3C (L=1o') TP=441.Oo INV IN: 435•oo TO YD-3G INV OUT: 434.5o TO 26 1 440 1 GRADE (TYP.) 435 15" HDPE 85.29 LF @a o.68%\ 430 VDOT STD. SL-1 REQUIRED NOTzSEEL E /'T PLATE REQUIRED AT BOTTOM OF THE PROPOSED DROP STRUCTURE (STR-26) 15" HDPE 425 33.2o LF t7a 6.27%\ 420 ` \ (TYP.) ` 420 NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM OF THE PROPOSED DROP STRUCTURE (STR-14) \\\J\\ \ X\IS�TIN\G GRADE (TYP.) 415 \ `l \\ ( 4�5 \/ NOTE: DAILY INSPECTION OF STORM PIPE AND STORM STRUCTURES IN FILL AREAS WILL BE 41.0 REQUIRED, AND QUALIFIED GEOTECHNICAL REPORTS SHALL BE SUBMITTED TO ALBEMARLE COUNTY FOR VERIFICATION OF BACKFILL (% MOISTURE, CONTENT/CONTAMINATION, COMPACTION, DRY DENSITY, ETC.) 405 \ 405 400 1 1 1 1 1 400 r 0 0 ,n N � 00 N ri 0+00 0+50 1+00 STR-28 - STR-14 465 46o 420 420 STR:6 VDOT STD. DI-313 (L=12') TP=412.25 415 INV IN: 4o6.33 TO 12_ INV OUT: 400.75 TO 4 415 PROPOSED GRADE (TYP. 410 STR:4 VDOT STD. MH 410 TP=4oz.5o INV IN: 397.5o TO 6 FILL INV OUT: 389.00 TO 2 (TYP.) 405 405 400 400 NOQ NOTE:1/2" ST STR:2 VDOT STD. MH yg" �10" AT BOTTOM ( TP=390 75 y�1-F DROP STRUC- INV IN: 386.25 TO 4 \ BLDG #5 ROOF DRAIN_ 395 INV OUT: 383.5o TO / / EXISTING GRADE (TYP.) 390 390 NOTE:1/2" STEEL PLATE REQUII OF THE PROPOSED DROP STRU 385 18" HDPE 35.84 LF @a 7.67% 385 DUT=382.0 / 18" HDPE 24.16 LF Qa 6.21E PROPOSED VDOT STD. EW-2 380 WITH RIPRAP OUTFALL 380 o �t 0 m � m OD 00 r,) m rn m m o II 455 o Jri 450 �' J m M 00 N Mp Ci 000 O o o m 445 C) Ln mMIt > It -t1- °�° 00 Z Z O 4 Ln I/ F- Z Z Z 440 .EL PLATE REQUIRED IF THE PROPOSED 'URE (STR-6) ZED AT BOTTOM '-TORE (STR-4) 0+00 0+50 1+00 1+50 STR.-6 - SWM VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 20 ( IN FEET ) 1 inch = 5 1t. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ( IN FEET ) 1 inch = 50 ft. 465 \ EXISTING GRADE (TYP.) N 46o J m \ M N \ m 0 in J \ Ln m 455 v �" \ > C° rp 00 H 0 QO \ m� � OEs a NI- p p 0 1- L00 0 unI- z0 �- 0 \ 450 o o °, 0 ri ° m o 0 > > � � N Z PROPOSED GRADE (TYP.) 0 r1l m u » \ Ha»O v~ila-ZZ ul z z I I~ Iz 445 I 15 NpP 3.21% 440 93.59 LF � i 111 1. 2'1 NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM PRC 15" HDPE 75.66 LF 2.64E OF THE PROPOSED DROP STRUCTURE (STR-32) WATERLIN 435 1 111 435 455 _-, STR:24 VDOT STD. DI-3C (L=8') _ TP=449.50 o -j INV IN: 444•oo TO YD-2A z z o ri 11 m INV OUT: 442.00 TO 22 450 a s �_ U m o 0 450 � � 0 0 m rn 0 rq N O J �� OO~ / \ O V � In I-- I- 0p / \ Lno 0 00 0 M Ln� > N .t 445 "' o o ~o ° ° m \ ri �mry)I 0 rCaM0 > ^ Mi- > ° o N ZZO N ? 0 11 °-OD 445 ZZ I- mar�0 / \ to _ IP N�ZZZ/ \ Q r,000000'� � j > � `� � `� � � � 440 44 O ri m 0_000-`� r,+ 0 ° N > > > > / � rn� N F- z z z z J PROPOSED WATER oC tD CFI SERVICE CROSSING\ „NOQ� yyo% PROPOSED GRADE (TYP. m Z Z PROPOSED FIRE r O ( yy$� y \ 435 n - - LINE CROSSING 1.5' > > > ��„ � z z z - �5" HDPE 435 J 97.96 LF o.84% / J 1 "HDPE \ .- FILL ° `ri 161.51 F @a 1.08E L �� (TYP.) \ 11 NOTE: DAILY INSPECTION OF STORMPEAND STORM STRUCTURES IN FILL AREAS 430 m \, "NDp� % 1$ `r Ca 33� 430 0 1.� 95� REQUIRED, AND QUALIFIED GEOTECHNICAL p 105 REPORTS SHALL BE SUBMITTED TO ALBEMARLE m COUNTY FOR VERIFICATION OF BACKFILL (a/o ~ m m MOISTURE, CONTENT/CONTAMINATION, 425 -, > °, r rl � z J 18" HDPE -PROPOSED FORCE MAIN SANITARY COMPACTION, DRY DENSITY, ETC.) 425 44.69 LF @a 5.95% SEWER SERVICE LATERAL CROSSING m Ln I- z z m 0 �0 - \ J 4 20 0 0 Ln \ J 420 Mo 0 L, to 't \ > = Qt` \ NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER 4Ln z O 6,0�0 ,,�� 6 ( SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-1 AS aC EXISTING GRADE (TYP.) u z z �, \ J FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. 415 `� ��,\ NOTE: 1/2" STEEL PLATE REQUIRED AT BOTTOM 415 OF THE PROPOSED DROP STRUCTURE (STR-14) \'t NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE FILL J SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE \ (TYP) \ FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR VDOT ROAD AND BRIDGE \ CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER 410 410 NOTE: DAILY INSPECTION OF STORM PIPE AND SPECIFICATIONS, SECTION 302.03G. STORM STRUCTURES IN FILL AREAS WILL BE NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE REQUIRED, AND QUALIFIED GEOTECHNICAL FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON SHEET o. REPORTS SHALL BE SUBMITTED TO ALBEMARLE J 11(SPECIFICATION 107.o1) FOR HDPE PIPE BEDDING COUNTY FOR VERIFICATION OF BACKFILL (% INFORMATION. PIPE BEDDING TO BE IN ACCORDANCE WITH NOTES: 405 MOISTURE, CONTENT/CONTAMINATION, CURRENT VDOT ROAD & BRIDGE SPECIFICATIONS. 1. ALL FILL TO BE PLACED AT 95% COMPACTION. COMPACTION, DRY DENSITY, ETC.) i 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 405 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR 3• MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD SEWER & W/LAND 1.5' OF SEPARATION BETWEEN W/L & -NOTE:1/2" STEEL PLATE REQUIRED ATBOTTOM, - ST-1 AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. SANITARY SEWER MUST BE PROVIDED. OF THE PROPOSED STRUCTURE (STR-6) 4O0 -DROP _.j 400 In ^ h. ° m rl N N 00 N 0 rJl N 0 N 00 0 N m H It m �' m 00 m N 00 N Lr1 0 "$ 00 m Ln 0) W o 0) 0 ry 0 N 0 ri 0 Q1 H W 0 N N 0 6 m O o m N rl m r1 m rl m N 00 d m O1 N m m a1 t,6 m N rl N It N N � N Ln to m d, cri r°n 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 STR-24 - STR-6 475 465 465 430 PROPOSED 6" DI WATERLINE CROSSING HDPE 94.67 LF @ 0.95°/a PROPOSED FORCE MAIN SANITARY `PROPOSED FORCE MAIN SANITARY SEWER SERVICE LATERAL CROSSING SEWER SERVICE LATERAL CROSSING I I 430 r*tM N m 40 0 0 t°p m ` `' 0+00 0+50 1+00 1+50 2+00 STR-34 - STR-18 Lr, Im 0 2+50 EXISTING GRADE (TYP.) STR:40 VDOT STD. DI-3B (L=14') TP=456.92 L � INV OUT: 450.00 TO 38 z Q I STR:38 VDOT STD. DI-3B (L=16') 46o \ o TP=456.83 46o -LL INV IN: 451.00 TO YD-2F 00 INV IN: 449.83 TO 40 \ � INV OUT: 449.Oo TO 36 J rn v \ * I 1O m ` 0 0 455 0 _m m o O O rn PROPOSED \ 455 PROPOSEC o 00 o m o 00 GRADE (TYP.) WATERLIN m m O 00 0 0 0o H -t > It It H FILL 1.0' 450 ~o 0 0 0 � n O (TYP.) 450 m m > > 0 ^mm� �� I- ZZZ PROPOSED 8" DI 0 mZ Z 0 WATERLINE CROSSING 15" HDPE Ln o'' > > > F-. Z Z Z v \\�\ \ / 27 97 \ LF Qa o.610X 445 445 PROPOSED SEWER SANITARY CROSSING 2.3 15" HDPE 440 171.68 LF @a 5.87% 440 3• 1 13 POSED " DI 4 PROPOSED SANITARY E CROSSING SEWER CROSSING 15" HDPE 435 79.68 LF @a 2.30% 435 LJ o t. ^ m rn o^ orq 0+00 0+50 1+00 1+50 2+00 2+50 STR-40 - STR-30 470 465 In 00 Cl o SC03TT R. LLINSZ U No. 35791 09/08/20�4 �SSIDNAL E�G1 -4 1 r M � a N - C c 0 Lu u Z o m U) o L ® CL z e U Lu u E 0 z Mn o IIIIIENIIIII O J z U a F W° > u.. < w °-Lu L Cw 0 P In C6 ' �2, z w w w 0 z 0 0 LL z z 0 0 0 U w U) z a� w a z (D V) z LL 5+00 5+50 6+oo 6+5o 7+00 7+50 475 N U) STR:70 VDOT STD. DI-313 (L=8') Q TP=468.58 z INV OUT: 462.58 TO 68 uj G STR:68 VDOT STD. DI-36 (L=14') TP=467.83 470 J _J St-K-70 STR-- 2 INV IN: 461.10 TO 70 INV IN: 462.00 TO YD-:LB INV OUT: TO 66 > U) Q V) uj 461.00 W 1121- J =- Lu (` < LL .t PROPOSED 465 0 0 m rn GRADE (TYP.) LL Q � o m O Q H W co 6Ln 1-° o C) w U 46o v 0 00 � 460 ' Q 8 DI m in �N w CROSSING o 'T iv 10 > N ►-= :15" HDPE W H 00 0O � n � 0 o0 33.46 LF Qa 4-41% � J o 0 0 0o v~i H z z o�, o N �'o\ 455 � �' 0 455 >� �, H N z z 0 r�/� c~nF ZZz 'v�\ W Vl \ \ J& Ll1 NOTE: DAILY INSPECTION OF STORM PIPE AND LL 450X STORM STRUCTURES IN FILL AREAS WILL BE REQUIRED, AND QUALIFIED GEOTECHNICAL REPORTS SHALL BE SUBMITTED TO ALBEMARLE COUNTY FOR VERIFICATION OF BACKFILL (% MOISTURE, CONTENT/CONTAMINATION, �.... 0 PROPOSED 8" DI FILL COMPACTION, DRY DENSITY, ETC.) W WATERLINE CROSSING \ �\ (TYP. 1 E W 445 445 -1.7 - - NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM (D � OF THE PROPOSED DROP , STRUCTURE (STR-66) `- W \\\\ \\/ �\ `� \ I C) PROPOSED SANITAR XISTING GRADE (TYP.) O r"1 440 2.1SEWER CROSSING ` 44o0 N „ ZDLFE PROPOSED SANITARY 8 °1/0 SEWER CROSSING VDOT STD. 7 9 C 3.4 \ \Ixt-• SL-1 REQUIRED NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM 435 OF THE PROPOSED DROP STRUCTURE (STR-62) 435 0 d Lu � rt rn N CY) rn ip^ m JOB NO. `riN `try N m 00°° 0 `^ H00 172131 SCALE 1 °=50' 0+00 0+50 1+00 1+50 2+00 2+50 SHEET NO. 16 t . ., r,^ \ EXISTING GRADE (TYP STR:46 VDOT STD. DI-313 (L=io') 395 TP=389.00 INV IN: 375.5o TO 72 80 INV IN: 381.33 TO 46B INV OUT: 375.00 TO 44 / ' N STR:72 VDOT STD. DI-36 (L=8') p � p 390 TP=386.75 0 -O � INV IN: 376.02 TO 74 `" - "6 INV OUT: 375.92 TO 46 Op � m l 385 FILL Lr~i ta- z z_ (TYP.) - -_-� �S PROPOSED WATER SERVICE CROSSING 380 PROPOSED FIRE_ LINE CROSSING 2.2 STR:76 VDOT STD. DI-3C (L=8') TP=389.33 INV IN: 377.44 TO 78 INV OUT: 377.34 TO 74 395 STR:78 VDOT STD. DI-3C (L=8') TP=387.50 INV IN: 377.76 TO 8o IN OUT: 377.66 TO 76 390 STR:8o VDOT STD. DI-3C (L=( \ TP=384 50 INV IN: 378.io TO RISER INV OUT: 378.00 TO 78 385 POSED GRADE (TYP.) 15 HDPE 375 15" HDPE 1-13.4.4o'LF Qa 0.50% 129.24 LF Qa 0.50% 15" HDPE 52.42 LF @ o.8o% NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM 370 OF THE PROPOSED DROP STRUCTURE (STR-46) 15" HDPE 48.93 LF Qa o.5o% 15" HDPE 44.67 LF @ 0.50% co to V7 M O "o ri M 00 6 'Lo 00 N Co oo ao co 0) co am 00 rn co rn co w m m m m m m m rn