HomeMy WebLinkAboutWPO202200011 Plan - VSMP 2022-03-21Sheet List Table
RIO POINT
WPO - 2022 -
COUNTY OF ALBEMARLE, VIRGINIA
SITE DATA:
TAX MAP PARCEL AND OWNER INFO:
PARCEL 06100-00-00-167CO
D.B. 1681, PG. 174
RIO POINT LLC
123 EAST MAIN ST
5TH FLOOR
CHARLOTTESVILLE, VA 22902
PARCEL 06100-00-00-16700
D.B. 1688, PG. 564
RIO POINT LLC
123 EAST MAIN ST
5TH FLOOR
CHARLOTTESVILLE, VA 22902
EXISTING AREA:
PARCEL 06100-00-00-167CO = 25.73 AC.
PARCEL 06100-00-00-16700 = 1.58 AC.
EXISTING ZONING:
R4 - RESIDENTIAL AREA
PROPOSED ZONING:
PLANNED RESIDENTIAL DEVELOPMENT (PRD). PROPERTY SHALL STILL COMPLY WITH EXISTING
ZONING OVERLAY DISTRICTS
OVERLAY DISTRICT:
PRESERVED SLOPES SHOWN PER ALBEMARLE COUNTY GIS, AIRPORT IMPACT AREA (AIA),
FLOODPLAIN HAZARD OVERLAY DISTRICT (FH), AREAS OF MANAGED AND PRESERVED SLOPES
OVERLAY DISTRICT, AND ENTRANCE CORRIDOR OVERLAY DISTRICT (EC). THESE OVERLAY DISTRICTS
ARE NOT BEING REVISED AS PART OF THE PROJECT.
MAGISTERIAL DISTRICT:
RIO
CURRENT USE:
SINGLE FAMILY DETACHED (SFD) HOUSE
PROPOSED USE:
RESIDENTIAL
SOURCE OF SURVEY, BOUNDARY, AND TOPOGRAPHY:
TIMMONS GROUP
1001 BOULDERS PARKWAY
SUITE 300
RICHMOND, VA 23225
804-200-6500
PROJECT #: 46883
DATE: 12/11/2020
DATUM:
HORIZONTAL: NAD83 VIRGINIA STATE GRID SOUTH ZONE
VERTICAL: NAVD88
WETLAND IMPACTS:
NONE
UTILITIES:
ACSA WATER AND SEWER
WATERSHED:
RIVANNA RIVER - MEADOW CREEK
FLOODPLAIN:
THERE IS A FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 51003CO280D DATED FEBRUARY 4,
2005. IN ADDITION, A DAM BREACH INUNDATION ZONE EXISTS ON THE PROPERTY FOR THE SOUTH
RIVANNA DAM, WHICH IS A FEDERAL DAM LOCATED UPSTREAM OF THE PROPERTY.
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PROJECT LOCATION
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VICINITY MAP
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DEVELOPER:
RIO POINT LLC
123 EAST MAIN ST
5TH FLOOR
CHARLOTTESVILLE, VA 22902
CONTACT: CHRISTOPHER HENRY
CHENRY@STONYPOINTDG.COM
ENGINEER OF RECORD:
TIMMONS GROUP
608 PRESTON AVE. SUITE 200
CHARLOTTESVILLE, VA 22903
CONTACT: CRAIG KOTARSKI, P.E.
TELEPHONE: (434) 327-1688
Sheet Number
Sheet Title
C0.0
COVER
C0.1
REZONING PLAN
C1.0
NOTES & DETAILS
C1.1
NOTES & DETAILS
C1.2
NOTES & DETAILS
C1.3
NOTES & DETAILS
C2.0
OVERALL EXISTING CONDITIONS PLAN
C2.1
EXISTING CONDITIONS & DEMOLITIONS PLAN
C2.2
EXISTING CONDITIONS & DEMOLITIONS PLAN
C2.3
EXISTING CONDITIONS & DEMOLITIONS PLAN
C2.4
EXISTING CONDITIONS & DEMOLITIONS PLAN
C2.5
EXISTING CONDITIONS & DEMOLITIONS PLAN
C2.6
EXISTING CONDITIONS & DEMOLITIONS PLAN
C3.0
EROSION & SEDIMENT CONTROL NOTES & DETAILS
C3.1
EROSION & SEDIMENT CONTROL DETAILS
C3.2
EROSION & SEDIMENT CONTROL DETAILS
C3.3
EROSION & SEDIMENT CONTROL - PHASE 1
C3.4
EROSION & SEDIMENT CONTROL - PHASE 1
C3.5
EROSION & SEDIMENT CONTROL - PHASE 1
C3.6
EROSION & SEDIMENT CONTROL - PHASE 1
C3.7
ERIOSION & SEDIMENT CONTROL - PHASE 1
C3.8
EROSION & SEDIMENT CONTROL - PHASE 1
C3.9
EROSION & SEDIMENT CONTROL - PHASE 1
C3.10
EROSION & SEDIMENT CONTROL -PHASE 1
C3.11
EROSION & SEDIMENT CONTROL - PHASE 2
C3.12
EROSION & SEDIMENT CONTROL - PHASE 2
C3.13
EROSION & SEDIMENT CONTROL - PHASE 2
C3.14
EROSION & SEDIMENT CONTROL - PHASE 2
C3.15
EROSION & SEDIMENT CONTROL - PHASE 2
C3.16
EROSION & SEDIMENT CONTROL - PHASE 2
C3.17
EROSION & SEDIMENT CONTROL - PHASE 2
C3.18
EROSION & SEDIMENT CONTROL - PHASE 2
C4.0
OVERALL LAYOUT PLAN
C4.1
LAYOUT & UTILITIES PLAN
C4.2
LAYOUT & UTILITIES PLAN
C4.3
LAYOUT & UTILITIES PLAN
C4.4
LAYOUT & UTILITIES PLAN
C4.5
LAYOUT & UTILITIES PLAN
C4.6
LAYOUT & UTILITIES PLAN
C4.7
LAYOUT & UTILITIES PLAN
C4.8
LAYOUT & UTILITIES PLAN
C5.0
GRADING & DRAINAGE PLAN
C5.1
GRADING & DRAINAGE PLAN
C5.2
GRADING & DRAINAGE PLAN
C5.3
GRADING & DRAINAGE PLAN
C5.4
GRADING & DRAINAGE PLAN
C5.5
GRADING & DRAINAGE PLAN
C6.0
INLET DRAINAGE AREA MAP
C6.1
INLET DRAINAGE AREA MAP
C7.0
PRE DEVELOPED DRAINAGE AREA MAP
C7.1
PRE DEVELOPED DRAINAGE AREA MAP
C7.2
POST DEVELOPED DRAINAGE AREA MAP
C7.3
POST DEVELOPED DRAINAGE AREA MAP
C7.4
STORMWATER CALCULATIONS
C7.5
STORMWATER CALCULATIONS
C7.6
STORMWATER CALCULATIONS
C7.7
STORMWATER CALCULATIONS
C7.8
STORMWATER CALCULATIONS
C7.9
STORMWATER CALCULATIONS
C8.0
STORM PROFILES
C8.1
STORM PROFILES
C8.2
STORM PROFILES
C8.3
STORM & SANITARY STRUCTURE & PIPE TABLES
TOTAL: 63 SHEETS
SIGNATURE PANEL
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNING & ZONING
ENGINEERING
INSPECTIONS
ARCHITECTURAL REVIEW BOARD
DEPARTMENT OF FIRE AND RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARTMENT OF TRANSPORTATION
HEALTH DEPARTMENT
APPROVAL
DATE
V CRMG W. J. KOTARSKI
Lic. No. 0402048507
.�,. 02-07-22,
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DATE
02/07/2022
DRAWN BY
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DESIGNED BY
J. DENKO
CHECKED BY
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SHEET NO.
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SITE DATA (CONTINUED):
TOTAL PROJECT AREA:
AREA DEDICATED TO PUBLIC R/W.
TOTAL DEVELOPABLE AREA
EXISTING IMPERVIOUS AREA:
PROPOSED IMPERVIOUS AREA:
LIMITS OF DISTURBANCE:
PROPOSED USE:
PROPOSED UNITS:
NET DENSITY:
PROPOSED DENSITY:
ALLOWABLE USES:
BUILDING HEIGHT:
OPEN SPACE REQUIRED:
PARCEL 06100-00-00-167CO = 25.73 AC.
PARCEL 06100-00-00-16700 = 1.58 AC.
27.31 AC.
0.82 AC.
27.31 AC - 0.82 AC = 26.49 AC.
0.212 ACRES
10.22 ACRES
18.44 ACRES
RESIDENTIAL
130 - ONE BEDROOM APARTMENTS
124 - TWO BEDROOM APARTMENTS
30 - THREE BEDROOM APARTMENTS
15-TOWNHOUSE
299 TOTAL UNITS
28 ADDITIONAL UNITS PROPOSED WITH FUTURE BUILDING
327 UNITS
OVERALL NET DENSITY CALCULATIONS (BASED ON THE ALBEMARLE COUNTY GIS
COMPREHENSIVE PLAN MAPS) NEIGHBORHOOD SERVICE CENTER (3-20 UNIT/ACRE) x
5.33 ACRES = 15 UNITS (MIN.) & 106 UNITS (MAX) URBAN DENSITY RESIDENTIAL (6.01
-34 UNITS/ACRE) x 14.95 ACRES = 89 UNITS (MIN.) & 508 UNITS (MAX) PUBLIC & PRIVATE
OPEN SPACE AREA (ZERO UNITS/ACRE) = 0 UNITS (MIN. & MAX) OVERALL ALLOWABLE
NET DENSITY: 104 UNITS (MIN.) TO 614 UNITS (MAX.)