m m m m m m m m 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 STR-8o - STR-46 PROPOSED GRADE (TYP.; VERTICAL GRAPHIC SCALE STR:6o VDOT STD. DI-3B (L=18') TP=435.50 5 0 2.5 5 10 20 INV IN: 431.00 TO 62 INV IN: 429.00 TO 6oB INV OUT: 428.00 TO 58 ( IN FEET ) 1 inch = 5 ft. 435 HORIZONTAL GRAPHIC SCALE FILL (TYP.) 50 0 25 50 100 200 430 ( IN FEET) EXISTING 1 inch = 50 ft. GRADE (TYP.) INSTALLATION REQUIREMENTS FOR ADS YARD/ROOF DRAIN SYSTEM Environment There should be no appreciable precipitation during the first 24 hours after placement. Joints The fine-grained materials in the fill material are not permitted to infiltrate the joint. Placement of Flowable Fill Trench excavation should follow normal procedures and meet all O$HA safety regulations. Trench width will be dictated by the native material strength. When acceptable in -situ material exists in the trench, like rock or other high -bearing soils, it is possible that the trench widths may be reduced to within 8-in along each side of the pipe, provided there is enough space to place and properly compact the fill in the pipe haunches. Table 1 depicts typical trench widths for a flowable fill installation. In soft in -situ materials a wider trench width maybe necessary. Once the trench is excavated to the proper line and grade, placement of pipe may begin. The pipe should be laid in the trench and joined: in accordance with publish recommended installation guidelines. Table 1 Recommended Trench Widths for Flowable Fill Sackfill 'AASHTO LRFD Section G'12.6.0.1, 2006 It is recommended that both an anchoring system and incremental lifts be utilized during installation. Refer to Figure 1 and Table 2 below for lift recommendations. Keep in mind that the fill should be brought up evenly on both sides to prevent unbalanced forces from acting on the pipe. A waiting period should be provided between lifts, Compressive strength typically seen with flowable fill is 40-60 psi within one week.. NOTE: The use of plasticizers or other add mixtures can greatly affect cure time and final compressive strength. For most construction projects, work can resume 4 to 6 hours after final placement. While it is recommended to place the flowable fill in incremental lifts, it should be noted, one continuous lift may be used provided flotation restraints have been properly designed and installed. If additional backfill is to be placed over the flowable fill to reach final grade it should not be placed until the flowable fill has reached a minimum compressive strength as determined by the design engineer. Because moisture is beneficial to curing it may be desirable to place a thin layer of soil (o inches) on top of the flowable fill section for enhanced curing - Figure 1 Table 2 Typical Backfill Structure Recommended Lift Heights GROUNO SURFACE AASHTO TYPE 'S" PIPE FINAL BACKFILL 3RD LIFE PLACE4�t + titi TO CRU'AN OF PIPE �% UNDISTURBED i?. EARTH 2ND LIFT 1/3 OD �. 5PPoNGINE jj' BEDDING r0 tSr LIFT = I fa Q0 i`:: BEDDING PROPER GRADE. FOUNDATIOr1 MIN. TRENCH WIDTH Nominal Pipe Siam, in. mm Minimum Trench in. (m} 12 (3oa) 22 (f).6) 18 (45a} 33 (t).8) 24 (6a0) 42 (1.0) 30 (76a} 5`I (1.3} Nominal Pipe Diam, Minimum Trench in. (m} in. mm 36 (9fJ0) 53 (1.5) 42 (1 Q'aQ} 6G (1.7} 48 (12aa} 74 (1.9} 54 (1350) 82 (2.0) 60 (1500} 90 (2.3} Nominal Pipe Diarn, in. mm 1s Lift Height, in. mm 2° Lift Height, in. mm 12 (3Q0 4 (101 5 (127 15 (375 5 127) 6 (152 18 (45a) 6 {152) 7 ('178 24 so0 7 173) 9 (229) 3a (75a) 9 (229) 12 (305) �s (soa) 11 (2$a 14 (356) 42 (1050 12 (3�a5 16 40&) 48 (1200) 14 (356) 1$ (457) 54 (1350} 16 (381) 20 (508) 60 (1500) 17 432) 22 (559 425 370 STR:6oB VDOT STD. DI-3B (I TP=437.50 INV OUT: 429.67 TO 6o 4 I USED 8" DI RLINE CROSSING 430 15" HDPE 36.14 LF @ 1.85% 1 425 1 o+00 STR-6o B - STR-6o PROF STR:64 VDOT STD. DI-3C (L=6') TP=454.67 INV IN: 449.67 BLDG #i ROOF DRAIN INV OUT: 446.83 TO 67 I 455 STR:62 VDOT STD. DI-3C (L=6') 455 TP=45o.92 INV IN: 443•oo TO 64 INV IN: 440.00 TO 66 INV OUT: 438.67 TO 6o 450 450 PROPOSED SANITARY PROPOSED 8" DI ) SEWER CROSSING / WATERLINE CROSSING NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON SHEET 11(SPECIFICATION 107.o1) FOR HDPE PIPE BEDDING NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE STR:6o VDOT STD. DI-3B (L=18') 1 445 INFORMATION. PIPE BEDDING TO BE IN ACCORDANCE WITH SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE TP=435.50 445 CURRENT VDOT ROAD & BRIDGE SPECIFICATIONS. FILL OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR INV IN: 431.00 TO 62 CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE INV IN: 429.00 TO 6oB 15" HDPE ° SPECIFICATIONS, SECTION 302.03G. INV OUT: 428.00 TO 58 4 67.58 LF Qa 5.67/0 NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD 440 ST-1 AS FOUND IN THE 2008 ROAD AND BRIDGE STANDARDS. NOTES: 440 i. ALL FILL TO BE PLACED AT 95% COMPACTION. /1 5' 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM ri SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-i AS 3 / SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & FOUND IN THE 20o8 ROAD AND BRIDGE STANDARDS. m / 435 I ' I SANITARY SEWER MUST BE PROVIDED. ,r, PROPOSED SANITARY 0 0 n t.D/ SEWER CROSSING "DO O NOTE: 2/2" STEEL PLATE REQUIRED AT BOTTOM F7- 0006 OF THE PROPOSED DROP STRUCTURE (STR-62) o 0 Co cn > 15" HDPE 430 °Ln N Z =O 66.55 LF C 11.53% 430 Via>> / V, P Z z 0 ri 2 m 4 5 m 425 STR:54 VDOT STD. DI-3B (L=1o') o ao Ln TP=414.00 0 Ln0 INV IN: 4o6.io TO 56 N o 01 INV OUT: 4o6.00 TO 52 ~O 0 L p Ln p � V<1 N 420 / ��` 420 z0 -� FF- a- > > Ln �- Z Z m m o E Ln 415 C_000 / 415 Ln F- O 06 PROPOSED GRADE (TYP.) O o o rQ1n ti No•• tih�� EXISTING GRADE (TYP. L9 4 z Z O �• 410 u z z z_ / oti�� 410 _ 1 / / 3..6' u FILL PROPOSED 6" DI � / / WATERLINE CROSSING rp m / (TYP.) 405 - N p\, 405 _ V)Ln � F- Lh / ` 15" HDPE 17- 4 00 ° / ,.�oQ 506/ 32.96 LF Qa 4.z5% STR:46B VDOT STD. DI-3B (L=14') n, m >o `�°• � ? / 31 400 TP=388.75. `� '�' m Z O / 400 INV IN: 38z.10 TO 48 p oO ��- a > > PROPOSED 6" I INV OUT: 82.00 TO 6 p 17 - - Z Z / 3 4 N 0 0 / WATERLINE CR SING F- o r, / STR:46 VDOT STD. DI-36 (L=1o') 0 0 M°m 395 TP=389.00 o .. 395 INV IN:375.5oTO7z mz O INV IN: 381.33 TO 46B � 0- z z z ' INV OUT: 375•oo TO 44 ,5y1° i 0 PROPOSED 6" DI tih 1� 39 WATERLINE CROSSING_ yy1p� 390 PROPOSED 6" DI WATERLINE CROSSING 1.2'I 385 385 STR:44 VDOT STD. MH 11PROPOSED SANITARY SEWER SERVICE TP=377.00 1'3 LATERAL FORCE MAIN CROSSING INV IN: 372.00 TO 46 INV OUT: 368.00 TO 42 15" HDPE 38O 80.42 LF @ 4.23% 38o 18" HDPE 20.68 LF Cap 4.35% STR:42 VDOT STD. MH / 3 1 4' HDPE TP=368.83 / 24.72 LF Qa 2.71% 375 INV IN: 363.83 TO 44_ PROPOSED SANITARY SEWER SERVICE 375 INV OUT: 36o.00 TO / LiTERAL FORCE i AIN CROSSING / NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM / OF THE PROPOSED DROP STRUCTURE (STR-46) 0 / ( 0 37 18" HDPE 37 / 48.og LF Qa 6.24% NOTE: i/z" STEEL PLATE REQUIRED AT BOTTOM STR-64 - SWM 365 QQ� 2oio OF THE PROPOSED DROP STRUCTURE (STR-44) 365 �F 6r° o0 NOTE:1/2" STEEL PLATE REQUIRED AT BOTTOM 36o OF THE PROPOSED DROP STRUCTURE (STR-42) 36o 'OSED VDOT STD. EW-i WITH RIPRAP OUTFALL 18' HDPE 34.66 LF Qa 5.77% 355 INV. OUT=358.o I 355 0) r� Ln m lO 0 a0 _ M ao tD Ln O m Ln O .t �• 1��2 W m k-p N lD CO t� W 01 N Ol Q1 O CO O 01 00 N r, Co Ln Ql 00 m m t\ ao C1t N (� Ln CO M O lD N N cn r, m CO N Cf7 rl h -t O ,� �• , 0 r. m m m oo c6 m o cn m ao o o ao o N r rr rn m Ln -t Ln in m M , O lD n, n m 00 ro Co m M M M n1 Cn 4 O O 4 rl t `i rl N N m d 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+50 7+00 7+50 8+oo 8+5o C, (WSCOTT R. LLINS'� U No. 35791 �.`'S'IOMAL 09'0"'0_e ADO. w w 0 I N � o w O In Q w z ~ m O z o (� p LuLu 0 g r/ z O J v U) z LU l) > > "- W Lu w °� p LU H Ce z -' U) > LL Lr.I w = ry ILL. O E M C" o 0 0 0 w � NO N N N N N M CD ,� °p% 475 INTERSECTION WITH PETER JEFFERSON PARKWAY 1 470 1 m l 465 PVI STA: i2+8o oo Pv -APVI-ELEV:-453. PE / 0 5 b( y `90 K:16.31 VIC: �` LVC: 45.00 L °�` ° 69 m L N VERTICA GRAPH C SCALE 4 + 60 Ln 0 `Ln 2.5 i� o rr , V V c%1 m V w w ( IN FEET ) 1 inch = 5 f,t. 455 450 445 D8"451BEND BEET WATERL 440 PROPOSED SANITARY / 435 SEWER CROSSING / PROPOSED SANITARY / SEWER CROSSINGS y / / V// / I I 430 425 420 415 STING GRADE (TYP.) NO�E: ALL ROA WAY EMB NKMENT MATERIAL SH�LL CONSISI OF SOIL ANP BE PLACE IN SU CESSIVE UNIFORM LAY RS NOT MO E THAN 8 INCHES IN THIC NESS BEFO E COMPAC ION OVER TH� ENTIRE RO DBED ARE IN ACCORD�,TION NCE WITH VDPT 2007 ROP D AND BRIDE SPECIFIC 303.04 I I I 1 43.0 N TE: CLASS I BP CKFILL MATER AL SHALL BE CRUSHER RUN --A-GGRFC-jATF SIZE NO- 5 OR 26 SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REO IREMENTS FOR CRUSHER RU AGGREGATE SIZE 25 AND 2E , PER VDOT RO� D AND BRI DGE SPECIFIC TIONS, SECTIC N 302.03G. 405 400 395 390 C-01 Se 375 NO ES: 1. ALL FILL TO BF PLACED AT 9 % COMPACTION. 2. MINIMUM 3.5'IOF COVER MU T BE MAINTAI ED OVER W/L. 3. MINIMUM OF T' OF VERTICAL SEPARATION FROM STORM EWER & W/L �NQi4_O1F-SE ARA_TI-ON BE EEN-W/L 8- SANITARY SEWER MUST BE F ROVIDED. jl� ?