327 UNITS / 27.31 ACRES = 11.97 DU/AC
THE ALLOWABLE USES FOR THIS DEVELOPMENT SHALL BE IN ACCORDANCE WITH
SECTION 18-19.3 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
THE MAXIMUM BUILDING HEIGHT FOR THIS DEVELOPMENT SHALL BE A 3 STORY
BUILDING WITH A BUILDING HEIGHT NOT TO EXCEED 45 FEET. 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.
25% X 26.49 AC = 6.62 AC
OPEN SPACE PROVIDED: COMMON OPEN SPACE AREA = 7.49 AC (MIN.)
OPEN SPACE TO BE DEDICATED TO PUBLIC USE = 1.1 AC
ACTIVE RECREATION AREA = 1.0 AC (MIN.)
CONSERVATION AREA DEDICATED TO PUBLIC USE = 5.89 AC
GREENWAY TO BE DEDICATED TO PUBLIC USE = 0.12 AC
TOTAL OPEN SPACE PROVIDED = 15.6 AC MIN (58.99%)
OPEN SPACE CALCULATION: 26.49 AC - (CONSERV. AREA 5.89 AC) - (PARK 1.1 AC) - (GREENWAY 0.12 AC)) X 25% REQUIRED OPEN SPACE = 4.85 AC
PROVIDED OPEN SPACE = 7.49 AC (COMMON) + 1.0 AC (ACTIVE) = 8.5 AC
ACCESS: THE PROJECT CURRENTLY HAS (2) ACCESS POINTS FROM RIO ROAD THAT WILL SERVE AS ACCESS TO THE SITE. THE DEVELOPMENT
IS PROPOSING AN INTERCONNECTION TO TMP 61-167A AS SHOWN ON THE APPLICATION PLAN. THERE IS ALSO A PEDESTRIAN AND BICYCLE
CONNECTION FROM THE PROPERTY TO THE CITY OF CHARLOTTESVILLE PROPERTY ADJACENT TO THE DEVELOPMENT.
FIRE & RESCUE: THE PROJECT SHALL CONFORM WITH ALBEMARLE COUNTY FIRE AND RESCUE REGULATIONS FOR FIRE PROTECTION AND
ACCESS TO THE SITE. ALL DRIVE LANES WITHIN THE APARTMENT COMPLEX THAT ARE ADJACENT TO A BUILDING ENVELOPE SHALL BE 26, IN
WIDTH FOR FIRE PROTECTION OF THE 3 STORY BUILDINGS.
PARKING REQUIRED: PER SECTION 18.4.12 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
1.50 x 130 ONE BEDROOM APT = 195 SPACES
2.00 x 124 TWO BEDROOM APT = 266 SPACES
2.00 x 44 THREE BEDROOM APT = 88 SPACES
2.25 x 15 TOWNHOUSES = 34 SPACES
601 TOTAL SPACES REQUIRED"
"A PARKING WAIVER IS BEING PURSUED FOR A REDUCTION IN REQUIRED PARKING SPACES
PARKING PROVIDED: 2 x DRIVEWAY SPACES PER (15) TOWNHOUSE = 30 SPACES
1 x TUCK UNDER GARAGE SPACES PER (15) TOWNHOUSE = 15 SPACES
442 REGULAR PARKING SPACES
28 ADA VAN SPACES
17 GARAGE SPACES
532 TOTAL SPACES PROVIDED
ADA PARKING REQUIRED: FOR 401 - 500 TOTAL SPACES, 7 ACCESSIBLE SPACES REQUIRED, 2 OF WHICH SHALL BE VAN ACCESSIBLE = 9 TOTAL
ADA PARKING PROVIDED: 28 VAN ACCESSIBLE SPACES
TRIP GENERATION: PER TRAFFIC REPORT BY RAMEY KEMP ASSOCIATES, DATED MAY 24, 2021, THE TRIP GENERATION POTENTIAL OF THE
PROPOSED NEIGHBORHOOD IS AS FOLLOWS:
ITE TRIP GENERATION - TYPICAL WEEKDAY - 10TH EDITION
LAND USE (ITE
LAND USE CODE
SIZE
AVERAGE DAILY TRAFFIC (VPH)
AM PEAK HOUR (VPH)
PM PEAK HOUR (VPH)
ENTER
EXIT
ENTER
EXIT
ENTER
EXIT
MULTIFAMILY
HOUSING (MID -RISE)
328 UNITS
893
893
31
87
85
54
(221)
RECREATION SPACE REQUIREMENTS
REQUIRED
PROVIDED
TOT LOTS: 1 TOT LOT FOR THE FIRST 30 UNITS, 1 TOT LOT
ACTIVE RECREATION AREA: 1.0 AC
FOR EACH ADDITIONAL 50 UNITS = 7 TOT LOTS
CLUBHOUSE
TOT LOT SIZE: 5,000 SF
FITNESS AREA
SWIMMING POOL
BASKETBALL COURT: ONE-HALF COURT FOR BASKETBALL
RECREATION FIELD
FOR EACH 100 UNITS = 3 HALF COURTS
TRAILHEAD PARK: 1.1 AC
HALF BASKET BALL COURT: 2,100 SF
GREENWAY TRAIL: 0.65 AC
TOTAL AREA REQUIRED: 5,000SF'7+2,100SF'3=41,300SF
TOTAL AREA PROVIDED: 1.0 AC+1.1 AC+0.65 AC=2.75 AC
= 0.95 AC
Oriunnal Proffers X
Amendment
PROFFER STATEMENT
ZMA 2019-00008'
Project Name: Rio Point ( formerlN.'Park"ay Place)
'Fax Map and Parcel Number(s). 06100-00-00-167C0 and 06100=00-00-16700
Owner(s) of Record. Rio Point,'L'LC', a Virginia limited liability compam
Date: June 7, 2021
Approximately 27.31 acres to he rezoned from R-a Residential to PRD - Planned
Residential Development
Rio Point, LLC is the sole owner (the "Owner ) Of' Fax Map and Parcel Nwnbers 06100-00-00-
167C0 and 06100-00-00-16700 (the "'Property"). which is the subject of rezoning application
/MA 2019-00008- a project kninyn as "Rio Point _. (the "Project')I'tic Rezonmrt Application
Plan for Rio Point Development- prepared by the Nimmons Group. comprised of a cover sheet ( Sheet 0),
the Site Layout Plan (Sheet I )- Notes (Sheet 2 )- Grading Plan (Sheet 3), and Frontage Improvements
(Sheet 4), dated April 2. 2021-'last revised June 4. 2021 is referred to herein as the "Application
Plan".
Pursuant to Section 33-3 of the Albemarle County Zoning Ordinance: the Ovynci hereby
voluntarih proffers the conditions listed below yyhich shall be applied to the Property if It is
rezoned to the zoning district identified above These conditions are prollered as a part of the
requested rezoning and the Owner acknowledges that the conditions are reasonable
Road Imurovements
(a) Upon ,Nmittenrequest by Albemarle County, Oyyner shall dedicateapprosinlately
0.82 acres of land ("Dedicated Area") tier the future John Warner Parkway and Rio
Road Roundabout. road frontage impco,-enunts. and shared use pathways. as shoyvn on
the Application Plan. The Dedicated Area shall be dedicated yyithin ninety (90) days of
the request by Albemarle County The Oyyner shall bear the costs of preparing- the
Subdivision plat necessan for the dedication, of the Dedicated Area to Albematic
Counh . The Owner shall provide a general warranty of title in the deed conveying the
Dedicated Area.
(b) Upon written request of Albemarle County: but no [sooner] l later"] than five (S)
~ears of the approval of ZMA 2019-00008, the Oyyncr shall make a the cash
contribution toward the future John Warner I)arkw�av and Rio Road Roundabout
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constructed in coordination \yith, and shall be approved hy, the appropriate County
authority Lind shall incorporate a shelter, a rest bench, pedestrian access- Lind signage ail
in accordance with nlininitun standards consistent mill similar existing public transit
stops located within the County. The Transit Stop shall he installed and completed
concurrently with the Rio Road Improvements. If am portion of the transit Stop is
located on the Property, the Oyyner shall dedicate it to public use or grantan easement as
necessary to alloy% fur the public access and usage of the Transit Stop.
(b) Notwithstanding the provisions Of subparagraph (a). tbllo\yine approval of
ZMA 2019-00008, Should the Count Pieter that a transit stop be constructed in the
location of the current bus stop on City-oy\lied property (Tax Map 06100-00-00-16900)
on the north side of Rio Road East, or (h) should the County elect to receive funds fior
constructing the Transit Strip in lieu of the Owners construction of the Transit Stop, the
Count shall notitc the Owner in writing of the election to receive a cash contribution
in lieu of the Transit Stop- and the Oyyner shall contribute Twenty Thousand Dollars
($20.000.00) to the :Count_\'s Capital Improvement Program (CIP) as a cash
contribution for construction of the'Fransit Stop in either location the Oyyner shall
make the cash contribution yyithin sixty (60) days from yvnttenrequest ol'the C ountc
[THE REMAINDER OF THIS PAGE IS INTENTIONALLY BI,ANh,]j
)<t -1, 1215674 Kuu-03:
;284i883-I, Cli'67-(gOW-1-U3;3)
improvements Within ninety (90) days of receipt of the County request. the Owner
,hall contribute to the County-s Capital Improvement Program (CIP) bind Seven
Ifondled and Filly_ Thousand Dollars ($750,000.00) as a cash contribution toyvard such
unprovenlents-
(c) Owner shall design and construct certain road Improvementsalong Rio Road
includingrum lanes_ as shown on Sheet 4 of the Application Plan (the `Proposed Road
Improvements- I- The Proposed Road Improvements arc conceptual and ale sublect to
change haled on County and VDOT recommendations 'I he O�yner shall suhsnnur,Illy
Complete the construction of the road improvements alone Rio Road in accordance kith
final road plans approved by County (the -'Rio Road Improyements 1 prior to issuance
of the first certificate of occupancy fix the Project The Rio Road Improvements shall
be deemed "substantialk, complete" by one or mom of the tollo%ving methods:,
whichever occurs first (I) the Albemarle County Engineer or Its designee determines
them to be complete_ (it) they are ,constructed and inspected and the VDOT
construction bond is released. or (in) a VDOT official otheryyise confirms that they are
substantially complete
'_. Trailhead Park
(a) The Owner ,hall COI1StrUCt amenities in the trailhcad park \citlun the
..Open Space. I I Acic�_-. as noted on sheet I of the Application Plan and as
approved by the County Parks and Recreation Department (the "Frailhead Park-)_ The
Owner ,hall subsemtialh complete the Trailhead Park amenities: (w consist of a
minimum Of 12 parking spaces, benches. trail connections, landscaping: public art and
a gazebo or rather small structure), prior to issuance of the first certificate of
occupancy:
(b) Upon veritten request b}' the County, the Owner shall dedicate to the
County by special varranty deed of tee simple title or Brant of perpetual casement,
whichcycr is preferred by the County. for no consideration. the approximately 1.1-acre
Trailhcad Park, as shown on the Application Plan Upon dedication: maintenance of the
Trailhead Park yyill he the responsibilit ofthe Counh (unless tileCounty comcys its
interest in the T railhead Park to the City of Charlottesville- in which case the City shall
maintain it). The Oyyrlcr shall provide and maintain the public access casement to the
Trailhead Park as shown on the Application Plan. 'the Owner must make the
necessary suhdly ision application fix dedication, within nineh (90) days of receipt of
,the Counh's request and shall complete the dedication within thirty (30 ) days of
receipt of final subdivision approval.