•4 I;• • '1 1� PROPOSED 8" CL 52 DI WATERLIN RGUEILLO S1fREE 25 o Ln O rn N O m N Ln � W ( IN FEET ) PVI STA:15� 92.00 PVI ELEV: 413.30 K:15.4 9 LVC: 12 .00 1.7' PVI STA: 22+25.00 PVI ELEV: 386.91 K: 6.75 LVC:1oo.00 390 0 00 HIGH PT. STA: 21+88.93 0 It0 Ln 390 r� 00\ I H PT ELEV: 38 .03 ^ 00 VI STA: 23+25.0�0 N L'u \ N Lyj VI ELEV: 374.1 V > m > V w K:18.21 LVC:5 o.o0 385 m w 0 385 m 00 2.06% o o o m + ri m m N Lij m V N Lu V V m V W 38o m W 38o 79 375 FILL (TYP. 375 v �\ -EXISTING GRADE (TYP.) \ 370 I \ 370 PROPOSED GRADE (TYP.) 365 365 N��0 0 36o I < 36o ARgUELLO STREET 355 355 SCOTT R. LLINSZ No. 35791 09/08/20 N - ~' O u W C z m~` Z O Lo a z tom-- a - O g 1�1 Lu C o o z J C z k LL- W/ W J < W IL 0 w j u c F Q1 C) C) CD o W N N N ¢ Ln N M N '-i co CD CO 350 350 0 r, m o CO Ln aD lD m h l0 l4 LD to l0 �, M � r; z m CO m m m F m m m M m m L9 o 0 22+00 Ln r � LL U PVI S A:17+09.00 PVI E EV: 407.45 K: 5.16 LVC: 40.00 _ o -t a � , (, co (, It -t N+ + It Ln> N> m j w > m w- tprq 1� N + It n .. PROPOSED 8"4' TEE & 4" G.V._, TO BUILDING #5 FIRE LINE PROPOSED FIRE HYDRANT ASSEMBLY WITH 8"x6" TEE PROPOSED WATER SERVICE TO BUILDING #5 WIT 8"4' TEE & 4" G.V. PROPOSED 8"x6" REDUCER & 6" G.V. PROPOSED 6" CL 52 DI WATERLIN 2.4 PVI ST'P .18+07.68 PVI EL�� EV: 394.87 Kt 15.48 LVC:12o.00 PROPOSED 6" 22.51 BEND- . PROPOSED 6" 450 BEND PROPOSED FORCE MAIN SANITARY SEWER SERVICE LATERAL CROSSING fa m Co l� CO Q - LD O lD ri O ^ m O n Ql O N tLn Ln ri Ql 00l0O r, � O to ri O CO .t CO N r� N N r wi m r Lm lD Lo m OO Ln Co Ll M N m \ Ln N N m lU N ri rl CO r i`.° i O O ri 0NV) 0 O o It rl ri O� 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+5o 17+00 17+50 s 1.3' 22+50 23+00 23+50 PVI STA: 20+T6.: PVI ELEV: 384.0 K: 32.22 LVC:135.90 L^ 0)O W PT. STA: 2 +E c6 u LOW PT ELEV:ri I 8� +o CD m N W V Vi V m > m 'VI STA:19+78. o PVI ELEV: 386. 5 K:17.40 LVC: 5o.00 0 0 0- _ 00 O 0rf rn + LLi ON m Lij / V V m > W W PROPOSED 6" go' BEND TO BUILDING #6 METER &FIRE LINE E CONNECTIOIN /'�WATER PROPOSED 4" 45" BEND TO BUILDING #6 WATER METER & FIRE LINE CONNECTION PROPOSED 4" CL 53 DI WATERLIN CO rn W� 0 n Li mm �O m n CO m 0 O mm 18+oo 18+50 19+00 19+50 20+00 H I G H PT STA:11+73.29 HIGH PT ELEV: 454.21 PVI STA:11+73.29 PVI ELEV:454.34 K:6.25 LVC:25.o0 0) 0a) 0 o 4- Ln ZLn 00In + It + rt w ri w U U > m > w m W 470 PVI STA:1o+15.00 470 K:2.50 PVI TA: 2+00.00 I.VC: PVI ELEV: 453.8o LOW PT. STA:1o+i5.o K: ci.i6 LOW T ELEV: 449.28 LC. 0 o PVI STA:1 +95.00 o°465 o 100 m PVI ELEV: 444.58 465m N P I STA:11+22.5 o0 n ^LLnn K: 6. 3 + 't + t- o L'�/CC1�oo - O •• N EXISTING GRADE TYP. w w PVI ELEV: 453.32 H ri Li,j rt uJ vi > vi > K: 9.34 Lii v vi > z Lon m 0 o > m > w LVC: 25.0o > m > Lu 't ri 't CO 0 It m W m W / + 46o o o rl m 6o P-VI-STA:.10-+.5o.0 In 4 PVI ELEV: 449 93 ° + / v > u > K:1(.81 ri w ri L'u m Co w w LVC: 15.00 � > u > „ PVI STA:14+29 39 U m U w ROPOSED 0" x8 TEE & (3) 8 G.V. 00 °, m m w o PVI ELEV: 442. o -2 00% 455 o PROPOSED 1" WATER / K' 15'78 455 v ° v 2.oq% SERVICE i O CLUBHOUSE CVL: 5.00 / (n to Ql N m > w 6�°/° 3.5' PROPOSED 8" CL 52 DI WATERLINE ri m 00 ri Ci Ila w 1 N' PROPOSED GRADE (TYP.) I w - ij -2.00% U ri 45 FILL u- > > 450 9 i (TYP.) 3i / m w 445 PROPOSED 8" 451 BEND TO ARGUELLO STREET WATERLINE 440 435 465 PROPOSED WATER SERVICE, „ PROPOSED FIRE HYDRANT PROPOSED 6 CL 52 DI WATERLINE ASSEMBLY WITH 6"x6" TEE TO BUILDING1#1 WITH 1� �F 445 8 x4 TEE & 4 G.V. 63 PROPOSED FIRE HYDRANT ASSEMBLY WITH 8"x6" TEE PROPOSED 8" 451 BEND PROPOSED 4" FIRE LINE TO BUILDING #1 WITH 8"x4" TEE & 4" G.V. 00 0 Ln 10+00 10+50 ROPOSED SANITARY_ -- SEWER CROSSING PROPOSED 8"x6" CROSS, (2) 6" G.V. & (2) 8" G.V. PROPOSED 8"x6" REDUCE 0 Ln In Ln L, In n u, �' t' 11+00 11+50 12+00 12+50 13+00 FISHER STREET 13+50 6-7.22%� 1.' i 1.2 R 14+00 PVI STA: 24+50.00 PVI FI FV- 11 -PROPOSED 6"4' REDUCER PROPOSED 4"x4" TEE & 4" G.V. S00? TO BUILDING #4 FIRE LINE ° 440 PROPOSED 4" CL. 53 DI WATERLINE TO BUILDING #4 WATER SERVICE .5 435 PROPOSED SANITARY SEWER SERVICE o LATERAL FORTE MAIN CROSSING Lo �. 14+50 465 K:1 23 LVC: P.00 / -L6WPT. STA:14+45.23 VI STA:1o+75.o LOW PT I€E -44.4.3o 46o VI ELEV: 4S0.1 / 0 00 o H -- !}60 g LVC: 50.0o PV(S ELEV: : 12+07.00 448.8o / 6 +PVI -t o + -t° o K44.09 / IWA:15+ 6.59N ° o °, �4 o LVC: 50.00 u m u w PVI Et EV: 4 5.59 455 ° Lu rl Lij 0 0 o N / m w 7 55 LV : so.op 455 u m u w °+° � + I / PVI ELE 444•68 HIGH PT. STA: 5+23.87 > > r w ,l m w rrii Lu / K: �.02 HIGH PT E EV: 445.28 S8% > m ? w / LVC: �5.00 °; 00 0) m w / PROPOSED GRADE (TYP.) L0 In n �, n H Ln m ri 't 450 room /t r00 ri H w 450 PROPOSED 6" go" BEND TO _ f W U > -t LLI Lii > V1 > > m to > > w FIRE HYDRANT AS EMBLY \ \ \ �� -214/ m m w w m w 445 FILL \ (TYP.)\ > M N. r000 1.6300 1 445 PROPOSED 12" ROOF/ (2) PROPOSED 6" 45° VERTICAL BENDS S 0000 YARD / DRAIN CROSSING/ PROPOSED 6"x4" TEE & 4" G.V. , 440 PTO BUILDING #2 WATER SERVICE_ 1'S 440 PROPOSED 6"4' TEE & 4" G.V. 11 PROPOSED 4" go' BEND & 4" G.V. TO BUILDING #2 FIRE LINE 35 TO BUILDING #3 FIRE LINE PROPOSED 6" CL 52 DI WATERLINE (/FILL 435 PROPOSED I FORCE MAIN SANITARY-rl7 k,435 / (TYP.) SEWER SERVICE LATERAL CROSSING PROPOSED 8 x6 CROSS, PROPOSED 4"4' TEE & 4" G.V. (2) 6" G.V. & (2) 8i' G.V. TO BUILDING #3 WATER SERVICE 430 PROPOSED 6"x6" TEE TO FIRE HYDRANTASSEMBLY U 430 PROPOSED 4" CL 53 DI WATERLINE 1/ PROPOSED 6"x4" REDUCER 425 425 420 420 W O kD rn l0 In In Lri Ln Lo o 1,o m t n Ln r\ O o O N ,� N O o o ri rn m O -t o rl Ln O .i' M M m w M t' co d' � -t O Ln � t A o t0 Ln t LD lD 4 m �' to � .t N m lU ko t' U N tp LO 't CO O �• w 4 t" ao N � t_ N It It 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 TRAVELWAY B 15+00 15+50 16+oo PETER) PVI STA:11+o5.5o PVI ELEV: 485.28 K: 5.12 LVC: 55.00 0 00 0 CO Lr1 m °4 + m t o w H Lu 490 > 0° > w m w 485 485 INTERSECTION WITH FILL FFERSON PARKWAY / (TYP.) 48o PROPOSED GRADE (TYP.) 480 REMOVE 12" PLUG AND TIE-IN TO EXISTING 12" DI WATERLINE PVI STA:13+28.,95 WITH A 12"x8" REDUCER PVI ELEV: 456. g 475 K:1 . 8 475 LVC:12o.00 � � + -It+ co M Co n � 470 N L;J Lll Ji 470 ? m > W m w 3.5' M . 465 PROPOSED 8" CL 52 DI WATERLINE 465 EXISTING GRADE (TYP.)-/ 46o 460 455 455 FILL (TYP.) - ..00% :La, 450 450 39 PROPOSED 8"x8" TEE < & (3) - 8" G.V. 445 445 PROPOSED SANITARY SEWER CROSSING 440 1 440 rl ri �- mt m N ,t 't ri �O . n 6D m rrn Lri 00 w a0 00 6 0) 00 r- in ^ r•. Ln m r` to co ri ko '•A ri Ln lD Ln Ln ul Ln ri 10+00 10+50 11+00 11+50 12+00 12+50 KOBBE STREET NOTE: ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 2-5 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 13+00 13+50 VERTICAL GRAPHIC SCALE 5 0 2.5 5 10 20 ( IN FEET ) I inch = 5 ft. HORIZONTAL GRAPHIC SCALE 50 0 25 50 100 200 ( IN FEET ) I inch = 50 ft. OP71! SCOTT/R. C.'17LLINS524' No. 35791 � 09/08/20 %1*10NAL E�G1 i r ro N J � L � w � m < Z O U m L c Ogg~� z U Lu F r� uj o ~ o v� z O J U c H z a- L > 4 L W � J a w o = W H L Lu Qi 0 0 0 0 Lu� � N N N N N o 00,\� � \ ; O M 465 465 TH 0� O SCOTT R. LLINS� U No. 35791 LA ��o� 09/08/20�� rr 00 �S`�1ONAL 'F' m 66 w ~ z w w o w0 20 N < O M w LL N 00 O _l N Z:) Iw- Lu Z O 0 o O w z Lu m Lu Q w� z 0 PROPOSED M z z V)¢ E E E w o WATERa z z a co v 0 z O z g Lu Lu o o [~ o O z� W Z❑ 1n U O z Z o Q m W cD g o > H vI ¢ w H (L Ln W C� a Q LU Z H z m 0 z Lu u- ¢ U t w = w w nw ~ g O w o V) �- ¢ \ H Lu /w W 1.?L 1..G. L.f.. �..L Iz_ c7 z 1Hi.00 °1 0 0 0 0 Lu O N N N N N \i 0\O O 0000 ¢ N M N � -4 M O ❑ rn �. ri Ln � ko rn ztx O r LL W c� I- rH^ C� v ) N cy Q O N N U) Q z �..0 W � V J 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+50 17+00 17+50 18+00 18+50 1g+o0 zg+50 20+00 L9 Q 0 O 0 O M O RAGA STREET H a- Q � w = U) z U W E--� oC VERTICAL GRAPHIC SCALE W W 5 0 2.5 5 10 20 ulV J H NOTE: ALL ROADWAY EMBANKMENT MATERIAL ( IN FEET) SHALL CONSIST OF SOIL AND BE PLACED IN 1 inch = 5 ft. W SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 r SCALE W INCHES IN THE ENTIRE RICKNESS BEFORE OADBED AREA IN ACCORDANON OVERCE WITH 50 HORIZONTAL GRAPHIC 200 _ i-- VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04 Z E~- O NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN ( IN FEET) W AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL 1 inch = 50 ft. 0 SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER Q AWL RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND (D LL BRIDGE SPECIFICATIONS, SECTION 302.03G. O W O n N 0 < NOTES: 1. ALL FILL TO BE PLACED AT 9S% COMPACTION. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM Invoo SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & Q SANITARY SEWER MUST BE PROVIDED. 'n • p2 (n JOB NO. 172131 SCALE 1 I1=J0' SHEET NO. 20 PVI S A: zo+l2.00 PVI LEV:449•zz K: 5.13 460 L oo C:18F--- PV STA:1z+lg.00 4 60 o � LELE_V�y./;o_z[� ° MK: 110 PVI SA: so+6o.0o LVC:3S000wPVI EEV:445•03 LOWT. STA:12+1g.ovi j 1':: 15•i8 LO PT ELEV: 440•3�3 / � m � w LVC: 60.00 455 455 m w o N O N o ri o � o / \ \ + � �°.' � PVI STA:11+50.0o r+1 �' r+v �' / ° v ° v PVI ELEV: 440•93 � w � w / .. ] vi � K:1�.45 � m > w / 45p 0° > w "' LVC: � 5.0o m w / PVI ST 13+57,00 � 450 °, °, PVI-E EV:439�9 N � � � � �- / .5.25 1 - 00% -8.5 0 `� V� v rl V w ] o 0 � ri 0 00 u� 1 445 m m > w / m o + �• d� `+° � � 445 w / W r1 t.i.i 475 470 MH-4 465 STA:8+o5.69 PROPOSED GRADE (TYP.) RIM:459.00 - - - - INV IN. 437.86 FROM MH-5 i INV OUT. 437.66 TO MH-3 / / \ 69 MH-5 STA:io+54.37 / / \\ D p 4 60 MH-3 RIM:453.08 / \ Z) w MH-2 STA:6+83.78 7INV IN. 439.28 FROM MH-8 / \ z U STA:z+99.93 RIM:446.00 - - INV IN. 439.28 FROM MH-6 \ w RIM:449.75 INV IN. 437.07 FROM MH-4 INV OUT. 439.o8 TO MH-4 / MH-6 MH"7 U / INV IN. 434.97 FROM MH-3 - - INV OUT. 436.87 TO MH-z .48 \ STA:16+27.14 / 455 i \ INV OUT. 434.77TO MH-1 RM:44+8 445 3 RIM: 8 INV IN, 441.44 FROM MH-7 \ INV OUT5 1 TO MH-6 443. 