3. Transit Stop.
(a) 'I Ile Oyvncr shall construct a public transit stop (the"Transit Stop") on the
Property along the frontage of Rio Road East. The Transit Stop shall' be designed and,
2843883-t_ 12t567-(XX104-03;2
^843881-1 L'1�67-01KH14-ul
Signature Page for Proffer Statement for Rio Point. ZMA 2019-00008
TMPs 06100-00-00-167CO and 06100-00-00.16700
OWNER:
RIO POIN 1', 11,11
A \ iruinia limited liabilih conipauy
13y:
Manager
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2843883-1- 121567-IM )04-03;4
;V'L.?':1 �F
CRAIG W I. KOTARSKI Y
Lic. No. 0402048507
02-07-22,,,z�;
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DATE
0210712022
DRAWN BY
R. VAN NIEKER
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
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JOB NO.
46883
SHEET NO.
C0.1
LEGEND
ROADS
SEWER
TRAFFIC STOP BAR
®
C - S EXISTING SANITARY SEWER
m
STORM PIPE & STRUCTURE NO.
DROP INLET & STRUCTURE NO.
S�SAN-0--QS PROPOSED SANITARY SEWER
CURB
O PROPOSED SANITARY SEWER LABEL
0
CURB & GUTTER
WATER
DRY CURB & GUTTER
EXISTING WATER LINE
PROPOSED PAVEMENT
g• yy PROPOSED WATER LINE
71
PAVED DITCH
0 g• yy PROPOSED VALVE
-
JUTE MESH DITCH
-{-Z! g• yy PROPOSED TAPPING SLEEVE
CENTERLINE OF DITCH
PROPOSED FIRE HYDRANT (COMPLETE)
L s Y
BENCH MARK
GRADING
. �.
CLEARING LIMITS
R-1
VDOT STANDARD STOP SIGN
TC = TOP OF CURB
BC = BACK OF CURB
EXISTING CONTOUR
EP = EDGE OF PAVEMENT
TW = TOP OF WALL
200 -
PROPOSED CONTOUR
BW = BOTTOM OF WALL
TS = TOP OF STAIRS
+240.5
EXISTING SPOT ELEVATION
BS = BOTTOM OF STAIRS
`TC 240.5
PROPOSED SPOT ELEVATION
N/A = NOT APPLICABLE TO THIS PROJECT
0
PARKING COUNT
CRITICAL SLOPES
El
JUNE 27, 2019
ACSA GENERAL WATER & SEWER CONDITIONS
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.
9. VALVES ON DEAD END 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 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 A 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.
16. ALL WATER, SEWER AND FIRE LINES REQUIRE NEW INSPECTION AND TESTING PROCEDURES. THE ACSA PERFORMS ANY TESTING AND INSPECTIONS
OF THE PUBLIC SEWER AND WATER MAINS . THE ALBEMARLE COUNTY BUILDING INSPECTIONS DEPARTMENT ACBID DOES A VISUAL INSPECTION
AND WITNESSES THE TESTING OF THE BUILDING DRAIN, WATER SERVICE PIPE AND THE SPRINKLER LEAD-IN CONNECTION. THE
DEVELOPER/CONTRACTOR IS RESPONSIBLE TO RETAIN A SPECIAL INSPECTOR AS OUTLINED IN THE UPDATED ALBEMARLE COUNTY POLICY FOR SITE
UTILITIES TO PERFORM THE VISUAL INSPECTION AND TESTING OF ALL UTILITIES NOT COVERED BY THE ACSA OR ACBID. THIS INCLUDES BUILDING
SEWERS, WATER, AND FIRE LINE BRANCHES BETWEEN THE MAIN AND THE METERS)/BUILDING(S). THE SPECIAL INSPECTOR'S REPORT MUST BE
SUBMITTED AND APPROVED BY THE ALBEMARLE COUNTY ENGINEERING DEPARTMENT PRIOR TO A CERTIFICATE OF OCCUPANCY BEING ISSUED.
GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL
1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK
PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM
STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS
VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT
LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN
TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO
PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING
ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE.
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING
EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE
MADE IMMEDIATELY.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF
ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28.
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE.
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:OOAM
TO 9:OOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, OR ORDER TO
MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND STRUCTURES/IMPROVEMENTS, AND DAMAGE TO
ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE.
16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER
MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE
SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE
MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH
AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS TO BE
APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE
LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED
AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND
CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS
TO BE APPLIED AT 80LBS/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
19. MAINTENANCE: ALL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH RAINFALL EVENT. ANY DAMAGE OR CLOGGING TO
STRUCTURAL MEASURES SHALL BE REPAIRED IMMEDIATELY. SILT TRAPS SHALL BE CLEANED WHEN 50% OF THE WET STORAGE
VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS SHALL BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF
GRASS. SILT FENCE AND DIVERSION DYKES WHICH COLLECT SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED
IMMEDIATELY.
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE
STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL
INSPECTOR.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WTIHIN 1 YEAR OF THE DATE OF APPROVAL. (WATER
PROTECTION ORDINANCE SECTION 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND
DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B)
GENERAL NOTES
1. CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS FOR AS BUILT DOCUMENTATION, AS REQUIRED BY THE LOCALITY. THIS INCLUDES,
BUT IS NOT LIMITED TO, TESTING, INSTALLATION DOCUMENTATION, SURVEY, ETC. ALL REQUIREMENTS SHALL BE DISCUSSED WITH THE
LOCALITY PRIOR TO THE BEGINNING CONSTRUCTION.
2. ALL MATERIALS AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH CURRENT VIRGINIA DEPARTMENT OF TRANSPORTATION'S
SPECIFICATIONS AND STANDARDS.
3. PRIOR TO ANY CONSTRUCTION, THE CONTRACTOR SHALL CONSULT THE ENGINEER AND VERIFY THE APPROVAL OF THE PLANS BY ALL
FEDERAL, STATE AND LOCAL AGENCIES.
3. LAND USE PERMITS (LUP-A) MUST BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION PRIOR TO BEGINNING ANY
CONSTRUCTION WITHIN THE EXISTING STATE MAINTAINED RIGHT OF WAY (INCLUDING ACCESS).
4. VDOT IS TO RECEIVE WRITTEN NOTIFICATION 48 HOURS PRIOR TO COMMENCING WITH INITIAL CONSTRUCTION ACTIVITIES.
5. THE CONTRACTOR SHALL VERIFY THE ELEVATIONS OF ALL POINTS OF CONNECTION OR PROPOSED WORK TO EXISTING CURBS, SANITARY
LINES, WATERLINES, ETC, PRIOR TO CONSTRUCTION.
6. UPON DISCOVERY OF SOILS THAT ARE UNSUITABLE FOR FOUNDATIONS, SUBGRADES, OR OTHER ROADWAY CONSTRUCTION PURPOSES, THE
CONTRACTOR SHALL IMMEDIATELY CONTACT THE OWNER. THESE AREAS SHALL BE EXCAVATED BELOW PLAN GRADE AS DIRECTED BY THE
OWNER'S REPRESENTATIVE, BACKFILLED WITH SUITABLE MATERIAL AND COMPACTED IN ACCORDANCE WITH SPECIFICATIONS.
7. ALL STORM SEWER DESIGN AND CONSTRUCTION TO BE IN ACCORDANCE WITH VDOT STANDARDS.
8. ALL STORM SEWER PIPE SHALL BE REINFORCED TONGUE AND GROVE CONCRETE PIPE IN ACCORDANCE WITH ASTM-C-76. PIPE WITHIN THE
RIGHT OF WAY SHALL BE MINIMUM CLASS III OR GREATER IN ACCORDANCE WITH CURRENT VDOT STANDARDS AND SPECIFICATIONS.
9. IF PRE -CAST UNITS ARE TO BE USED, VDOT SHALL BE NOTIFIED AND THE MANUFACTURER SHALL SUBMIT DRAWING DETAILS FOR REVIEW.
CERTIFICATION AND VDOT STAMP WILL BE REQUIRED ON ALL UNITS.