7 PROPOSED 6" DI / INV IN. 441.44 FROM MH-g \ FILL (TYP.) �/ WATERLINE CROSSING / / INV OUT. 441.24TO MH-5 \ - - \ 450 - - - - - PROPOSED 8" DI PROPOSED 4" DI FILL WATERLINE CROSSING WATERLINE CRi SSINGS XISTING GRADE (TYP.) PROPOSED 445 WATERLINE CROSSINGS 65 2.3' / z.s' g" SDR-26 PVC / / 172..66 LF C 1 °O% PROPOSED PRIVATE 6" PVC SANITARY SEWER SERVICE LATERAL @a 3.35% SLOPE 440 8" DIP 392.11 LF @a 0.50% PROPOSED 12" ROOF/ 8" DIP i YARD DRAIN CROSSING 1.17.91 LF @a 0.50% 435 8"DIP 379.85 LF t7a 0.50% NOTE: 24" STEEL CASING PIPE REQUIRED ON 8" DIP SANITARY SEWER BETWEEN MH-5 AND MH-4 244.69 LF o.5o0/b 430 00 tp m M h m GO N O N OQ �- a) O rl N mot' t10 M 0 m 00 Ln O L11 O LO tD ri 0 N O m C71 Ql `i U N � O i' 00 � 00 N t0 Ln i tD r1 m O 00 � Ln lD r` C� � ri t• 0 � O Ln 0 m O rt Ln �O o rn H L!1 tJ1 Ln Lry t Lry o L(1 r: o Ln r; Lff r: :i t0 �- r m Lr1 00 �1 m Ql an O O m m Ln N rf o O Ln m 00 ko " l� Ln o Ln o� w *t Ln ° r ri Ln Lft M Ln .f' .t �' ,�' �" T �" �°' �. .i•' l!1 ,�. �t L!'1 �.' lD - tD 4 m tD �' m Ln ,�.' Ln v. ,�. Lll *f' t11 ,�' Ln ��'. �.' Lll „�. �" `�. �" �' - '"�. 4 It . ,�. It 3+00 3+50 4+00 4+50 5+00 5+50 ACSA GENERAL WATER & SEWER CONDITIONS (June 27, 2019) 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. g. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 1o. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO- LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, zo14 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 6+oo 6+5o 7+00 7+50 8+oo 8+50 g+oo 9+50 M H -7 - EX- M H 465 465 ` XISTING GRADE (TYP.) 46o 46o X 455 22 0 455 0 0 LL LL N 't NT-t N O t -t 't 0 OR � � Ln 't �1 z 450 ++ D `D o �zz O 0) O w =��> 450 2Q2»> U �tnZ g z z z PROPOSED GRADE (TYP.) PROP DRAY 445 445 3.o'�MIN. 1.' 440 1 S 3.1' 8" DIP 149 24 LF (7a 0.50% 44° PROPOSED 8" DI ATERLINE CROSSING 35 PROPOSED PRIVATE 6" PVC SANITARY SEWER 435 SERVICE LATERAL @a 1.00% SLOPE 435 va r w o Ln 0+00 0+50 1+00 1+50 MH-g - MH-6 b7 10+00 10+50 11+00 11+50 12+00 NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. 50 USED ROOF CROSSING 455 VERTICAL GRAPHIC SCALE 2.5 5 10 20 ( IN FEET ) 1 inch = 5 ft. HORIZONTALCTRAPHIC SCALE 0 25 50 100 200 IN FEET MH-5 1 inch = 50 ft. STA:10+54.37 MH-8 RIM:453•08 INV IN. 439.28 FROM MH-8 STA:1+zz.79 INV IN. 439.28 FROM MH-6 RIM:449.00 INV OUT. 439.o8 TO MH-4 INV OUT. 439.88 TO MH-5 455 PROPOSED GRADE (TYP.) 450 450 / w EXISTING GRADE (TYP.) U 445 T�l445 � FILL PROPOSED 8" DI (TYP.) WATERLINE CROSSING 3.5' MI 440 i 5 / / / 440 435 I 8" '<r SDR-26 PVC b 118.79 LF C 1.50% 61 PROPOSED PRIVATE 6" PVC SANITARY SEWER SERVICE LATERAL Qa 2.00% SLOPE N Ln (n ri N n1 m mm H l6 l6 00 L(1 Ln 0+00 0+50 1+00 1+50 MH-8 - MH-5 435 12+50 13+00 13+50 14+00 14+50 15+00 NOTE: DUE TO MINIMUM SLOPES, CONTRACTOR WILL BE REQUIRED TO HAVE EACH SANITARY SEWER PIPE SEGMENT SURVEYED, SLOPE VERIFIED, AND APPROVED BY THE ACSA PRIOR TO CONTINUING UPSTREAM. 47S 15+50 16+oo 16+50 17+00 17+50 18+oo 470 465 46o MH-2 STA:2+99.93 RIM:449.75 455 EX-MJH-1-4 INV IN. 434.97 FROM MH-3 INV OUT. 434.77 TO MH-1 MH-1 i STA:o+oo.00 STA:1+66.24 \ \ ,RIM:446.92 RIM:448.75 \ INV IN. 43310 FROM MH-1 INV IN. 434.3.2 FROM MH-2 EX. INV IN. 433a6 T. INV OUT. 433 9z TO EX-MJH-1-4 450 SEX. INV OUT. 432.90 / - EXISTING GRADE (TYP.) 445 440 435 8" DIP 379.85 LF C 0.50% 8" DIP 8" DIP 129.69 LF @d 0.50/0 162.24 LF Qa 0.510/1 430 N r+ m O m N 00 W m m m v J 1 r 7 4 d 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 W0 ��P SCOTT LINS� No. 35791 ,�:l 09/08/20 %13��_IONAL M N o w Zzm¢ o U o z O g z U 0 LU ~ O U z O f-1 W a w o LLJ L N N N_ N CD N N Q N (] N 1 0000 O 0000 -4 ci � Ln %D �D m TH 0�� 505 505 SC0TT R. LLINS� U No. 35791 ��0 09/08/20 �,4 ��S�IONAL E�� m W H z W W O W � N � N V7 O to c w u- N N O J-4 O Q Q a 0 r / W cn Z Q g Lu � z w Imo- Z C z z0 Z z z z CC O G O G H O a_ g z a u 0 o O a~ W z w z Q ou g O z z 0 �,..� o Q a W W c� g o �� ^ � � Lu LV LU o z m� o Imo/ w LL ¢ O U U H > = W 0� W (n � Q O Qw Lu (n a a> Lu Lu Lu E � a m z � CD V) J Q z u-al N N N N N N Ln r\i 0000 O 0`0 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 ? ko a) KOBBE STREET INTERSECTION SIGHT DISTANCEL9 z 7- w �- � rH^ � v , N � (� Q H N LL 485 485 0 N Cn Q z w �_ J � LL O VERTICAL GRAPHIC SCALE U) Q 5 0 2.5 5 10 20 W L9 U ( IN FEET) il O O Z J �---i Q 1 inch = 5 f L. GRAPHIC SCALE HORIZONTAL GRAPHIC SCALE U (� H 50 0 25 50 100 200 1 W Q Lij ( IN FEET ) ,J r�n 1 inch = 50 fL.y H zw cn p w O Io �- U' z O uj to 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 ui Q LL ARGUELLO STREET INTERSECTION SIGHT DISTANCE < LL o uj 0o � �j N u— _ Lu W 0� _ a JOB NO. 172131 SCALE 1 "=50' SHEET NO. 22 JT.O 500 S00 \S� PNC�,395 / 5� GHQ p � LINE OF SIGHT � � 495 � � 495 490 HT. OF 490 EYE=3.5' 5 _ 8 485 4 5 N PROPOSED GRADE (TYP.) / / EXISTING GRADE (TYP.) 480 480 / / HT. OF 475 OBJ=3.5' 475 47° 47° o �- � Ltt N n 00 O N �' lD n �p 00 � O m rl r1 N cy m 00 Q1 n n n n ao 0o w w � � � � � 480 480 LINE OF SIGHT HT. OF EYE=3.5 475 475 � PNCE,395 � / PROPOSED GRADE (TYP.) 470 47° EXISTING GRADE (TYP.) / HT. OF J � 6 4 5 / 460 460 U 1 N N O O ('n L17 n 00 O N .�• tD TABLE 1- Zo-YEAR STORM FLOW TABLE 2 - so -YEAR STORM HYDRAULIC GRADE LINE TABLE 3 - so -YEAR STORM PIPE DESIGN r� Design Storm Year = 10 1H SIC R. LLINS'Z U No. 35791 � 09/08/20�� `�IONAL g c2$ w ~ H LU W W W 0 liO N N LW M C) LU L O J o Q C Q o Cn � U cn C1 H w FI-- 0 J Z C/I V/ W � Z W Z Z m a a t1.1 � W 0 O � n w E U- m g O Z a z F- J O U O z Z Q U U U O �-. Z N U Z z C) - 0O Z 0 W z p U U Z Z � WW -� a J E I- z 1- Q Q W Z L z m 0 O LL1O U L- Q U H > = W � t1,1 in ~ a 0 C] O rLU 0 U) n 1v ,1 H ~ W W � C U (n J Q z u 0 0 0 0 NO N N N N N 00 o 00 Q N M N -1 M O ��i .�i c i ,� lf1 l0 z J r W TABLE 4 - CURB INLET CHART - 4.0 in/hr v N J �- z U- N (%) z W W \J W Q- �- aC J O U f~�� V LJ '�' z r W �' for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at .5in/hr Q TABLE 5 - CURB INLET CHART - 6.5 in/hr I- n-- W un W O >_ U z O W W LL V W 0 1"'� 0 N Q w < F- U) JOB NO. 172131 SCALE N/A SHEET NO. - for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 6.5in/hr 23 YO1N"f DOWNSTREAM DRAIN RUNOFF CA IN STRUCTURE AREA COEFF. LET' TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENCfH SLOPE DIA CAPA CITY VEL FLOW TIME INCR ACCUM ACRES C MIN MIN C.F.S. UPPER LOWER FEET FT./FT. Design Year: lU Pr ject: MJH Apartments Job #: ##### Prepared y: AML, PE INLET STATION OUTLET WATER SURFACE ELEV �„ D„ Q� ZW Sri r JUNCTION LOSS FINAL H INLET WATER SURFACE ELEV. RIM ELEV V. lI„ Qw V„ v Q;* V; V; /2g H; ANGLE H� Hr 1.3f1� .511� 401.50 83.08 15 4.35 0.004 0 32 3.5 0.0 10 3.5 2.8 9.95 0.1 0.04 0 0 0.09 NA N/A 0.41 401.91 408.50 402.35 89.20 15 3.49 0.002 0 22 2.8 0.0 8 1.l 6.4 7.21 0.6 0.23 0 0 0.26 NA N/A 0.48 4U2.83 408.33 376.50 52.42 15 4.02 0.003 017 3.3 0.0 72 3.8 3.1 12 0.2 0.05 0 0 0.09 NA N/A 0 �7 376.77 386.75 377.02 129.24 15 3.84 0.003 0 39 3.1 0.0 74 1.8 1.4 2.54 0.0 0.01 0 0 0.05 NA N/A 0.44 377.46 384.58 377.77 t 14.40 15 1.77 0.001 0 07 1.4 0.0 76 1.1 0.9 1.03 0.0 0.00 0 0 0.01 NA N/A 0.09 377.86 389.33 378.44 44.67 15 1.12 0.000 0 O1 0.9 0.0 78 0.3 0.3 0.09 0.0 0.00 0 0 0.00 NA N/A 0.02 378.46 387.50 378.76 48.93 l5 0.34 0.000 0 00 0.3 0.0 80 0.00 0 0 0.00 NA N/A 0.00 378.76 384.50 441.00 87 �)2 15 3.28 0.002 0 19 2.7 0.0 66 2.8 2.2 6.17 0.1 0.03 16 0.008 OA6 NA N/A 0.26 441.26 452.42 448.00 136.71 15 2.75 0.002 0 21 2.2 0.0 68 2.l 6.5 13.6 0.7 0.23 50 0.308 0.56 NA N/A 0.77 448.77 467.83 462.10 33.46 15 0.18 0.000 0 00 0.1 0.0 70 0.00 0 0 0.00 NA N/A 0.00 462.10 468.58 434.67 36.14 15 0,42 0.000 0 00 0.3 0.0 60B 0.00 0 0 0.00 NA N/A 0.00 434.67 441.92 359.20 34.66 18 20.22 0.032 109 11.4 0.5 42 19.6 11.1 218 1.9 0.67 0 0 1.18 N/A N/A 2 ?7 361.47 368.83 365.03 66.00 18 19.63 0.030 196 11.1 0.5 44 19.5 I1.0 214 19 0.66 0 0 1.14 N/A N/A 3.10 368.13 377.00 373.20 48.09 18 19.47 0.029 141 11.0 0.5 46 15.2 8.6 130 1.1 PIPE DESIGN n = 0.013 Pipe Hydrology Pipe W � (Q � � C W U N O rn u C O � E ❑ � Q Q c `u N C E O O > > L � O ❑ j > O C C J G V) ❑ LL � Pipe run: STR-6 -SWM Basin 6 4 0.15 0,70 0.105 3.739 7.80 5. 6 0.62 21.91 400.75 397.50 77.2 0.013 0.0421 18 23.35 15.00 0.09 4 2 0.00 0.90 0.000 3.739 7.89 5. 4 0.00 21.91 389.00 386.25 35.8 0.013 0.0767 18 31.52 19.23 0.03 2 SWM 0.00 0.90 0.000 3.928 7.92 5. 3 0.00 22.90 383.50 382.00 24.2 0.013 0.0621 18 28.36 17.85 0.02 Pipe run: STR-24 -STR-6 24 22 0.40 0.60 0.240 0.489 6.41 6. 3 1.50 3.04 442.00 435.77 121.9 0.013 0.0511 15 15.82 9.82 0.21 22 20 0.15 0.80 0.120 0.609 6.62 6. 7 0.74 3.76 435.67 434.85 98.0 0.013 0.0084 15 6.41 5.43 0.30 20 18 0.41 0.75 0.308 1.003 6.92 6. 9 1.87 6.11 434.75 433.00 161.5 0.013 0.0108 15 7.27 6.64 0.41 18 16 0.09 0.70 0.063 2.287 7.32 5. 8 0.38 13.68 432.00 428.43 106.0 0.013 0.0337 18 20.89 12.61 0.14 16 14 0.29 0.80 0.232 2.789 7.46 5. 5 1.38 16.59 428.33 425.67 44.7 0.013 0.0595 18 27.76 16.33 0.05 14 12 0.00 0.90 0.000 3.490 7.61 5. 1 0.00 20.63 422.00 413.43 129.6 0.013 0.0661 18 29.26 17.85 0.12 12 6 0.18 0.80 0.144 3.634 7.73 5. 8 0.85 21.37 413.33 406.33 90.1 0.013 0.0777 18 31.72 19.25 0.08 Pipe run: STR-28 -STR-14 28 26 0.39 0.80 0.312 0.693 7.28 5. 9 1.87 4.15 434.50 433.92 85.3 0.013 0.0068 15 5.77 5.10 0.28 26 14 0.01 0.80 0.008 0.701 7.56 5. 2 0.05 4.15 429.00 426.92 33.2 0.013 0.0627 15 17.52 11.67 0.05 Pipe run: STR-34 -STR-18 34 32 0.18 0.90 0.162 0.162 5.00 6. 7 1.08 1.08 443.00 440.00 93.6 0.013 0.0321 15 12.54 6.09 0.26 32 30 0.24 0.75 0.180 0.342 6.00 6. 5 1.14 2.17 436.00 435.10 94.7 0.013 0.0095 15 6.82 4.89 0.32 30 18 0.13 0.80 0.104 1.221 6.69 6. 5 0.64 7.51 435.00 433.00 75.7 0.013 0.0264 15 11.37 9.88 0.13 Pipe run: STR-40 -STR-30 40 38 0.15 0.75 0.113 0.113 5.00 6. 7 0.75 0.75 450.00 449.83 28.0 0.013 0.0061 15 5.47 3.12 0.15 38 36 0.17 0.75 0.128 0.442 6.25 6. 8 0.80 2.77 449.00 438.93 171.7 0.013 0.0587 15 16.96 10.11 0.28 36 30 0.36 0.70 0.252 0.775 6.54 6. 0 1.56 4.80 437.83 436.00 79.7 0.013 0.0230 15 10.61 8.42 0.16 Pipe run: STR-64 -SWM 64 62 0.23 0.85 0.196 0.391 6.70 6. 5 1.20 2.40 446.83 443.00 67.6 0.013 0.0567 15 16.66 9.51 0.12 62 60 0.34 0.60 0.204 1.134 7.13 6. 3 1.23 6.84 438.67 431.00 66.6 0.013 0.1153 15 23.76 16.56 0.07 60 58 0.23 0.65 0.150 1.346 7.19 6. 2 0.90 8.10 428.00 419.00 94.5 0.013 0.0953 15 21.60 16.26 0.10 58 56 0.11 0.60 0.066 1.412 7.29 5. 9 0.40 8.46 418.00 408.60 92.0 0.013 0.1022 15 22.37 16.84 0.09 56 54 0.07 0.75 0.053 1.465 7.38 5.�7 0.31 8.74 407.50 406.10 33.0 0.013 0.0425 15 14.43 12.30 0.04 54 52 0.05 0.90 0.045 1.510 7.43 5. 6 0.27 8.99 406.00 400.67 105.3 0.013 0.0506 15 15.74 13.24 0.13 52 50 0.03 0.90 0.027 2.263 7.56 5. 2 0.16 13.40 398.00 387.10 117.1 0.013 0.0931 15 21.35 18.33 0.11 50 48 0.16 0.60 0.096 2.359 7.66 5. 0 0.57 13.91 386.50 383.10 80.4 0.013 0.0423 15 14.39 13.36 0.10 48 466 0.13 0.85 0.111 2.469 7.76 5. 7 0.65 14.49 383.00 382.10 20.7 0.013 0.0435 18 23.73 14.05 0.02 466 46 0.20 0.60 0.120 2.589 7.79 5. 6 0.70 15.18 382.00 381.33 24.7 0.013 0.0271 18 18.73 11.79 0.03 46 44 0.07 0.85 0.060 3.325 7.82 5. 6 0.35 19.47 375.00 372.00 48.1 0.013 0.0624 18 28.43 17.25 0.05 44 42 0.04 0.85 0.034 3.359 7.87 5. 4 0.20 19.63 368.00 363.83 66.0 0.013 0.0632 18 28.61 17.36 0.06 42 SWM 0.14 0.80 0.112 3.471 7.93 5. 3 0.65 20.22 360.00 358.00 34.7 0.013 0.0577 18 27.33 16.93 0.03 Pipe run: STR-60B -STR-60 606 60 0.07 0.90 0.063 0.063 5.00 6. 7 0.42 0.42 434.50 433.67 36.1 0.013 0.0230 15 10.61 4.09 0.15 Pipe run: STR-70 - STR-62 70 68 0.03 0.90 0.027 0.027 5.00 6. 7 0.18 0.18 462.58 461.10 33.5 0.013 0.0441 15 14.70 3.83 0.15 68 66 0.10 0.85 0.085 0.449 6.77 6. 3 0.52 2.75 461.00 447.00 136.7 0.013 0.1024 15 22.39 12.19 0.19 66 62 0.1 Z 0.75 0.090 0.539 6.96 6. 8 0.55 3.28 443.00 440.00 87.9 0.013 0.0341 15 12.92 8.74 0.17 Pipe run: STR-80 - STR146 80 78 0.06 0.85 0.051 0.051 5.00 6. 7 0.34 0.34 378.00 377.76 48.9 0.013 0.0050 15 4.95 2.25 0.36 78 76 0.18 0.70 0.126 0.177 6.00 6. 5 0.80 1.12 377.66 377.44 44.7 0.013 0.0050 15 4.95 3.24 0.23 76 74 0.13 0.80 0.104 0.281 6.23 6. 8 0.65 1.77 377.34 376.77 114.4 0.013 0.0050 15 4.95 3.68 0.52 74 72 0.47 0.75 0.353 0.634 7.00 6. 7 2.14 3.84 376.67 376.02 129.2 0.013 0.0050 15 4.95 4.45 0.48 72 46 0.05 0.85 0.043 0.676 7.48 5. 4 0.25 4.02 375.92 375.50 52.4 0.013 0.0080 15 6.26 5.41 0.16 Pipe run: STR-8 -STR-52 8 10 0.68 0.60 0.408 0.576 7.00 6. 7 2.47 3.49 402.00 401.35 89.2 0.013 0.0073 15 5.98 5.03 0.30 10 52 0.25 0.60 0.150 0.726 7.30 5. 9 0.90 4.35 401.25 400.50 83.1 0.013 0.0090 15 6.64 5.77 0.24 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet � 01 N o w o o_ m o o 3 c o � m � 3 r m c m 0 � � o � � o � o 'm c°- 3 m o � � � v� v ° C O � ❑ Y �. N Q � U �. o. > � ¢ ti U Ci � r w � ui 6 38 12.0 0.15 0.70 0.105 0.42 0.00 0.42 0.0500 0.0200 2.0 0.0200 1.0000 3.56 0.87 2,0 00 0.0833 0.0925 8.95 1.34 1.00 0.42 0.00 12 38 16.0 0.18 0.80 0.144 0.58 0.00 0.58 0.1025 0.0200 2.0 0.0200 1.0000 3.51 0.88 2,0 00 0.0833 0.0933 12.60 1.27 1.00 0.58 0.00 18 38 10.0 0.09 0.70 0.063 0.25 0.00 0.25 0.0500 0.0200 2.0 0.0200 1.0000 2.94 0.94 2.Og00 0.0833 0.0983 6.96 1.44 1.00 0.25 0.00 22 3B 12.0 0.15 0.80 0.120 0.48 0.00 0.48 0.0340 0.0200 2.0 0.0200 1.0000 4.03 0.84 2.0 00 0.0833 0.0900 8.57 1.40 1.00 0.48 0.00 26 3B 4.0 0.01 0.80 0.008 0.03 0.00 0.03 0.0500 0.0200 2.0 0.0200 1.0000 1.36 1.00 2.0 00 0.0833 0.1033 2.84 1.41 1.00 0.03 0.00 34 3B 12.0 0.18 0.90 0.162 0.65 0.00 0.65 0.0200 0.0200 2.0 0.0200 1.0000 4.98 0.75 2.0 00 0.0833 0.0825 8.73 1.37 1.00 0.65 0.00 38 36 16.0 0.17 0.75 0.128 0.51 0.00 0.51 0.0800 0.0200 2.0 0.0200 1.0000 3.51 0.87 2.0 00 0.0833 0.0925 11.17 1.43 1.00 0.51 0.00 40 3B 14.0 0.15 0.75 0.113 0.45 0.00 0.45 0.0800 0.0200 2.0 0.0200 1.0000 3.35 0.98 2.0 00 0.0833 0.1017 10.02 1.40 1.00 0.45 0.00 46 36 10.0 0.07 0.85 0.060 0.24 0.00 0.24 0.0500 0.0200 2.0 0.0200 1.0000 2.88 0.95 2.0 00 0.0833 0.0992 6.76 1.48 1.00 0.24 0.00 46B 3B 14.0 0.20 0.60 0.120 0.48 0.00 0.48 0.0500 0.0200 2.0 0.0200 1.0000 3.75 0.86 2.0 00 0.0833 0.0917 9.51 1.47 1.00 0.48 0.00 48 36 12.0 0.13 0.85 0.111 0.44 0.00 0.44 0.0350 0.0200 2.0 0.0200 1.0000 3.88 0.84 2.Og00 0.0833 0.0900 8.35 1.44 1.00 0.44 0.00 50 38 14.0 0.16 0.60 0.096 0.38 0.00 0.38 0.1100 0.0200 2.0 0.0200 1.0000 2.97 0.94 2.0 00 0.0833 0.0983 10.52 1.33 1.00 0.38 0.00 52 38 8.0 0.03 0.90 0.11 0.00 0.11 0.1150 0.0200 2.0 0.0200 1.0000 1.83 1.00 2.0 00 0.0833 0.1033 6.07 1.32 1.00 0.11 0.00 54 38 10.0 0.05 0.90 0.18 0.00 0.18 0.1190 0.0200 2.0 0.0200 1.0000 2.20 1.00 2.0 00 0.0833 0.1033 7.61 1.31 1.00 0.18 0.00 56 38 10.0 0.07 0.75 PO4 0.21 0.00 0.21 0.1100 0.0200 2.0 0.0200 1.0000 2.37 0.99 2.Og00 0.0833 0.1025 7.96 1.26 1.00 0.21 0.00 58 3B 12.0 0.11 0.60 .0200.0000 2.56 0.92.O60 38 18.0 0.23 0.65 0.60 0.00 0.60 0.1050 0.0200 2.0 0.0200 1.0000 3.54 0.88 2.0 00 0.0833 0.0933 12.89 1.40 1.00 0.60 0.00606 3B 12.0 0.07 0.90 0.25 0.00 0.25 0.1215 0.0200 2.0 0.0200 1.0000 2.49 0.98 2.0 00 0.0833 0.1017 8.90 1.35 1.00 0.25 0.00 66 3B 14.0 0.12 0.75 0.090 0.36 0.00 0.36 0.0950 0.0200 2.0 0.0200 1.0000 2.98 0.94 2.0 00 0.0833 0.0983 9.80 1.43 1.00 0.36 0.00 68 38 14.0 0.10 0.85 0.085 0.34 0.00 0.34 0.1075 0.0200 2.0 0.0200 1.0000 2.85 0.95 2.0 00 0.0833 0.0992 9.88 1.42 1.00 0.34 0.00 70 3B 8.0 0.03 0.90 0.027 0.11 0.00 0.11 0.0875 0.0200 2.0 0.0200 1.0000 1.93 1.00 2.0 00 0.0833 0.1033 5.60 1.43 1.00 0.11 0.00 72 36 8.0 0.05 0.85 0.043 0.17 0.00 0.17 0.0500 0.0200 2.0 0.0200 1.0000 2.54 0.98 2.0 00 0.0833 0.1017 5.78 1.38 1.00 0.17 0.00 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet + l0 o O w o U c N m C � m N V O O � O N � ❑ '° � g 3 `m `° O m c rn � 3 � o J O L Q � U rn VJ rz uJ O N II N J � � B a > J Q U U Cl d CJ (n !q rn W C! d 6 36 12.0 0.15 0.70 0.105 0.68 0.00 0.68 0.0500 0.0200 2.0 0.0200 1.0000 4.27 0.82 2.0000 0.0833 0.0883 11.28 1.06 1.00 0.68 0.00 12 36 16.0 0.18 0.80 0.144 0.94 0.00 0.94 0.1025 0.0200 2.0 0.0200 1.0000 4.21 0.82 2.0000 0.0833 0.0883 15.97 1.00 1.00 0.94 0.00 18 38 10.0 0.09 0.70 0.063 0.41 0.00 0.41 0.0500 0.0200 2.0 0.0200 1.0000 3.53 0.87 2.0000 0.0833 0.0925 8.85 1.13 1.00 0.41 0.00 22 36 12.0 0.15 0.80 0.120 0.78 0.00 0.78 0.0340 0.0200 2.0 0.0200 1.0000 4.83 0.76 2.0000 0.0833 0.0833 11.00 1.09 1.00 0.78 0.00 26 38 4.0 0.01 0.80 0.008 0.05 0.00 0.05 0.0500 0.0200 2.0 0.0200 1.0000 1.63 1.00 2.0000 0.0833 0.1033 3.48 1.15 1.00 0.05 0.00 34 36 12.0 0.18 0.90 0.162 1.05 0.00 1.05 0.0200 0.0200 2.0 0.0200 1.0000 5.97 0.67 2.0000 0.0833 0.0758 11.26 1.07 1.00 1.05 0.00 38 3B 16.0 0.17 0.75 0.128 0.83 0.00 0.83 0.0800 0.0200 2.0 0.0200 1.0000 4.21 0.82 2.0000 0.0833 0.0883 14.09 1.14 1.00 0.83 0.00 40 36 14.0 0.15 0.75 0.113 0.73 0.00 0.73 0.0800 0.0200 2.0 0.0200 1.0000 4.02 0.84 2.0000 0.0833 0.0900 13.22 1.06 100 0.73 0.00 46 3B 10.0 0.07 0.85 0.060 0.39 0.00 0.39 0.0500 0.0200 2.0 0.0200 1.0000 3.45 0.88 2.0000 0.0833 0.0933 8.59 1.16 1.00 0.39 0.00 46B 36 14.0 0.20 0,60 0.120 0.78 0.00 0.78 0.0500 0.0200 2.0 0.0200 1.0000 4.49 0.79 2.0000 0.0833 0.0858 12.13 1.15 1.00 0.78 0.00 48 3B 12.0 0.13 0.85 0.111 0.72 0.00 0.72 0.0350 0.0200 2.0 0.0200 1.0000 4.66 0.76 2.0000 0.0833 0.0833 10.72 1.12 1.00 0.72 0.00 50 3B 14.0 0.16 0.60 0.096 0.62 0.00 0.62 0.1100 0.0200 2.0 0.0200 1.0000 3.56 0.87 2.0000 0.0833 0.0925 13.38 1.05 1.00 0.62 0.00 52 36 8.0 0.03 0.90 0.027 0.18 0.00 0.18 0.1150 0.0200 2.0 0.0200 1.0000 2.20 1.00 2.0000 0.0833 0.1033 7.45 1.07 1.00 0.18 0.00 54 36 10.0 0.05 0.90 0.045 0.29 0.00 0.29 0.1190 0.0200 2.0 0.0200 1.0000 2.64 0.97 2.0000 0.0833 0.1008 9.46 1.06 1.00 0.29 0.00 56 3B 10.0 0.07 0.75 0.053 0.34 0.00 0.34 0.1100 0.0200 2.0 0.0200 1.0000 2.84 0.95 2.0000 0.0833 0.0992 9.96 1.00 1.00 0.34 0.00 58 36 12.0 0.11 0.60 0.066 0.43 0.00 0.43 0.1150 0.0200 2.0 0.0200 1.0000 3.07 0.93 2.0000 0.0833 0.0975 