10. ALL CONCRETE SHALL BE A3-AE (AIR ENTRAINED 3,000 PSI), UNLESS OTHERWISE NOTED.
11. ALL ENTRANCES ARE TO BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH CURRENT VDOT STANDARDS.
12. DESIGN CHANGES, SPECIFIED MATERIALS CHANGES AND/OR FIELD CHANGES FROM THE APPROVED PLANS NEED TO BE RESUBMITTED TO
THE ENGINEER PRIOR TO PROCEEDING WITH THE WORK. A LETTER OF EXPLANATION SHALL ACCOMPANY THE REVISED PLANS AND/OR THE
DRAINAGE CALCULATIONS, WHICH MUST BE SUBMITTED AND APPROVED BY THE ENGINEER.
13. 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 PLAN. IF
THERE APPEARS TO BE A CONFLICT, AND/OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THIS PLAN, CALL MISS UTILITY OF CENTRAL
VIRGINIA AT 1-800-552-7001. THE OWNER SHALL BE RESPONSIBLE FOR THE RELOCATION OF ANY UTILITY WITHIN EXISTING AND/OR
PROPOSED RIGHT-OF-WAY REQUIRED BY THE DEVELOPMENT.
14. CASING SLEEVES SHALL BE PLACED AT ALL ROAD CROSSINGS FOR GAS, POWER, TELEPHONE AND CABLE TV SERVICE TRUNK LINES. (N/A)
15. THE INSTALLATION OF SEWER, WATER, AND GAS MAINS (INCLUDING SERVICE LATERALS AND SLEEVES) SHALL BE COMPLETED PRIOR TO THE
PLACEMENT OF AGGREGATE BASE COURSE.
16. VDOT & ALBEMARLE COUNTY APPROVAL OF CONSTRUCTION PLANS DOES NOT PRECLUDE THE RIGHT TO REQUIRE ADDITIONAL FACILITIES
AS DEEMED NECESSARY.
17. VDOT SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE REQUIRED FIELD
INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER'S REPRESENTATIVE FOR
INSPECTION FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
18. A PRIME COAT SEAL BETWEEN THE AGGREGATE BASE AND BITUMINOUS CONCRETE WILL BE REQUIRED AT THE RATE OF 0.30 GALLONS PER
SQUARE YARD (REC-250 PRIME COAT) PER VDOT STANDARDS AND SPECIFICATIONS.
19. THE SCHEDULING OF AGGREGATE BASE INSTALLATION AND SUBSEQUENT PAVING ACTIVITIES SHALL ACCOMMODATE FORECAST WEATHER
CONDITIONS PER SECTION 315 OF THE ROAD AND BRIDGE SPECIFICATIONS.
20. THE OWNER'S REPRESENTATIVE SHALL HAVE APPROVED THE AGGREGATE BASE COURSE(S) FOR DEPTH, TEMPLATE AND PERFORMED THE
REQUIRED FIELD INSPECTION (PROOF ROLL) PRIOR TO PLACEMENT OF ANY SURFACE COURSE(S). CONTACT THE OWNER FOR INSPECTION
FOR THE AGGREGATE BASE COURSE(S) 48 HOURS PRIOR TO APPLICATION OF THE SURFACE COURSE(S).
21. A GEOTECHNICAL ENGINEER IS TO ASCERTAIN CAUSE AND CERTIFY RECOMMENDED METHOD OF REPAIR FOR ALL PAVEMENT STRUCTURAL
FAILURES PRIOR TO STATE ACCEPTANCE. (N/A)
22. ALL VEGETATION AND ORGANIC MATERIAL IS TO BE REMOVED FROM THE PROPOSED PAVEMENT LIMITS PRIOR TO CONDITIONING OF THE
SUBGRADE.
23. CERTIFICATION AND SOURCE OF MATERIALS ARE TO BE SUBMITTED TO THE OWNER'S REPRESENTATIVE FOR ALL MATERIALS AND BE IN
ACCORDANCE WITH THE ROAD AND BRIDGE SPECIFICATIONS, AND ROAD AND BRIDGE STANDARDS.
24. APPROVAL OF A DETAILED CONSTRUCTION SEQUENCING/MAINTENANCE OF TRAFFIC NARRATIVE FOR THE WORK ZONE IS A PREREQUISITE
FOR ISSUANCE OF A LAND USE PERMIT ALLOWING ACCESS TO AND CONSTRUCTION WITHIN VDOT MAINTAINED RIGHT OF WAY. (N/A)
25. GRADE LINES ON PROFILES DENOTE FINISHED GRADE OF CENTER LINE OF ROAD. (N/A)
26. ALL APPROACH GUTTERS TO SAG INLETS SHALL MAINTAIN A MINIMUM SLOPE OF 0.004 ft./ft.
27. WHERE A TYPE "B" NOSE IS SPECIFIED ON AN INLET IN CONJUNCTION WITH ROLL FACE CURB AND GUTTER OR CG-7, THERE SHALL BE A 20'
TRANSITION ON EACH SIDE OF THE INLET. (N/A)
28. CONTRACTOR SHALL PROVIDE A SEQUENCE OF CONSTRUCTION/MAINTENANCE OF TRAFFIC PLAN IN ACCORDANCE WITH THE STANDARDS
AND GUIDELINES CONTAINED IN THE 2011 EDITION OF THE VIRGINIA WORK AREA PROTECTION MANUAL FOR REVIEW BY THE ENGINEER,
OWNER'S REPRESENTATIVE, AND VDOT PRIOR TO STARTING WORK THAT IMPACTS TRAFFIC ON STATE ROADS.
29. ALL NEW HANDICAP ACCESSIBLE REQUIREMENTS ON -SITE (PARKING SPACES, ACCESS AISLES, AND ACCESSIBLE ROUTES) AND WITHIN ALL
NEW STRUCTURES SHALL COMPLY WITH THE 2015 UNIFORM STATEWIDE BUILDING CODE, 2015 VIRGINIA CONSTRUCTION CODE, AND
ICC/ANSI Al17.1-03.
30. THE CLEAR ZONE IS TO BE FREE OF STORED MATERIALS AND PARKED EQUIPMENT.
31. HORIZONTAL AND VERTICAL SIGHT DISTANCES SHALL BE FREE OF PARKED VEHICLES.
32. ALL EXCAVATED AREAS WITHIN THE CLEAR ZONE THAT HAVE A DEPTH GREATER THAN 6" SHALL HAVE A 6:1 STONE WEDGE PLACED AT THE
END OF THE DAY
33. VISIBILITY OF ALL MECHANICAL EQUIPMENT FROM THE ENTRANCE CORRIDOR SHALL BE ELIMINATED.
34. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT
REQUIRE A STAMPED ENGINEERING DESIGN ALSO. WALLS REQUIRE INSPECTIONS AS OUTLINED IN THE USBC.
35. ACCESSIBLE PARKING SPACES ACCESS ISLES AND ACCESSIBLE ROUTE SHALL BE INSTALLED IN ACCORDANCE WITH ]CC ANSI A117.1-09 AND THE 2015
VIRGINIA CONSTRUCTION CODE.
36. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS.
37. BUILDINGS OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION
PERMIT. ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM ALBEMARLE COUNTY AND VDOLI. CONTACT VDOU FOR THEIR
ADDITIONAL REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT 540-562-3580 X131.
BLASTING NOTES
1. BLASTING SHALL NOT BE PERMITTED ON THIS PROJECT.
ALBEMARLE COUNTY STORMWATER MANAGEMENT NOTES
1. ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL
MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION
OF DAMS.
2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES.
3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES;
CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION
CONTROL INSPECTOR.
ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES
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 TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY
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 SPECIFICATIONS AND STANDARDS OF VDOT.
3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND
MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTALMERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER
ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE,
IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29
CFR PART 1926).
Albemarle County Engineering
Final Plan General Notes
Pagel of 4
ALBEMARLE COUNTY
FINAL PLAN GENERAL NOTES
General Construction Notes
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
Transportation (VDOT). This plan as drawn may not accurately 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 specifications and
standards of VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved
erosion control plan and shall be installed prior to any clearing, grading or other
construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable,
lesser slopes of 3:1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the
County Engineer, or designee, it is deemed necessary in order to stabilize a drainage
channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic
Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe Installation must comply with OSHA Standards for
the Construction Industry (29 CFR Part 1926).
V CRAIG W. J. KOTARSKI
Lic. No. 0402048507
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02/07/2022
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PAVEMENT
PAVEMENT
PROPOSED
2' MIN.
SURFACE
I
O
}
TOP OF CURB
4„
1 1 R=2"
DRAWN BY
*THE DEPTH OF CURB
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NOTE: SIDEWALKS SHALL BE CONSTRUCTED IN ACCORDANCE WITH
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I I
2"- COURSE
_
R. VAN NIEKER
"UVA CANVAS"
\\\ \\\
6"
MUCH AS 3" (15"
EXISTING
DESIGNED BY
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ORDER THAT THE
MILL EX. SURFACE COURSE
•
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\\\\
BOTTOM OF THE
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BASE VDOT A-3 CONCRETE
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•
•
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6•MIx TxICNNEss GUIDBINE
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•
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DEPTH PER PIPE
(J)VMIABLE INVERTHEIGHB MANUFACTURER
AVAILABLE (ACCOROINGTO RECOMMENDATION
PAVEMENT SECTION
UNDER CURB
SUBSTRUCTURE.
PLAy6rTq�IOPP) (MIN. MANUFACTURING I57 HITTER (6,7) TRAFFICLOADS: CONCRETE SLAB OIMFNSIOxSnRE FOR
REQ.SAMEAS MIN SUMP) ANGLES GUIDELINE PURPOSES ONLY. ACTUALCONGRETESLABMUSTBE
8" TYPE 21B AGGREGATE BASE COURSE
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DESIG��
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PCws TRAFFIC LOADINOaOTHERAPRICABLFDESIGN FAC�ORS.