11.23 1.07 1.00 0.43 0.00 60 36 18.0 0.23 0.65 0.150 0.97 0.00 0.97 0.1050 0.0200 2.0 0.0200 1.0000 4.25 0.81 2.0000 0.0833 0.0875 16.43 1.10 1,00 0.97 0.00 606 3B 12.0 0.07 0.90 0.063 0.41 0.00 0.41 0.1215 0.0200 2.0 0.0200 1.0000 2.99 0.94 2.0000 0.0833 0.0983 11.14 1.08 1.00 0.41 0.00 66 3B 14.0 0.12 0.75 0.090 0.59 0.00 0.59 0.0950 0.0200 2.0 0.0200 1.0000 3.58 0.87 2.0000 0.0833 0.0925 12.46 1.12 1.00 0.59 0.00 68 36 14.0 0.10 0.85 0.085 0.55 0.00 0.55 0.1075 0.0200 2.0 0.0200 1.0000 3.42 0.90 2.0000 0.0833 0.0950 12.43 1.13 1.00 0.55 0.00 70 36 8.0 0.03 0.90 0.027 0.18 0.00 0.18 0.0875 0.0200 2.0 0.0200 1.0000 2.31 0.99 2.0000 0.0833 0.1025 6.90 1,16 1.00 0.18 0.00 72 38 8.0 0.05 0.85 0.043 0.28 0.00 0.28 0.0500 0.0200 2.0 0.0200 1.0000 3.04 0.94 2.0000 0.0833 0.0983 7.23 1.11 1.00 0.28 0.00 t1-.,, qqwzon TABLE 6 - SUMP CURB INLET CHART - 4.0 in/hr INLETS IN SUMP, DESIGN (CURB SPREAD Intensity 4.00 (Intensity is Mannings Coefficient, n is 0.013 AND INLET SPREAD AND DEPTH) in/hr for spread, and 6.5 in/hr for capacity and depth) Inlet Hydrology Curb and Gutter Inlet L co I- o C O N a > ;A W v � W ' 3 75 -av 3 m p N U ti v cJ sG G 0- m 0 m2 a " L N V = o o m or X Q > t6 U) 0) N vi n v3i F o a C N C v N a _ Z -6 C 0 £ m co CL E 3 v E ° O. r0 v v left 0.241 1 0.60 10.144 0.58 0.00 0.0010 0.0200 2.0 0.0200 1.0000 8.35 right 0.44 0.60 0.264 1.06 0.00 0.0010 0.0200 2.0 0.0200 1.0000 10.48 8 3C 10.0 combined flow qO.2 0.14 0.305 6.98 left 0.12 0.60 0.072 0.29 0.00 0.0010 0.0200 2.0 0.0200 1.0000 6.44 right 0.13 0.60 0.078 0.31 0.00 0.0010 0.0200 2.0 0.0200 1.0000 6.64 10 3C 8.0 combined flow . 0.08 1 0.174 3.98 left 1 0.241 1 0.80 10.192 0.77 0.00 0.77 0.0010 0.0200 2.0 1 0.0833 4.1650 9.30 right 1 0.051 1 0.80 10.040 1 0.16 1 0.00 0.16 0.0010 0.0200 2.0 1 0.0833 1 4.1650 1 5.17 16 F 3C 8.0 1 combined flow 0.9 0.11 1 0.232 5.33 left 1 0.171 1 0.75 1 0.128 0.51 0.00 0.51 0.0010 0.0200 2.0 0.0200 1.0000 7.98 right 1 0.241 1 0.75 10.1801 0.72 1 0.00 0.72 0.0010 0.0200 2.0 1 0.0200 1 1.0000 9.08 20 3C 10.0 combined flow 1.2 0.12 0.252 5.78 left 0.12 1 0.60 10.0721 0.29 1 0.00 0.29 0.0010 0.0200 2.0 1 0.0200 1.0000 6.44 right 1 0.281 1 0.60 10.1681 0.67 1 0.00 0.67 0.0010 0.0200 2.0 1 0.0200 1 1.0000 1 8.85 24 3C 8.0 I combined flow 1.0 0.11 1 0.238 1 5.45 left 1 0.101 1 0.80 10.0801 0.32 1 0.00 0.32 0.0010 0.0200 2.0 0.0200 1.0000 6.70 right 1 0.291 1 0.80 10.2321 0.93 1 0.00 0.93 0.0010 0.0200 2.0 0.0200 1.0000 1 9.99 28 3C 10.0 1 combined flow 1.2 0.12 1 0.255 5.84 left I 0.04 0.80 10.0321 0.13 1 0.00 0.13 0.0010 0.0200 2.0 0.0200 1.0000 1 4.75 right 1 0.091 10.80 10.0721 0.29 1 0.00 0.29 0.0010 0.0200 2.0 0.0200 1.0000 1 6.44 30 3C 6.0 1 combined flow 0.4 0.07 1 0.154 3.54 left 0.08 0.75 10.0601 0.24 1 0.00 0.24 0.0010 0.0200 2.0 0.0833 1 4.1650 6.01 right 1 0.161 1 0.75 10.1201 0.48 1 0.00 0.48 0.0010 0.0200 2.0 0.0833 1 4.1650 1 7.80 32 3C 6.01 combined flow 0.7 0.10 1 0.223 5.10 left 0.17 0.70 0.1191 0.48 1 0.00 0.48 0.0010 0.0200 2.0 0.0200 1.0000 7.77 right 1 0.191 1 0.70 10.1331 0.63 1 0.00 0.53 0.0010 1 0.0200 1 2.0 0.0200 1 1.0000 8.11 36 3C 8.0 1 combined flow 1.0 0.11 0.246 5.63 42 3C 6.0 left 1 0.071 1 0.80 10.0561 0.22 1 0.00 0.22 0.0010 0.0200 1 2.0 1 0.0200 1.0000 5.86 right 1 0.071 1 0.80 10.0561 0.22 1 0.00 0.22 0.0010 0.0200 1 2.0 1 0.0200 1.0000 5.86 1 combined flow 0.4 0.07 0.162 1 3.72 left 1 0.011 1 0.85 0.009 0.03 1 0.00 0.03 0.0010 0.0200 2.0 1 0.0200 1.0000 2.89 right 1 0.031 1 0.85 10.0261 0.10 1 0.00 0.10 0.0010 0.0200 1 2.0 1 0.0200 1.0000 4.36 44 3C 4.0 1 combined flow 0.1 0.04 0.086 1 1.96 left 1 0.031 1 0.85 10.0261 0.10 1 0.00 0.10 0.0010 0.0200 2.0 1 0.0200 1.0000 4.36 right 1 0.101 1 0.85 10.0851 0.34 1 0.00 0.34 0.0010 0.0200 2.0 1 0.0200 1 1.0000 6.85 48 3C 4.0 1 combined flow 0.4 0.09 0.188 4.31 left 1 0.161 1 0.60 10.0961 0.38 1 0.00 0.38 0.0010 0.0200 2.0 0.0833 1 4.1650 7.17 right 1 0.181 1 0.60 10.1081 0.43 1 0.00 0.43 0.0010 0.0200 2.0 0.0833 1 4.1650 7.50 62 3C 6.01 combined flow 0.8 0.11 0.242 5.55 left 0.13 0.85 0.111 0.44 1 0.00 0.44 0.0010 0.0200 2.0 0.0200 1 1.0000 7.56 right j 0.101 1 0.85 10.085 0.34 1 0.00 0.34 0.0010 1 0.0200 1 2.0 0.0200 1.0000 6.85 64 3C 6.0 I combined flow 0.8 0.11 0.235 5.39 left 1 0.251 1 0.75 10.1881 0.75 1 0.00 0.75 0.0010 0.0200 1 2.0 0.0200 1.0000 9.22 right 1 0.221 1 0.75 10.1651 0.66 1 0.00 0.66 0.0010 0.0200 1 2.0 0.0200 1.0000 8.79 74 3C 8.0 1 combined flow 1.4 0.14 0.307 7.04 left 1 0.051 1 0.80 10.0401 0.16 1 0.00 0.16 0.0010 0.0200 1 2.0 0.0200 1.0000 5.17 right 1 0.081 1 0.80 10.0641 0.26 1 0.00 0.26 0.0010 0.0200 1 2.0 0.0200 1.0000 1 6.16 76 3C 8.0 1 combined flow 0.4 1 0.06 1 0.136 3.12 left 1 0.081 1 0.70 0.056 0.22 1 0.00 0.22 0.0010 0.0200 1 2.0 UK 1.0000 5.86 right 1 0.101 1 0.70 10.0701 0.28 1 0.00 0.28 0.0010 0.0200 1 2.0 0.0200 1 1.0000 6.37 78 3C 8.0 1 combined flow 0.5 0.07 1 0.155 3.55 left 1 0.03 0.85 0.026 1 0.10 0.00 0.10 0.0010 0.0200 2.0 0.0200 1 1.0000 4.36 right 1 0.031 1 0.85 10.026 1 0.10 1 0.00 0.10 0.0010 0.0200 2.0 0.0200 1 1.0000 4.36 80 3C 6.0 1 combined flow 0.2 0.04 0.096 2.20 gutter longitudinal slope of 0.001 should be u ed in as LIMP condition - grate inlets (0I-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth - for inlets draining to stormwater managementfacilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities NOTE: Inlet size for structures determined by qverland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas. TABLE 7 - SUMP CURB INLET CHART - 6.5 in/hr INLETS IN SUMP, DESIGN (CURB SPREAD Intensity 6.50 (Intensity is Mannings Coefficient, n is 0.013 ND INLET SPREAD AND DEPTH) i in/hr for spread, and 6.5 in/hr for capacity and depth) Inlet Hydrology Curb and Gutter Inlet v CL N ❑ O oW co 0 a. > $ w YW V N m C C C � N co Q c) U a O o oa y s w O O O N N L' d a v3 , (n U) v3i H m ,Q N O S V N O Y 3 ` m ti 'v H W left 1 0.241 1 0.60 10.1441 0.94 1 0.00 0.94 0.0010 1 0.0200 F270 0.0200 1.0000 1 10.02 right 1 0.441 1 0.60 10.2641 1.72 1 0.00 1.72 0.0010 1 0.0200 1 2.0 0.0200 1.0000 1 12.57 8 3C 10.0 combined flow 2.7 0.19 0.421 9.65 left 0.12 0.60 10.0721 0.47 1 0.00 0.47 0.0010 1 0.0200 1 2.0 0.0200 1.0000 1 7.72 right 0.131 1 0.60 10.0781 0.51 1 0.00 0.51 0.0010 1 0.0200 1 2.0 0.0200 1.0000 1 7.96 10 3C 6.0 1 combined flow 1.0 0.12 1 0.273 1 6.25 left 1 0.241 1 0.80 10.1921 1.25 1 0.00 1.25 0.0010 0.0200 2.0 1 0.0833 14.1650 11.16 right 1 0.051 1 0.80 10.0401 0.26 1 0.00 0.26 0.0010 1 0.0200 2.0 1 0.0833 1 4.1650 1 6.20 16 3C 8.0 1 combined flow 1.5 0.15 1 0.321 1 7.36 left 0.17 0.75 10.1281 0.83 1 0.00 0.83 1 0.0010 1 0.0200 2.0 1 0.0200 1.0000 9.57 right 1 0.241 1 0.75 10.1801 1.17 1 0.00 1.17 1 0.0010 1 0.0200 1 2.0 1 0.0200 1 1.0000 10.89 20 3C 10.0 1 combined flow 2.0 1 0.16 T 0.349 1 7.99 left 1 0.121 1 0.60 10.0721 0.47 0.00 0.47 0.0010 0.0200 1 2.0 0.0200 1 1.0000 1 7.72 right 1 0.281 1 0.60 10.1681 1.09 1 0.00 1.09 0.0010 0.0200 1 2.0 0.0200 1 1.0000 1 10.61 24 E 3C 8.0 1 combined flow 1.6 0.15 0.329 7.53 left 1 0.101 1 0.80 10.0801 0.52 1 0.00 0.52 0.0010 0.0200 2.0 0.0200 1.0000 1 8.04 right 1 0.291 1 0.80 10.2321 1.51 1 0.00 1.51 0.0010 0.0200 1 2.0 0.0200 1.0000 1 11.98 28 3C 10.01 combined flow 2.0 0.16 0.352 8.07 left 0.04 0.80 10.0321 0.21 1 0.00 0.21 0.0010 0.0200 2.0 0.0200 1.0000 5.70 right 1 0,091 1 0.80 10.0721 0.47 1 0.00 0.47 0.0010 1 0.0200 1 2.0 0.0200 1.0000 7.72 30 3C 6.0 1 combined flow 0.7 0.10 0.214 4.89 left 1 0.081 1 0.75 10.0601 0.39 1 0.00 0.39 0.0010 1 0.0200 1 2.0 0.0200 1.0000 7.21 right 1 0.161 1 0.75 10.1201 0.78 1 0.00 0.78 0.0010 1 0.0200 1 2.0 0.0200 1.0000 9.36 32 3C 6.0 combined flow 1.2 0.14 0.308 7.05 left 1 0.171 1 0.70 0.119 0.77 1 0.00 0.77 0.0010 1 0.0200 2.0 0.0200 1.0000 9.33 right 1 0.191 1 0.70 10.1331 0.86 1 0.00 0.86 0.0010 1 0.0200 2.0 0.0200 1.0000 9.72 36 3C 8.01 combined flow 1.6 0.16 0.340 7.78 left 0.07 0.80 0.056 0.36 1 0.00 0.36 0.0010 1 0.0200 2.0 0.0200 1.0000 7.03 right 1 0.071 1 0.80 10.0561 0.36 1 0.00 0.36 0.0010 1 0.0200 2.0 0.0200 1.0000 7.03 42 3C 6.0 I combined flow 0.7 0.10 0.224 1 5.14 left 1 0.011 1 0.85 1 0.009 1 0.06 1 0.00 0.06 0.0010 0.0200 2.0 0.0200 1.0000 3.47 right 1 0.031 1 0.85 10.026 1 0.17 1 0.00 0.17 0.0010 1 0.0200 1 2.0 1 0.0200 1.0000 5.23 44 3C 4.0 1 combined flow 0.2 0.05 0.118 1 2.71 left 1 0.03 0.85 0.026 0.17 1 0.00 0.17 0.0010 1 0.0200 2.0 0.0200 1.0000 5.23 right 1 0.101 1 0.85 10.085 1 0.55 1 0.00 0.55 0.0010 1 0.0200 2.0 0.0200 1.0000 8.22 48 3C 4.0 1 combined flow 0.7 0.12 1 0.260 5.95 left 1 0.161 1 0.60 10.0961 0.62 1 0.00 0.62 0.0010 0.0200 2.0 0.0200 1.0000 1 8.60 right 1 0.181 1 0.60 10.1081 0.70 1 0.00 0.70 0.0010 1 0.0200 1 2.0 0.0200 1.0000 1 8.99 62 3C 6.0 combined flow 1.3 0.15 0.335 7.67 left 0.13 0.85 0.111 0.72 0.00 0.72 0.0010 0. 