UB BASEJ
DETH I$ TO BE 18" A$
SEE DRAWING NO. T001-11Dtll FOR NON TRAFFIC INSTALLATION,
-JO(,JOLJVI,JV(,JOLJ
� �
SHOWN.
�
COMPACTED SUBGRADE
-,� �� �
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I ACCIORDINGTOPtANS
>,y (6'MIN.ON B'-24•. LP MN.Ory E"
1. ALL SIGNING AND PAVEMENT MARKING SHALL BE IN ACCORDANCE WITH
VDOT STANDARD CG-2 CURB
(4) VARIWSTYPESOFINETSOURETADAPTERS �I w„ I' CMINONS-N' BASED ON MANUFACTURING RED)
AVAIIABLE:4•-3YFORCORRUG9EONOPE +.1n 8'MIN ON 3P
- -
THE MOST CURRENT EDITION OF EACH OF THE FOLLOWING AND ANY
(AFWAL ,N4 I2HRDUALWWSR(EXERM,ANGm N,
SINGLE wuu, Mlz HP, P/CSEwBR1Dts0R35),
- - - - -
- - - - - DENOTES LIGHT DUTY ASPHALT PAVEMENT ON PLANS
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REVISION THERETO:
am
PYC°""ICORRUGATESCHD& RIBBED
A. MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES.
WATERTIGHI'MNT THESAMU_MATERFLBEALLBSCRUSHEDSTONEOROTHER
B. THE VIRGINIA SUPPLEMENT TO THE MANUAL ON UNIFORM TRAFFIC
(WRRIUUGEDmnTeHOPE SHOWN) GRANULnRMATERIUMFFrwcTNEREaIREMENrsoFcussl,
EXISTING PAVEMENT PROPOSED PAVEMENT
CONTROL DEVICES.
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SMALL
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C. THE VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE
LIGHT DUTY ASPHALT PAVEMENT SECTION
a
SPECIFICATIONS.
1-e•-srsrMvu+DGRATSssxNLSEDULTIIEIRGx PpLASIMASN
SAWCUT THROUGH a MATCH EX. CROSS
j EX. SURFACE w
D. THE 2000 INTERNATIONAL FIRE CODE.
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2. SIGN LOCATIONS ARE APPROXIMATE AND ARE TO BE MODIFIED IN THE
FIELD TO AVOID CONFLICT WITH UNDERGROUND UTILITIES OR OTHER
EXPANSION JOINT WITH
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0
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3. ALL SIGNS AND PAVEMENT MARKINGS ARE TO BE FURNISHED AND
a° . T 10" 3,000 PSI AIR ENTRAINED
EXISTING
PAVEMENT
INSTALLED BY THE CONTRACTOR. ALL SIGNS TO BE FURNISHED AND
INSTALLED WITH STANDARD U POST GALVANIZED BY THE CONTRACTOR.
�/'�
S' xs eARs a V. c-c TYP. es BARS
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/ / / / / \ /y
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SURFACE COURSE
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EDGE OF PAVEMENT AGGR. BASE
SOLID WHITE LINE 24"
STOP ('�P'
�
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Q
w
30" DwETER :'• 1
/\ A \� / /\ /\ COMPACTED SUBGRADE
O LJ
06
TTTT I +
(CBR 11.2)
i
a
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06
TT
NOTE: PROPOSED PAVEMENT MUST TIE
12'
�
L
TTTTTT7 I :. TTT
DENOTES CONCRETE SERVICE AREA PAVEMENT ON PLANS
IN WITH EXISTING PAVEMENT
R1-1 (VARIES)
O
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Lu
NOTE: STOP SIGNS TO BE 30" WITH STOP BAR DETAIL
~
HEAVY DUTY CONCRETE SECTION
EMENT REPLACEMENT JOINT DETAIL
FNoSca
PLAN ST"TRUCTUR MOIRES PLAN
OU
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le
LASS
HIGH INTENSITY SHEETING NO SCALE
Z
m
CLASS A3 CONCRETE CLASS AT CONCRETE
10,
SOLID WHITE LINE
SECTION A -A
�� SECTION B-B
I
..,;
' I -III III -I I, �
METAL INSPECTION FRAME W
EXIST GRADE � SOLID LID
(NEENAH R-1975 OR EOUI t/ALENT)
1. THE STANDARD SAFETY SLAB 01 IS TO BE USED ONLY WHEN SPECIFIED N THE PLANS
ON THE ORANAGE SUMMARY SHEET ADXOR THE DRAINAGE DESCRIPTION. FOR MANHOLES.
JUNCTION BOXES. AND DROP INLETS WITH HEIGHTS GREATER THAN 12 FEET THE SPACING OF
ADJACENT SAFETY SLABS SHALL BE 8' TO IT WITH NO SAFETY SLAB LOOTED WITHINa FEET
OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SHALL NOT BE LOCATED BELOW
1
III III -I I I
-III III -- - - - - - -
III III 'III- -_ III=
- -III-III- - -III i'- - =H
3" CONCRETE COLLAR
CRUSHED STONE BEDDING
6'
ANY MET PIPE OF 30" DIAMETER OR GREATER.
2. THE COST OF THE SI IS INCLUDED N THE COST OF THE STRUCTURE. SEE CAST IN PLACE DRAWINGS
FOR FURTHER DETAILS
i-
-I-III-III-III-I 1= I1-
-III-III- -III-' - •
-III-III 2" ASPHALT
6" DI CLEANOUT
3. ACCESS HERE AP ARE TO BE STAGGERED FROM ONE SIDE AC STRUCTURE RI THE
OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY. = N ° BARS ° e" C-C TYP.
6" COMPACTED VDOT
OR PRECAST. CART-N-PLACESI CONCRETE TO BE
4. SAFETY SLAB MAY BE PRECAST
S E PRECAST CONCRETE R A 9E A4 L4000 PSI).NC REINFORCING
CLASS AT ABM PSI).
STEEL TO BE N ACCORDANCE WITH AASHTO M31. .: :'^•>::.::.: .:': :' ';.:'
•.
#21 B STONE BASE
2' I I I 2'
t-I I----i-
e' LESS THAN 30" THE ACCESSGS MY BE °OPEHNNGG SHALLLL OR BE RE TCOTANNGULARE'(STRRUCTTURE MOTH BWIDTH Y
COMPACTED
PLUG AT END
(TYP.) (TYP.)
3a' LONG).
SUBGRADE - 95% S.P.D.
OF LINE
TYPICAL PRECAST UNIT
xv=r
TYPICAL CONCRETE SAFETY SLAB FOR DROP INLETS,
SPECIFICATION
302
CLASS A - TYPE 2 LOW MAINTENANCE SHARED USE PATH
STRIPING AND SIGNAGE DETAIL
ROAD AND BPoDGE STANDARDSMANHOLES
AND JUNCTION BOXES
CLEANOUT DETAIL
SHEET 1 aF 1
REVISION DATE
OF TRANSPORTATION
VIRGNIA DEPARTMENTNo
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-
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JOB NO.
46883
SHEET NO.
C1.1
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-- VALVE BOX
4" DIAMETER BRANCH REMAINING BACKFILL SHALL
AND VALVE NOT CONTAIN ROCK MATERIAL
36"MIN LARGER THAN 5" IN ANY
DIMENSION
.J. PLUG 24"MI
INTIAL BACKFILL*
VARIES 8"MIN (6" LIFTS)
EMBEDMENT + THOROUGHLY COMPACTED
SPRING LINE O BY HAND OR APPROVED
OF PIPE MECHANICAL TAMPER
` HAUNCHING
NO, 68 STONE
WATER MAIN RESTRAINED JOINT FITTINGS BEDDING 6" max
4" min
OUNDATION (SHALL BE 3
REQUIRED WHEN SOIL
ON-LINE CONDITIONS ARE UNSTABLE
(TYPE "B") ALL PIPE}
vnrcl�a
THREADED COUPLING
NOTE
BRASS NIPPLE AND PVC
PVC SLEEVE
o
CAP
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
j
LUBRICATE ALL THREADS
BACKFILLED ENTIRELY WITH NO. 21A STONE.
-L
/.,METER
2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
THRUST BLOCK
BOX (SEE FIG. W-7)
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED'
VALVE
3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
NO. 57 STONE
BEDDING OF NO. 68 STONE '
M.J. FITTING
2" PIPE SLOPED
TO DRAIN IF
-
GRADE ALLOWS
VARIES
VARIES
2" BRASS PIPE
TYPICAL SEWER PIPE
WATER MAIN AND
VALVE 2" THREADED TAP
INSTALLATION IN TRENCH
ARE SAME SIZE
PLUG
DEAD END
NTS
FIG, S-3
(TYPE IIA")
TYPICAL
BLOW -OFF
ASSEMBLY
NTS
FIG. W-8
F�
01-3A, 38,W
EXPANSION KEYED
CONST. BARB
JOINT
BM G
BAR C 2•, -
z ^ BARS F
S+ I
� > I
-_
- -
...III
_-
��II__
,•
,
11
--
I
B'MIN. PLAN SECTION A -A
1. MAX. KEYED CONST.JOINT
MIN
L-VARIABLE - MAX. 20' •-i WMPEC
GUTTER
L B• 2•_6•• �B B• 3'-p" 2•' APPROACH
h Z S BARS A GUTTER
a� ti
------- --� -"
I- --
---- ------- 'l
B S C I IEARS
_ 0 ..
--r--
BMSF BARSE Ira iV °• --°
}�/��\\ I NF3" DIAMETER BARS E
\t /f i WEEP HOLE FRONT ELEVATION BARS F B" 1'-8" B•• BARS B
- - --���//- - (GUTTER REMOVED) 11A.. 3'-0••
B•, 5X'/,' BENT PLATE SECTION B-B
TYPE A NOSE DETAIL SHALL BE USED WITH CG-3 6 CG-7 STANDARDS < ° _ ,/' R w L2yi'X21/2"XI/4'
GALVANIZED
TYPE B NOSE DETAIL SHALL BE USED WITH 00-2 & CC-6 STANDARDS. TYPE A TYPE B /i'X 4" STUD SHEAR CONNECTOR WELDED
GALVANIZED PLATE FOR TYPE A TO BE BENT ON AN AGE OF 68.30' TO ANGLE IRON AT 2'C-0.
CONNECTORS AND IS TO BE ANCHORED WITH �I/x" X 4" STUD SHEAR NOSE DETAILS
WELDED TO BENT PLATE AT 2-C-C. 2„
APR. PAVEMENT
DI-3A ,. �_ DI-M 1 L DI-3C L WARPED PAVEMENT
ph
x Foil
x I/\ I ---FLOW
--FLOW �L.WIL I
,'`{i_s/�, 1 1 DETAIL WHEN USED
FOR USE ON GRADES ADJACENT TO CURB
FOR USE IN SAGS WITHOUT GUTTER
BOTH SIDES TO BE SYMMETRICAL
-tVDOT SPECIFICATNIN
ROAD AND BRIDGE STNJDARO6 STANDARD CURB DROP INLET REFERENCE
SHEET 1 OF 2 REVISION DATE 12" - 30" PIPE MAXIMUM DEPTH 1H> 8' z33
.....,. 06,10 VIRGINIA DEPARTMENT OF TRANSPORTATION 302
SEE STANOMAD SL-1 FOR A+PLICMEITY OF SAFETY SLABS. B
STANDARD MIA-1 NOTES 1
FRAME M COVER THE TOP OF MASONRY IB MI BE LEFT L
-+ SUFFICIENTLY LOW TO PERMIT PROPER
GRADE
ADJUSTMENT OF COVER AND FRAME TO
BRIDE S THE USE OF MORTAR OR
BRICK AS DEDUCTED BY THE ENGINEER.
302
ST-I J-
-' B�A
DIAMETER-4'•B"+(2 x WALL THICKNESS) _h
SECTION B-B
BRICK CONCRETE OR
CONCRETE BLOCK
Cf•SN
B
NDTEI MIN, 60' DIAMETER MANHOLE
REQUIRED.
MANHOLE PVC CROSS T
USE APPROVED FLEXIBLE RUBBER
GASKETED
STOP COUPLING
27'
PIPE STRAPS
(STAINLESS STEEL)
SPACED EVERY
2' VERTICALLY
_-90' RESTRAINED BEND
E
• ". . ! " ^ - ^ ICON
' SEWER
i. 4" PIP E
PLAN
RM'Mlr
PROFILE
MIN, 6' BEDDING WITH NO. 68 STONE
1. HEIGHT OF THE VERTICAL DROP PIPE WILL BE DETERMINED BY THE ACSA, BUT SHALL NOT BE LESS THAN TWO
(2) FEET.
2. VERTICAL DROP PIPE SHALL BE SDR 26 P.V.C, SIZED THE SAME AS THE INCOMING PIPE AND CONNECTED TO
THE DROP FITTING WITH STANDARD GASKETJOINT.
3. VERTICAL DROP PIPE SHALL BE STRAPPED TO THE MANHOLE AT PIPE JOINTS. STRAPS SHALL BE MADE OF
STAINLESS STEEL.
4. SHAPE INVERT AS NEEDED TO PROVIDE SMOOTH TRANSITION FROM DROP CONNECTION DISCHARGE POINT
TO SPRING LINE OF MANHOLE INVERT.
S. DROP CONNECTION DISCHARGE FITTING SHALL BE ORIENTED AT45 DEGREES, INTO THE FLOW.
6. VERTICAL DROP PIPE SHALL BE INSTALLED AT 90 DEGREES FROM THE ACCESS STEPS,
7. MINIMUM 72" DIAMETER MANHOLE REQUIRED FORA SINGLE SO" OR 12" DIAMETER DROP CONNECTION, OR
TWO 8" DIAMETER DROP CONNECTIONS.
STANDARD INTERNAL DROP CONNECTION
N.T.S.
FIG. S-1-C2
IS-1
mlllll,1
HALF SECTION A -A
(WITH FRAME AND COVER REMOVED)
BRICK CONCRETE
NOTES.
1. QUANTITIES SHOWN ME FOR MANHOLE
WITHOUT PIPES. THE AMOUNT DISPLACED
BY PIPES MUST BE DEDUCTED TO
TMLE OF QUANTITIES
DEPTH
BRICK MANHOLE
CONCRETE
ONNOLE
BRICK
I CONCRETE
CONCRETE
FEET
THOUSANDS
CU. YARDS
CU. YARDS
4
0.5
0.785
1.437
5
0.7
0.785
1.888
8
0.9
0.785
1.961
7
1.0
0.785
2.223
B
1.2
0.785
2.485
9
1A
0.785
F747
O
1.6
0.785
3.009
11
1.9
0.970
3.455
12
2.2
0.970
3.817
13
2.5
0.970
4.179
14
2.8
0.970
4.541
151
3.1
1 0.970
4.903
18
1 3.4
1 0.970
17
1 4.0
1 1.173
6.032
INCREMENT
1 0.45
10.582
OBTAIN TRUE QUANTITIES.
2. A BASE THICKNESS OF 9" WAS USED IN
COMPUTING CONCRETE QUAMRES.
3.INCREMENTS TO BE ADDED FOR EACH
ADDITIONAL FOOT OF DEPTH.
TRANSITION BETWEEN
4. MATERIALS MAY BE NMICK, CONCRETE OR
PIPE DIAMETERS WHEN
APPROVED CONCRETE MANHOLE BLOCK.
DIFFERENT SIZES OF
PIPES AREENCOUNTERED.
5. IF BLOCKS USED THE UM
THCKESS OF OF SAME IS TO BE BE 5 ".
OTHER THICKNESSES ARE TO CONFORM
TO WALL THICKNESS SHOWN FOR
CONCRETE.
S.ALL CONCRETE TO BE CLASS A3.
NOTES1
SHAPING OF MANHOLE AND INLET INVERTS IN ACCORDANCE WITH
]. WHEN SPECIFIED ON PLANS THE
THIS DRAWING IS TO APPLY TO THOSE STRUCTURES SPECIFIED
AVERT IS TO BE SHAPED IN
ON PLANS OR WHEN INVERT OF PPE 6 MOVE AVERT OF
ACCORDANCE WITH STANDARD IS-1.
STRUCTURE.
THE COST OF FURNISHING AND PLACING
1.
ALL MATERIALS INCIDENTAL TO THE
MANHOLE OR DROP INLET IS TO BE FORMED AND CONSTRUCTED
SHAPING IS TO BE INCLUDED IN THE BO
IN ACCORDANCE WITH APPLICABLE STANDARD OR SPECIAL DRAWING.
PRICE FOR THE STRUCTURE.
THE AVERT SHINING AS DETAILED HEREON IS TO CONSIST OF A
D CEMENT CONCRETE MIX CONFORMING TO CLASS A3 OR
CLASS Cl. EXCEPT THAT 25X OF COARSE AGGREGATE MAY BE
CLASS
JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC.
SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY.,
VARIES
•-10'*-►I I+---10't
WATER SEWER
,'a
E
LOCATION OF OTHER UTILITIES
(GAS, ELECTRIC, TELEPHONE, CABLE, ETC,)
EASEMENT WIDTHS, WATER OR SEWER ONLY - 20' MINIMUM
WATER & SEWER 30' MINIMUM
MI SEE PART 3, PARAGRAPH DI SEPARATION OF WATER & SEWER SYSTEMS,
UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT
90• TO THE RIGHT OF WAY,
UTILITY LOCATIONS & EASEMENT WIDTHS
VARIES
VATER MAIN M.J. FITTING
4" DIP
RESTRAINED JOINT FITTINGS
NTS
FIG, W-1
BOX
TO METER BOX (SEE FIG. W-I
THRU W-7E).
i
- -so I
L--2" COPPER
4" PLUG THREADED FOR
2" COMPRESSION FITTING
NOTES:
• GATE VALVE WILL BE 4" UNLESS OTHERWISE SPECIFIED BY THE ACSA.
SERVICE LINE TO CONNECT AT MAIN WITH XN4"T€E.
• REFER TO FIG•W-3 FOR THRUST BLOCK DETAILS ON TEE.
• REFERTO FIG. W-5 FOR THRUST BLOCK DETAILS AND DEPTH OF COVER ON GATE VALVE.
• NO CONCRETE SHOULD BE POURED ON ANY PART OF THE RESTRAINED JOINT. USE PLASTIC SHEETING AS
PROTECTION FOR BOLTS.
' • USE 250D P.S.I. CONCRETE.
v- SLOPE TO DRAIN TO INVERT
OF OUTLET PIPE
SECTION A -A
METHOD OF TREATMENT IN DROP INLETS
�\
SLOPE TO DRAIN
\, X TOUTLET PIPE F
UP TO 4" IN DIAMETER AND CONSIST OF STONE, BK.ROKEN BTHE SURICK, • I• ry,U/' ..y:.o-:::^q . ��::
II II AC
`�T SHIDILL BELEEFFTTETSAOOTH BY MEµS OF HAND ROWELLMD.RWNE
MANHOLE FOR 12 - 48 PIPE CULVERTS ROAD AND BRIDGE STANDARDS OF THE COARSE AGGREGATE SHALL REMAIN EXPOSED.