2200 2.0 0.0200 1.0000 9.07 right 1 0.101 1 0.85 10.0851 0.55 1 0.00 0.55 0.0010 0.0200 1 2.0 0.0200 1.0000 8.22 64 3C 6.0 1 combined flow 1.3 0.15 1 0.325 7.45 left 1 0.251 1 0.75 10.1881 1.22 1 0.00 1.22 0.0010 0.0200 2.0 0.0200 1.0000 1 11.06 right 1 0.221 1 0.75 10.1651 1.07 1 0.00 1.07 0.0010 0.0200 1 2.0 0.0200 1.0000 1 10.54 74 F 3C 8.0 1 combined flow 2.3 0.19 1 0.425 9.73 left 1 0.051 1 0.80 10.0401 0.26 0.00 0.26 0.0010 0.0200 2.0 0.0200 1.0000 1 6.20 right 1 0.081 1 0.80 10.0641 0.42 1 0.00 0.42 0.0010 0.0200 2.0 0.0200 1.0000 7.39 76 3C 8.01 combined flow 0.7 0.09 0.188 4.31 left 0.081 0.70 0.056 0.36 1 0.00 0.36 0.0010 0.0200 2.0 0.0200 1.0000 7.03 right 1 0.101 1 0.70 10.0701 0.46 1 0.00 0.46 0.0010 0.0200 2.0 1 0.0200 1.0000 7.64 78 E 3C 8.0 1 combined flow 0.8 0.10 1 0.214 4.90 left 1 0.031 1 0.85 0.0261 0.17 1 0.00 0.17 0.0010 0.0200 2.0 1 0.0200 1.0000 5.23 right 1 0.031 1 0.85 10.0261 0.17 1 0.00 0.17 0.0010 0.0200 2.0 1 0.0200 1 1.0000 5.23 80 30 1 6.0 1 combined flow 0.3 1 1 0.06 1 0.133 3.04 gutter longitudinal slope of 0.001 should be u ed in a sump condition grate inlets (DI-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth - for inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas. TABLE 8 - DRAINAGE DESCRIPTIONS DRAINA E DESCRIPTIONS PIPE INFOR TION INLET INFORMATION STR. NO. DIA. (in.) LENGTH ft. SLOPE ° (/o) IN ERT \IN INVERT OUT MATERIAL INLET TYPE SLOT LENGTH RIM ELEVATION 6 1 DI-3B 12 412.25 5 18 77.17 4.21% 400.75 397.50 HDPE 4 MH - 402.50 3 18 35.84 7.67% 389.00 386.25 HDPE 2 MH - 390.75 1 18 1 24.16 6.21 % 38�.50 382.00 HDPE 24 DI-3C 8 449.50 23 15 121.87 5.11 % 44�.00 435.77 HDPE 22 DI-36 12 442.25 21 15 97.96 0.84% 43�.67 434,85 HDPE 20 1 DI-3C 10 440.00 19 15 161.51 1.08% 43 .75 1 433.00 HDPE 18 DI-36 10 438.75 17 18 105.95 3.37% 43?.00 428.43 HDPE 16 1 DI-3C 8 433.67 15 18 44.69 5.95% 420.33 425.67 HDPE 14 1 MH - 431.83 13 18 129.58 6.61 % 42?.00 413.43 HDPE 12 DI-36 16 418.50 11 18 90.13 7.77% 41 y .33 406.33 HDPE 28 DI-3C 10 441.00 27 15 85.29 0.68% 43 .50 433.92 HDPE 26 DI-313 4 443.00 25 15 33.20 6.27% 429.00 426.92 HDPE 34 DI-36 12 447.67 33 15 93.59 3.21% 44y.00 1 440.00 HDPE 32 DI-3C 6 445.00 31 15 94.67 0.95% 43P.00 435.10 HDPE 30 DI-3C 6 443.75 29 15 75.66 2.64% 435.00 433.00 HDPE 40 DI-313 14 456.92 39 15 27.97 0.61% 450.00 449.83 HDPE 38 DI-3B 16 456.83 37 15 171.68 5.87% 440.00 438.93 HDPE 36 1 DI-3C 8 447.00 35 15 79.68 2.30% 437.83 436.00 HDPE 64 DI-3C 6 454.67 63 15 67.58 5.67% 44P.83 443.00 HDPE 62 DI-3C 6 450.92 61 15 66.55 11.53% 43$.67 431.00 HDPE 60 DI-313 18 435.50 59 15 94.47 9.53% 420.00 419.00 HDPE 58 1 DI-313 12 424.08 57 15 91.97 10.22% 41 .00 408.60 HDPE 56 DI-313 10 414.25 55 15 32.96 4.25% 40 .50 406.10 HDPE 54 1 DI-3B 10 414.00 53 15 105.31 5.06% 400.00 400.67 HDPE 52 DI-313 8 407.25 51 15 117.09 9.31% 390.00 387.10 HDPE 50 DI-313 14 394.67 49 15 80.42 4.23% 380.50 383.10 HDPE 48 1 1 DI-3C 4 390.00 47 18 20.68 4.35% 38�.00 382.10 HDPE 46B DI-313 14 388.70 46A 18 24.72 2.71 % 38 .00 381.33 HDPE 46 DI-313 10 389.00 45 18 48.09 6.24% 375.00 372.00 HDPE 44 MH - 377.00 43 18 66.00 6.32% 36$.00 363.83 HDPE 42 1 MH - 368.83 41 18 34.66 5.77% 360.00 358.00 HDPE 606 DI-313 12 441.92 60A 15 36.14 2.30% 43 .50 433.67 HDPE 70 DI-36 8 468.58 69 15 33.46 4.41% 46?.58 461.10 HDPE 68 DI-3B 14 467.83 67 15 136.71 10.24% 461.00 447.00 HDPE 66 DI-36 14 452.42 65 15 87.92 3.41% 44y.00 440.00 HDPE 80 DI-3C 6 384.50 79 15 48.93 0.50% 3715.00 377.76 HDPE 78 DI-3C 8 387.50 77 15 44.67 0.50% 37�.66 377.44 HDPE 76 DI-3C 8 389.33 75 15 114.40 0.50% 37�.34 376.77 HDPE 74 1 DI-3C 8 384.58 73 15 129.24 0.50% 370.67 376.02 HDPE 72 1 DI-36 8 386.75 71 15 52.42 0.80% 37�.92 375.50 HDPE 8 DI-3C 10 408.33 7 15 89.20 0.73% 40?.00 401.35 HDPE 10 DI-3C 8 408.50 9 15 83.08 0.90% 401.25 400.50 HDPE TABLE g - YARD INLET CALCULATIONS TH 0�� STRUCTURE DRAINAGE INLET TYPE AREA PERIMETER A C I Q D FLOW TYPE1-1 O (FT) (F1) (Acts) (tNiHR) (crs) (IN) O SCOTT R. LLINS YD-lB 15" N to last Yard Inlet 0.64 5.40 0.13 0.35 4.00 0.182 0.60 WEIR FLOW U No. 35791 11�1 YD-lB 15" N to last Yard Irilet 0.64 5.40 0.13 0.35 6.50 0.296 0.83 WEIR FLOW YD-1B 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.13 0.35 4.00 0.182 0.96 WEIR FLOW 09�0$�20,�4 YD-lB 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.13 0.35 6.50 0.296 1.32 WEIR FLOW SIONAL t YD-IC 24" N to last Yard f tlet 1.35 6.48 0.37 0.35 4.00 0.518 1.07 WEIR FLOW YD-IC 24" N to last Yard Inlet 1.35 6.48 0.37 0.35 6.50 0.842 1.48 WEIR FLOW YD-IC 24" N to last Yard frttet - 50% clogged 0.68 3.24 0.37 0.35 4.00 0.518 1.70 WEf t FLOW YD-IC 24" N to last Yard Inlet - 50% clogged 0.68 3.24 0.37 0.35 6.50 0.842 2.35 WEHt FLOW m YD-ID 12" N to last Yard Inlet 0.42 4.49 0.05 0.30 4.00 0.060 0.32 WEIR FLOW 66 Cn YD-1D 12" N to last Yard Inlet 0.42 4.49 0.05 0.30 6.50 0.098 0.45 WEIR FLOW w z YD-ID 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.05 0.30 4.00 0.060 0.52 WEIR FLOW > w LUo o YD-1D 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.05 0.30 6.50 0.098 0.71 WEIR FLOW � "C11 Q)d O LL N 00 � W YD-2A 12" N to last Yard Inlet 0.42 4.49 0.03 0.30 4.00 0.036 0.23 WEIR FLOW o 'D 0 YD-2A 12" N to last Yard Inlet 0.42 4.49 0.03 0.30 6.50 0.059 0.32 WEIR FLOW M z LU ¢ o z YD-2A 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.03 0.30 4.00 0.036 0.37 WEIR FLOW O ¢ ¢ O YD-2A 12" Nyloplastl Yard Inlet - 50% clogged 0.21 2.25 0.03 0.30 6.50 0.059 0.51 WEIR FLOW w o YD-2D 15" N to last Yard frttet 0.64 5.40 0.17 0.35 4.00 0.238 0.72 WEIR FLOW z 'a¢ w w O YD-2D 15" N to last Yard Inlet 0.64 5.40 0.17 0.35 6.50 0.387 0.99 WEIR FLOW a z Ln ca O 0 0 YD-2D 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.17 0.35 4.00 0.238 1.14 WEIR FLOW O - z ¢ U C9 U zo YD-2D 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.17 0.35 6.50 0387 1.58 WEIR FLOW � � LU� � z E2 z Uj O z 0 LU z YD-2F 15" N to last Yard Inlet 0.64 5.40 0.10 0.40 4.00 0.160 0.55 WEIR FLOW z0 ¢ g U g 0 YD-2F 15" N to last Yard Inlet 0.64 5.40 0.10 0.40 6.50 0.260 0.76 WEiR FLOW ~ H a^. LU w a YD-2F 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.10 0.40 4.00 0.160 0.88 WEIR FLOW > w � w to ¢ _ YD-2F 15" N to last Yard Inlet - 50% clo ed 0.32 2.70 0.10 0.40 6.50 0.260 1.21 WEIR FLOW W < p z m Z O w Q O U YD-3G 12" N to last Yard Inlet 0.42 4.49 0.04 0.30 4.00 0.048 0.28 WEIR FLOW > w ce w YD-30 12" N to last Yard Inlet 0.42 4.49 0.04 0.30 6.50 0.078 0.39 WEIR FLOW a a °- z YD-30 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.04 0.30 4.00 0.048 0.44 WEIR FLOW 0 �u.1 0 o g YD-3G 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.04 0.30 6.50 0.078 0.61 WEIR FLOW LU h¢- > > W G Uj � (�e YD-413 12" N to last Yard Inlet 0.42 4.49 0.02 0.30 4.00 0.024 0.18 WEIR FLOW m z YD-413 12" N to Last Yard Inlet 0.42 4.49 0.02 0.30 6.50 0.039 0.24 WEIR FLOW YD-413 12" Nyloplastl Yard Inlet - 50% clogged 0.21 1 2.25 0.02 1 0.30 4.00 0.024 0.28 WEIR FLOW Ln rn J YD-4B 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.02 0.30 6.50 0.039 0.39 WEIR FLOW z LLLL. YD-5A 12" N to last Yard Inlet 0.42 4.49 0.02 0.30 4.00 0.024 0.18 WEIR FLOW YD-5A 12" N to last Yard Inlet 0.42 4.49 0.02 0.30 6.50 0.039 0.24 WEUt FLOW YD-5A 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.02 0.30 4.00 0.024 0.28 WEf t FLOW YD-5A 12" N to last Yard Inlet - 50% clogged 0.21 2.25 0.02 0.30 6.50 0.039 1 .39 WE FLOW rn CD CDo a o w NO N N N N N F- In w o YD-6B 1 S' N to last Yard Irilet 0.64 5.40 0.14 0.35 4.00 0.196 0.63 WEIR FLOW p � -- -- r+ -i cn o YD-6B 15" N to last Yard Inlet 0.64 5.40 0. W 0.35 6.50 0.319 0.87 WEIR FLOW '� rY1 Lr' iO tD p1 YD-6B 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.14 0.35 4.00 0.196 1.00 WEIR FLOW YD-613 15" N to last Yard Inlet - 50% clogged 0.32 2.70 0.14 0.35 6.50 0.319 1 1.39 WEIR FLOW z L9 r LU CY) I- CYi H 0) U-) N � (y) Q �- z WC\j LL O CY) I N (n z W W � W a. V) L9 Q JO 0 U Q0 rwj r V H LU a' UlU) ZW (1) N 0 .[.. r � U) 7 z W V U-j LL CD L.L. o W C r1 N Q LLj 1• ��• W 0 2 a (n JOB NO. 172131 SCALE N/A SHEET NO. 24 GRAPHIC SCALE 10 0 5 10 20 ( IN FEET ) 1 inch = 10 ft. 40 48o P JEFF PKWY - STA.11+oo CROSS-SECTION T. TURN 475 LANE TAPER 475 z-�'o-SEOP 470 m m a \ \\\ 470 W w W W m Lu 465 m 465 rn U? w r. o U?o o m o N -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 48o P JEFF PKWY - STA.11+5o CROSS-SECTION 0+30 0+40 475 2% SLOPE 475 — — F I RT. TURN LANE TAPER 470 \ \ 470 w w w a w Lu ' p Ln cn \ 465 \ 465 w at ri N M N „9 r. ,^� o r! m I 4 v -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 48o P JEFF PKWY - STA. 12+00 CROSS-SECTION 0+30 0+40 z% SLOPE 475 -- -- — — — -- --- — — —"— PRESIDIO APARTMENTS E TRANCE 475 --\ O � a � v v L o \ 470 W W \ 470 465 1 465 rrn rI o -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 48o P JEFF PKWY - STA.12+5o CROSS-SECTION 0+30 0+40 ME -- -- — --- -- `� 475 �-- 475 v v a w \ 470 W W W V, � \ 470 465 \ 465 O O ri ri O C) O . tea) t Mj -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 485 P JEFF PKWY - STA.13+00 CROSS-SECTION 0+30 0+40 485 48o 48o 475 Z) D a \ 475 W W W , , \ 470 \ 470 465 465 h cn O O O O O O O O O O U? (n m O r H -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 485 P JEFF PKWY - STA.13+50 CROSS-SECTION 0+30 0+40 485 48o --. -- -- -- --- -- -r--- _ 480 475 > j Q \ 475 Ln \ 470 1\ 470 m K, un r can o N oLn N o co 00 co co co co 00 ri 00 co 00 w -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 0+30 0+40 490 P JEFF PKWY - STA.14+00 CROSS-SECTION 490 RT. TURN 485 L a0-SLOPE E TAPER 485 -- -- -- --�--- --_ 480 480 a 475 x W m � 475 470 470 Cll an 00 ri 00 0 ri ri M ri 00 N lfl N Ln co. 0o ^ O ri 0 r� On w w rl w 00 It N 00 �' _ 0 00 0_t t o 00 0't $. 