VIRGINIA DEPMTMENT OF TRANSPORTATION REVISION DATE SHEET 1 OF 5 DETAILS OF INVERT SHAPING AS SHOWN HEREON ARE FOR EXAMPLE -- °
PURPOSES ONLY. EACH MANHOLE OR DROP INLET IS TO BE SHAPED -
06.01 CONFIGURATION AND BEST
THE
HLINESPARTICULAR INLET AND OUTLET
PLAN SECTION B-B
METHOD OF TREATMENT IN MANHOLES
`V(]OT SPECIFICATI
ROM AND BRIDGE STANDARDS STANDARD METHOD OF SHAPING REFERENC
MANHOLE & INLET INVERTS SHEET 1 OF REVISION DATE I 302
06.08 I VIRGINIA DEPARTMENT OF TRANSPORTATION
LARGE METER SERVICE LINE
NTS
FIG. W-6C
GALVANIZED STEEL STEP
SEWER SERVICE LATERAL CONNECTION NOTES:
1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q
(1/4" PER FOOT )
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN
DIAMETER OF 4".
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET.
SALT
TREATED
FINISHED GROUND 2 x 4
MARKER
PLUG END OF -
MAIN LINE I SECTION SERVICE LATERAL
IN LINE WYE-TEE
PLAN
77 VARIES
R
SEWER SERVICE LATERAL CONNECTION
N.T.S.
FIG. S-2
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
QTHE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
8' MIN pf
TO10'"-2ALVE BOX
7 CU. FT. III
68 STONE-1
: o .. ,. B" GATE
• VALVE
a" X 6"
TEE
2500 P.S.I. CONCRETE ; •. 4,1., > ;y MO- ��i +
BASE AND THRUST , ;•.• ;��.11. �i' , Is•, '
BLOCK AGAINST
UNDISTURBED STABLE
SOIL STEEL PILE
WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
S. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
ST-1
N4 GRADE 60, REINFORCING ROD ENCASED IN
p CORROSION RESISTANT RUBBER OR OTHER
MATERIAL APPROVED BY THE ENGINEER.
(DIMENSION MAY VARY WITH MANUFACTURER'S
DESIGN)
CORROSION RESISTANT
MATERIAL
Fr-
11 REINFORCING ROD
CAL SECTION
M ALL STRUCTURES WITH A DEPTH OF
OTHERWISE NOTED ON THE PLANS.
E 41/y" FROM INSIDE FADE OF
BE M" C-C.
MINIMUM FORCE OF 300 POUNDS WHEN
FADE OF THE SUPPORT.
ALLY ALIGNED AND UNIFORMALY SPACED
FORTHEENTIRE DEPTH OF ANY STRUCTURE.
N PRECAST UNITS STEPS MAY BE CAST IN PUCE, MORTARED
INTO HOLES PROVIDED BY THE FMMCATOR, OR DRIVEN.
IF MINIMUM OF 3" EMBEDMENT STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS
FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THEY MEET
THE MUMMA REQUIREMENTS SHOWN HEREON AND THE
CONTRACTOR HAS FURNISHED THE ENGINEER WITH DETAILS AND
CERTIFIED TEST REPORTS OF THE PROPOSED SUBSTITUTE AND HAS
RECEIVED WFI TTEH APPROVAL FROM THE ENGINEER FOR THE USE
OF SUCH STEPS.
ALL STEPS INSTALLED SHALL BE PROVIDED WITH SLIP -RESISTANT
SURFACES OR DIMPLED SUCH
AS BUT NOT LIMITED TO, CCFRUGATED KNURLED,
"ll S.
&UMINw STEPS SHALL BE FABRICATED IN ACCORDANCE WITH
ASTM 822%ALLOY 6005-T5.
THAT PORTION OF THE STEP ENCASED IN MASONRY SHALL BE
UNIFORMLY COATED WITH A BITUMINOUS, SOLVENT TYPE, ASBESTOS
FILLED ALUMINUM PIGMENTED COATING CONFORMING TO FEDERAL
SPECIFICATION TC-C-0049BA
TEP
STANDARD STEP
VIRGINIA DEPARTMENT OF TRANSPORTATION
ROM AND BRIDGE STANDARDS
REVISION DATE SHEET 1 OF 1
LIOEO
N.T.S.
FIG. W-4
�J
N
z
WATER
PLACE 5' GALVANIZED " WITNESS " POST WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
I AS DIRECTED. MARKER LOCATION MAY BE SUBJECT
;d TO HIGHWAY DEPARTMENT APPROVAL.
FINISHED GRADE
ADJUSTABLE TRAFFIC RATED
VALVE BOX W/ LID
M.J. GATE VALVE
LINE
2500 P.S.I.
CONCRETE •• P A 2'x 2' BEARING AREA.
THRUST BLOCK d
n
D, c
• � d •
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE.
TYPICAL GATE VALVE
NTS
FIG. W-5
METER SIZE
➢IMENSION
A
DIMENSION
B
DIMENSIDN
C
5'0'
3'B'
2'
3'1'
S'0'
'
5' MIN,
'
4'
5' MIN.
12' MIN.
'MTNa
GREATER
THAN 4'
P�P13SALS WILL BE SUBMITTED.
B
DOOR HINGES
I I
EF
I
I I
I I
I
I I
I I
I
I I
LIFT HANDLE
L----------------
TYPICAL METER VAULT
N.T.S.
FIG. W-7A
SIDE VIEW
t: !lf OF
L
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Lic. N0. 0402048507
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DRAWN BY
R. VAN NIEKER
DESIGNED BY
•
•
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•
CHECKED BY
C. KOTARSKI
• •
SCALE
75' DIAMETER DRILLED
IDLE FOR TOUCH READ
INITS
TOP VIEW
3" DIAMETER FLAT 0
UNDDEERNEATH FACE
ZL x 36'
LATCH ACCESS Q ` ^ > J
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46883
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2016 ROAD & BRIDGE STANDARDS
1qIiv�ALTH per'
CG-12
GENERAL NOTES:
1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
2. ALL DETECTABLE WARNING SURFACE PRODUCTS SHALL MEET THE REQUIREMENTS
OF SECTION 504 OF THE SPECIFICATIONS FOR CG-12 DETECTABLE WARNING SURFACE.
DETECTABLE WARNING SUFACE PRODUCTS USED SHALL BE FROM THE MATERIALS
APPROVED PRODUCT LIST NUMBER 72.
3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS.
4. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED T CENTER TO CENTER ALONG
BOTH SIDES OF THE RAMP FLOOR, MID -DEPTH OF RAMP FLOOR. MINIMUM
CONCRETE COVER 1%".
5. ROADWAY CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB
RAMPS ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER.
6. CURB RAMPS ARE REQUIRED FOR SIDEWALKS AND SHARED USE PATHS. THE WIDTH OF
THE CURB RAMP SHALL MATCH SIDEWALK WIDTH. WHEN CURB RAMPS ARE USED IN
CONJUNCTION WITH A SHARED USE PATH, THE MINIMUM WIDTH SHALL BE THE WIDTH
OF THE SHARED USE PATH.
7. DETECTABLE WARNINGS SHALL EXTEND THE FULL WIDTH OF THE
CURB RAMP LANDING FLOOR.
8. CURB RAMPS WILL BE INSTALLED AND LOCATED WITHIN PEDESTRIAN CROSSWALKS
AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER. CURB RAMPS SHOULD
NOT BE LOCATED BEHIND VEHICLE STOP LINES, LIGHT POLES, FIRE HYDRANTS, DROP
INLETS, ETC.
9. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS
PERPENDICULAR TO THE CURB.
10. DETECTABLE WARNING SURFACE PANELS SHALL BE INSTALLED FLUSH WITH
THE BACK OF CURB.
11. WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF CURB AT ENTRANCES
OR STREET CONNECTIONS THE DETECTABLE WARNING SURFACE SHALL HAVE v
A FACTORY RADIUS OR BE FIELD -MODIFIED AS RECOMMENDED BY THE
MANUFACTURER TO MATCH THE BACK OF CURB. SEE CG-12-INS PAGES 204.06
NOTE;COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
CURB WHEN REQUIRED (CG-2 OR CC-3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
SIDEWALK RAMP 12:1 MAX
48:1 MAX
4'B.
10:1 MAX
TYPE A
PERPENDICULAR 1
y
5'MIN
Y
2�_
12:1 MAX
TYPE B
PARALLEL
AND 204.07 FOR METHODS OF INSTALLING DETECTABLE WARNINGS ON A RADIUS. 4• NqN sw
AT , 2" HIGHER THAN
EDGE
OF PAVEMENT
AT )K 2( , SAME AS TOP OF CURB
TYPE C
PARALLEL & PERPENDICULAR
TRUNCATED DOME
.6"-2.4" C-C o
I O O O O O z
L 0 0 0 O 0 O O O O O O O
- 0 0 0 0 0 0 0 0 0 0 0 O
LANDING RAMP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
+ v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r
"! 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
io 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
50%-65% OF BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOP DIAMETER
DETECTABLE WARNING ri
SEEAT BNOTEACK O CURB •,� ARE9. ETER I _ VARIABLE FULL WIDTH OF RAMP FLOOR _
I- PAY LIMITS
DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING
INSTALLED ON A RADIUS DETAIL DETAIL
XV00T A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. SPECIFICATION
ROAD AND BRIDGE STANDARDS CG-12 DETECTABLE WARNING SURFACE REFERENCE
SHEET 1 OF 5 REVISION DATE (GENERAL NOTES) 105
502
204.01 04119 VIRGINIA DEPARTMENT OF TRANSPORTATION 504
nndc Mr An R EIMIM to arAKIMAMMC!l
ORANGE PVC TUBE
PLACED OVER STEEL
PIPE
8" DIAMETER STEEL
PIPE FILLED WITH
CONCRETE
PAVEMENT
2'-0" DIAMETER
CONC. FOOTING
PIPE BOLLARD DETAIL
No Scale
Foxe of Curb Invert Une
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R•1.5' p
R-/25' a a
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itG�� nW w c
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FIGURE 5 - CURB AND GUTTER DETAILS' "
The following notes apply to CG-6, CG-7 and Rolltop curb:
1. Curb and gutter may be precast of Class A4 hydraulic cement concrete or cast in
place using Class A3 hydraulic cement concrete. �-
2. When used with stabilized, open -graded drainage layers, the bottom of the curb
and gutter shall be constructed parallel to the slope of the sub -base courses and
to the depth of the pavement but not less than the thickness shown.