0 00 0-1- 4 o rn 00 0�0- -t M co 0't � o + � : pn ^ rc L!1 F� 490 P JEFF PKWY - STA.14+50 CROSS-SECTION 490 485 z%SLOPE 485 — — — — — — RT. TURN -- 48o LANE TAPER 48o w w w a w w m vn V) \\ 475 -- _ 475 m n w ri o n 00 kDw N 00 00 00 4 00 Ln 00 00 Ln00 C0 't co M `� 4A0 P JEFF PKWY - STA.15+oo CROSS-SECTION Le'L -------r------ 2% SLOPE PRESIDIO APARTMENTS ENTRANCE 485 —\ 485 ------ w � \ \ 480 W W 48o 475 475 O N J h cn w 4 w O I 00 r 003 co00 QO � co -4 co 0�0 4 00 3 0�0 00 490 P JEFF PKWY - STA.15+So CROSS-SECTION 490 485 L. - a +.X -- LT. TURN LANE - - - __ - - - - - - -11T a — 485 >ui �6 48o 48o O 00 o 00 O 00 N 00 i O 00 r� 00 w 0 f` co i Vn co of -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 4nE; P JEFF PKWY - STA.16+oo CROSS-SECTION 0+30 0+40 495 490 2% SLOPE 490 LT. TURN LANE — — — — — — — — 0 a a o a W a W o 485 485 m L L m m m w w w w �u w 48o 48o O o 0 o w M O co 0) m o 00 00 00 � � -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 495 P JEFF PKWY - STA. 16+5o CROSS-SECTION 0+30 0+40 495 490 — — — — — — — — z%SLOPE_ LLTU&N LANE— — — -- — — — — — — — — 490 U a a U V EL d U 485 X m X x m m x 485 w L L w L w 0 o rn r� _T o r r1 N N ri r1 (n ri cn ri 0) O Uan O O cn m -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 49S P JEFF PKWY - STA.17+00 CROSS-SECTION 0+30 0+40 495 490 2%SLOP TURN 490 CANE 2 m L L m v 0 m a w n' w 0 ca 485 W m ° w j� W 485 N Cn l0 M O O (r1 M m m N N N N N -0+40 -0+30 -0+20 -0+10 0+00 0+10 0+20 0+30 0+40 TH SCOTT R. LLINSte-,' No. 35791 09/08/1 o��SSIONAL E��l N - ri 01 C u uj c z m � ►-< ¢ Z Z V a O g z < HaLu F W 0 FW- E O `< Z o J ¢ U C v� z i) LL V Wuj J H W 0 W - 2 ce V Lu E PHILIPS GARDCO Ordering guide Amalaw-1 The Philips Gatdw EcoFoim Gen-2 combines er-onomywith perfonvance-in an LED area(uminaire. Capa4leofdeiNeringupto26ACOlumensormoreinacornpact. low profile LED luminalte, Ecorornr offers a new .level of customer Jakie. EcoForm features an innovative retrofit arm kit, sSmpl fyfne site conversions. to LEI) by eliminating the need to drlll additional holes in most ealting poles Integral control system., availablefor furtherenergy savings: ezampte: ECF-,S-G4L 9CC-NW-.G2-Aft '+-W-Hi$-MG'7 Ny3M DdrA. !Ev<pa• 15 ;'d' D :.h. Omr. ian4os N "6 P'cR�,e,teL., Eknkal Luiv:n itefia AlrDa Cuiwt tRAera,'wd. timnAin{ tLthb4at Ycl.<e fait ECE-5 -IHL IA MY-02 AA 2 t:NY �CSIJD !IK '. RL 1 '; f 6 fy{,'{1 ilv .Y'il Jp 4Y11 Fab1J1 JwP X{. fufis( SWieicla ea( '., EiaF'�P L•l2Li 7C.1. 1AaW A1JH S,m Nat 1 1'IKal aYi/ -tJEr tlWwP(W N.u-{` ,CeYd+±in 11.Mac,".'ml fl NsdL�e W IN'v70D nAa- GG. 1S0 NYAp}0. Ot -4. 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X04 P YSO �tc'id L YabaAC tKlAffvlty9 -Sl'Ws ' ulargax.a. i+:r,Pe„u u n W!w'. +:;P auNpf. fxAN mnns D v ana' sPz ttm:.dr'xA. k5cva�4 w Jul: ryh11jS D 1 92vuz' IIASO NI^PtY SDI. j'.l J a rme._� 3 w a a' ,yy SA 7t.511 ,wrl.w l.uF,a at. -yD fA(i4ivam n. C m Y Chaps' Au1Nnl.kx Ce0 P dNLa}Da. Daw a9+ce9 JIJ( cxtt, Drzu.y L ftKatY1 .yt J L IGAaI abl ,ihb G[L� "1s R rlY �Fk I ..yi N I.P 'Cfieiwn I�Pb tid• J H �bleyM IN �t V N', L Eff�NH,a' ed. 'alb del Wuc P. Wl.kmi NI tPAP; Mltll fT�1 N.M uen 5aonw:FJun{ A f 4 y� NI P J.ryA, v M'rD4 7 N dJe n IPY 4 L 9 :eJ iw llCR N � uM Nsxr L 4 ,Y.b n .rJc.4 nA .W x.,CA'a H ab na 1la ..d PC<M,PU,IHaLSK4<ria (XCtHRIPA vlm't.,Ndtft >PWd UVC.� did wn:,wld ,il.l Pde, iDY''•DI'Pnw+ N 6, xkt J,p.,Wrft, atteua aF+sa7 NNF'aw,atJe•atYa:dxi FPMPrdA,.tn:lacs. bCFS Gant U•J/I/ wet'aoly PHILIP GARDCOr., ? �' \tinN� Yulrt ,rr:l Philips.Gardco III LED minisconce luminaires are compact in stye; perfect for low mounting heightwatt mount applicagons, Ill LED tuniinair2s are designed to integratenatutally-to wall surfaces. Ill LED tuminaires are available with Uuee(3)different distribution pattems pro'iidingfull cutoff p=_tfunnarme (irk ate nonnaldownilghtpusltion) and featurlog.LEI) 4nay5:.Lundvauesprp4 deperformarse excellence avid advanced Philips.Gardw LED thenoal management tKdinulQuy, High peffomaance Class t LEO syslenrs ulfer potential energy savings of %or more coinpalerl to MIL) systei114. ill LED luminaifes, are aisC, avaitatlte with 0-10V D•unrning. Ordering guide ex.+n{Ae. IIiL-1SL-350-CJ/-fi2-2-UNY- W-t11C t D,wvA Hp. of LSDA O,IVI Wrr,t CPIw/G•Uw+tlna 0litributlars YvibyA Elkcglut(LYs1nW. fWth 171L] 16 550 NVl 2 -3�� UNV` rC�ontrcli iYGB O BK 7nit j t 16LE7. IJQy MOM ' tr 91 C"WiAt i T%0 J Ln/Skl:.r.7i p(4PWblt 'i n Sn,�a tl; total fi cicw•L ,,varyklED _6-.q 5w.w :o.A,M on Y+H TN . OWC. acdL'EGfv •.I�ittmY trICL,IFIL r qrl: VIO I"irsl to Nrau.;,tz .. L .w�n<.d Tat N tnt4W t20 :7/.. Dp 0"10/Cwmr{ F2 fhsbWN{ H dl n'.2 nN:vt I T Xx l c I ,s .wrr wH. w�tx W A 70 Cnl 3 W s�4 f] G.->adinda.GA PL D,Nx C [M1 IM1+1 t�'v 240 iiUY D'01 r, '; W1V.Ui N Yv.E_ YAd II wW1A, k Yn .ld 1Fi IF1Y i306::44VACJ' OGT U.YG.vI. GDO .70 tN te+>Y+aUm2 D i .Ntf aun. DL DYSvs, {gym NGYNm,1ur:, fas✓ A T l r l• reed ws wa , luaus .a d f P F1a.1J 4xd a ntH xtJw ea. srew�lprcrn! r dlR�o.r cc-�d� t.4. cur WL Y KL.Fa 0C P lNtl Nmt qy 4cION'dym.p a L. Drmlds speclAc rput'.aIIJgA Dimensions -I I - Nul 'tdU W.plale ce [ (_steal Jl Imo... I Ih c?n thO,I.nDrrdl a damena Ct.J 511%3+. (G 03Car�c,60 thelun:na 41; 13 57 Cm I .t U..'d tf• ma pe tl d S,lu as t".U. Pe tke 'U.t .2 ust tin J'-db } Mqun gdiW[ I .._.,, ..,, ..,�... _l ,_...u._w.._�.• rap seLured Oy ma I/4 (64 m}dldmetpr Loft, Ct (LY u4iel,I svucwraHytp We nalL .1._ i0.79 cm 1770 cm SITE LIGHTING FIXTURE SCHEDULE MARK DESCRIPDON MANUFACTURER MODEL VOLTS LAMP FIXTURE WATTS CITY WATTS MODEL LED AREA LIGHT WfTH TYPE 2 DIST., INTEGRAL DIMMING AND SLA2 4000K COLOR TEMP. MOUNTED 25'-0' AFG ON 32' DIRECT PHIWPS GARDCO ECF-S-48L-IA-NW-G2-AR-2-UW-CM30-HIS-BK UW 1 159 LED 159 BURIAL CONCRETE POLE LID AREA LIGHT WifH TYPE 3 DIST., INTEGRAL DIMMING AND SLA3 4000K COLOR TEMP. MOUNTED 25'-0' AFG ON 32' DIRECT PHIWPS GARDCO ECF-S-48L-IA-NW-G2-AR-3-UNV-CM30-HIS-BK UNV 1 159 LED 159 BURIAL CONCRETE POLE LED AREA LIGHT WiTH TYPE 4 DIST., INTEGRAL DIMMING SLA4 AND 4000K COLOR TEMP. MOUNTED 25'-0' AFG ON 32' PHIWPS GARDCO ECF-S-48L-IA-NW-G2-AR-4-UNV-CM30-HIS-BK UNV 1 159 LED 159 DIRECT BURIAL CONCRETE POLE (2) LED AREA LIGHTS WiTH TYPE 4 DIST., INTEGRAL 2SLA4 DIMMING AND 4000K COLOR TEMP. MOUNTED BACK-TO-BACK 25 -0' AEG ON 32 DIRECT BURW IWPS GARDCO ECF-S 48L-tA NW G2-AR-4 UNV-CM30-HIS-BK UNV 2 159 LED 318 CONCRETE POLE MRA,i LiD WALL MOUNTED LIGHT WiTH TYPE 3 DIST. AND 4000K PHILLIPS GAROCO 111L-16L-550-NW-G2-3-UNV-PCB-8K UNV 1 29 LED 29 COLOR TEMP. MOUNTED 15'-0' AFG NOTES: DIVISION 16 CONTRACTOR SHALL VERIFY ALL FIXTURE MANUFACTURERS, TYPES, OPTIONS AND FINISHES WITH OWNER/ARCHITECT/INTERIOR DESGINER PRIOR TO ORDERING. Luminaire Schedule Symbol Qty Label Arrangement Total Lamp Lumens LLF Description 0 0 8 SLA2 SINGLE 18 581 r 1.000 - 48L-lA-N 2- ECF S W G 2 0-0 8 SLA3 SINGLE 18,178 1.000 ECF-S-48L-lA-NW-G2-3 0-0 9 SLA4 SINGLE 19,018 1.000 ECF-S-48L-1A-NW-G2-4 0-o-0 4 2SLA4 BACK -BACK 19,018 1.000 1 ECF-S-48L-1A-NW-G2-4 s 0.0 / 5:7 26 / / a 0.0. 7 9 18 t.6• 0.0 0.0` _ I lU :i� LFU-,SW'r 9w:1 Ul:fi 1NV.t W i I J I 0.0 .. j+ .. -, i •'�':... \ �� LEGEND: NOTES: 1. ALL POLE LIGHTS SHALL BE 20' FROM THE GROUND TO THE PROPOSED LIGHT FIXTURE. THE 20' HEIGHT SHALL INCLUDE THE BASE OF THE POLE. 2. ALL LIGHT FIXTURES SHALL HAVE A FLAT LENSE. 3. LAMP TYPE SHALL BE METAL HALIDE. -" 4. FIXTURES SHALL BE BRONZE IN COLOR. 5. ALL FIXTURES SHALL BE FULL CUT-OFF LIGHT FIXTURES. 1.0 FOOTCANDLES ' I ' O 0 O• O• O• • Qi 0 0 0 � OO / Q n Calculation Summary Label CalcType Units Avg Max Min Avg/Min Max/Min Parking & Drive Area Illuminance Fc 11.91 1 7.5 1 0.4 1 4.78 118.75 Property Line Illuminance Fc 10.05 1 0.7 1 0.0 1 N.A. I N.A. W LA3 I 0 wo 510 wl \� 1. SCOTT R. LINS�1 No. 35791 'It, 09/08/20 �c�,4 O '*ZONAL E�"G N - J f--I L s 0 L w c m Q Zz O 0 Z C O g LIJ E h LU Z o J U U) - C _'� --- z a- L 1-AILL.p/ L W Ci J w- a c 0 Cef-+ L L LU Ci l M o 0 0 0 H Q to _4 w o N M N M O • a ' a 1 1 • ' : • • • : '�^ � • : . ! is � �� • 1 I' � / ' • • r r I • 1 • T 1 11 I: : � ®� �� \w! f I S to ♦ !: 1a 1' 1 ! .J� �'y��L� 1 �; 11 • IYi 1 .� 1 1 1 ! ♦ � �� 1! S 1 1 1 1�f,. ' 1 . 1 .. .�_j �� ' 1 I' 1 / i � �j ♦ '�♦ iA�i' • r ' ., `a.. � .. ♦ � ♦ . 1 1 •� / 1 1 1 � �'11 � LU III ;�� ,� 7 1• � ♦ �. �!: ! 1 ' � � ',� ♦ � � 1®� l � : `'\ 14`,f. 'i: 1• 1: : ''S" . I'1 1 � 1 it � ;I 11 A � 1: ' . � 1 r '1! 'I • ' 1 1' It I ! 1 � 1� , :: 1 • : 1 �\\��\\� ♦ � 1 .�1 1 1 1 • ♦ ♦ '�\ � i.�, �� : 1 ! ' 1 , 1 `J � i ' 1 1 ' A. • � I / � ►"l �`� I • 1 • ♦ ♦` � � 1 I 1 I � '{®j�d. • � • : '•'r w_ ' • li • . 1 � r •® i � �1• 1 1 ♦♦ ♦ < t • 1 \ : 1 1 � � � 1'�{' ! 1 , i � ® i i : ! • ��o � 1 ,�s'f ' 1 Ij � �' Irl �\�� ♦,��``4.'o" f'_ '1 ,iV \R�r ( dl��i!®IRid►n• la ♦y� �-\ 1 : `- �� IN a Alr, ® Wit. 11•AN• • r 2 i ` �- 110M. ' ♦� 1 1 0.0 0.0 0.0 0,2 0.4 0 ACCESS TO LEGO I _ �( IN FEF SHEET NO. �_ 0.0 FAfiA48t 1�ONTICELLO '� inch -50-- f Lw