ROLL TOP CURB
No Scale
w
Slope break for
drainage, if req'd.
R- 2 Feet e
U
if Back of Cab
o iU l
Inn
LL If 1: 1 I ! ! i
iij! I
- QOnetr,
Jointfo
E
Moinline Edge of Pavement
Driveway Entrance Warp Transition Roll top curb
Part Plan of Entrance Transition
FIGURE 7 - ROLL TOP CURB ENTRANCE DETAIL
CG-12 A
•5 DOWELS, 8" LONGS
AT 12" C-C , _..
C
/F2j (SEE TABL TE) A
LT/RANSITION GUTTER PAN SLOPE
TO 20:1 THROUGH RAMP LENGTH
BACK OF CURB
20:1 ,.
PERMISSIBLE
CONSTRUCTION
JOINT
B
_12:1 MAX ,n
(SEE
2� MIN' SECTION A -A
DETECTABLE WARNING SURFACE
SECTION B-B
PAN MAXIMUM SLOPE 20:1
NOTES:
1. FOR GENERAL NOTES ON THE DETECTABLE WARNING SURFACE,
SEE SHEET 1 OF 5.
2. THE REQUIRED LENGTH OF A PARALLEL RAMP IS LIMITED TO 15 FEET,
REGARDLESS OF THE SLOPE.
3. GUTTER PAN SHALL BE A MAXIMUM SLOPE OF 20:1 AT THE RAMP OPENING.
4. DIAGONAL PLACEMENT IS NOT PERMITTED.
TYPE B PARALLEL
APPLICATION
ROADWAY GRADE
IN PERCENT
MINIMUM RAMP LENGTH
IN FEET
4" CURB
6" CURB
0
4
6
1
5
7
2
5
8
3
6
9
a
a
12
5
0
15
6
14
15
ROAD AND BRIDGE STANDARDS
SHEET 3 OF 5 REVISION DATE
204.03 04/19
Radius Return
Warp curb probe to match
drireuay entrance apron grode
abMine last aaca eNe of apron
ove invert Ins.
Driveway Entrance Apron for Rolllop Curb
Part Section A
FIGURE 8 - ROLLTOP CURB ENTRANCE DETAIL SECTION
'2a Mo .
120 MAX.
� ?A
5' MIN
4' MIN
WITH BUFFER STRIP
[R PAN SLOPE
RAMP LENGTH 5' MIN
7 00*
�-
12�1 MAX. i�
WITHOUT BUFFER STRIP
EXAMPLE INSTALLATION METHODS SEE PLANS FOR LAYOUT
CROS
ONE DIRECTION
WITHOUT BUFFER STRIP
CROSS
CROSSWALK
TWO TWO DIRECTIONS SMALLER RADII
WITHOUT BUFFER STRIP
:OPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFII
CG-12 DETECTABLE WARNING SURFACE
TYPE B (PARALLEL) APPLICATION
VIRGINIA DEPARTMENT OF TRANSPORTATION
A
N
F
p
ONE DIRECTION
WITH BUFFER STRIP
r�
SPECIFICATION
REFERENCE
105
502
504
V CRMG W. J. KOTARSKI
Lic. No. 0402048507
:,6,. 02-0-7-22,
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DRAWN BY
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DESIGNED BY
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CHECKED BY
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THIS DRAWING PREPARED AT THE
YOUR VISION ACHIEVED THROUGH OURS. CHARLOTTESVILLE OFFICE
608 Preston Avenue, Suite 200 1 Charlottesville, VA 22903
TEL 434.295.5624 FAX 434.295.8317 www.timmons.com
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REVISION DESCRIPTION
OVERALL EXISTING CONDITIONS PLAN
These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express wdlten consent of TIMMONS GROUP.
SCALE I"=20' SHEET 2.1�\ = SHEETC2.2
CURB SD CURB INLE 0 20' 40'
REMOVE TREE TOF \\�1_—
INVIN=419.6E
REMOVE STRUCTURES& -----___---_
INVOUT=419.61-
HARDSCAPES /-� ---__ -----/-----\` \I _
.11I-- -- _-_-_- --_-_-_-
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---- - - - - --
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- - - - TOP=429 42'
/ //� ''------------------- `\ \ \ INV.1N=424.95JZRCP- �Hlii\/Illl�llt\\� %/�' /I ` -
SDCURB \\
INV.OUT=421.92' 15"RCP
- - -� I �. \ �\
INV.IN 422.80'13"RRCP \ Q
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` IN .OUT=42�.60' 15"R6P - ` l _ - \\ a , \\
INV.OUT=416.�7'18"RCl1l\111%Jf/
� - �p INLET W/GRATE
NOV.OUT=422.98' 15'RCP- - \\
SD CURB -INLET W/MHD � \
PERM. DR1N\ - TOP=2tF8.72'
EASEMENT-
/ EYG�EPTIOI\f13; / ' r \ \ ` \ \ _ _ INV.IN=420.85' 15"RCS JL
SEE VDOT PLAN \
/ LIMITED/ / �/ _ - - - - -INV OUT=420.72' 15"RCP
/ ACCESS / / \ \ \ \ \ ` ---- \ --
/' EASEMENT l / \ ` \ \ \ \ _ _ - - \ — KEY MAP
Al
/' /' /' / ------- I \�\ PAVED WALK
PAVED WALK
--------"I /' — — — — ` \ 'FLARED END SECT40N
PEI�M. DRAIN ' ' \ - ' _ \ INV.IN=435.53' 15"RCP
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limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.
EROSION AND SEDIMENT CONTROL NARRATIVE:
PROJECT DESCRIPTION
THIS PROJECT INCLUDES THE CONSTRUCTION OF 11 APARTMENT BUILDINGS, 15 TOWNHOUSES AND CLUB HOUSE
AND ASSOCIATED UTILITIES AND SITE WORK. LIMITS OF DISTURBANCE IS 18.44 ACRES.
22. ONCE CONSTRUCTION IS COMPLETE AND ALL CONTRIBUTING AREAS ARE STABILIZED, EROSION CONTROL
MEASURES CAN BE REMOVED UPON APPROVAL FROM THE E&S INSPECTOR.
CONTRACTOR SHALL PROVIDE ALL INFORMATION
REQUIRED FOR CONSTRUCTION RECORD DRAWINGS:
Ior;7V, LTH per'
'7
ADJACENT PROPERTY
THE WESTERN AND NORTHERN PROPERTY LINE IS BOUND BY JOHN W WARNER PARKWAY. THE EASTERN PROPERTY
LINE IS BOUND BY RIO ROAD. THE SOUTHERN PROPERTY LINE IS BOUND BY THE RIO COMMONS DEVELOPMENT, THE
CHARLOTTESVILLE WALDORF SCHOOL, AND CITY OF CHARLOTTESVILLE PUBLIC OPEN SPACE.
EXISTING SITE CONDITIONS
CURRENTLY THE SITE HAS RESIDENTIAL HOUSE AND A VARIETY OF SHEDS AND A VACANT GRASS PASTURE.
PERMITTING
THE OWNER SHALL OBTAIN ALL REQUIRED STATE AND FEDERAL PERMITS INCLUDING VDEQ INDIVIDUAL PERMIT,
VRMC GENERAL PERMIT, OR US ACE NATIONWIDE PERMIT (WETLAND IMPACTS) ETC.
OFF -SITE AREAS
NO OFFSITE AREAS WILL BE DISTURBED AS PART OF CONSTRUCTION.
CRITICAL EROSION AREAS
ALL CRITICAL SLOPES ARE SHOWN ON PLAN SHEETS C2.1, C2.2, C2.3, C2.4, C2.5, C2.6, C4.1, C4.2, C4.3, C4.4, C4.6.
SILT FENCE WILL BE INSTALLED ON THE UPSTREAM END OF CRITICAL SLOPES WITHIN THE LIMITS OF DISTURBANCE
TO DEMARCATE AND PROTECT THE SLOPES.
EROSION AND SEDIMENT CONTROL MEASURES
UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES
SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE
CURRENT ADDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. THE MINIMUM STANDARDS
OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE BY LOCAL
AUTHORITIES HAVING JURISDICTION.
STORMWATER RUNOFF CONSIDERATIONS
ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MAINTAINED IN ACCORDANCE WITH VESCH AND THE
CONSTRUCTION SEQUENCE, INCLUDING THE INSPECTION OF ALL MEASURES AFTER ALL RAIN EVENTS.
A LEVEL 1 WET POND, AND SIX BIOFILTERS WILL BE CONSTRUCTED FOR THE PURPOSE OF ADDRESSING WATER
QUANTITY REQUIREMENTS. AT LEAST 75% OF NUTRIENT TREATMENT WILL OCCUR ONSITE. THE REMAINDER WILL BE
PURCHASED
STRUCTURAL PRACTICES:
1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PROVIDED
AT THE LOCATION INDICATED ON THE PLANS. IT IS IMPERATIVE THAT THIS MEASURE BE MAINTAINED
THROUGHOUT CONSTRUCTION. ITS PURPOSE IS TO REDUCE THE AMOUNT OF MUD TRANSPORTED ONTO PAVED
PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
2. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BARRIERS SHAL L BE INSTALLED DOWNSLOPE OF AREAS
WITH MINIMAL GRADES TO FILTER SEDIMENT -LADEN RUNOFF FROM SHEET FLOW AS INDICATED. ITS PURPOSE
IS TO INTERCEPT SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS AND PREVENT SEDIMENT FROM
LEAVING THE SITE.
3. STORM DRAIN INLET PROTECTION - 3.07 STONE FILTERS SHALL BE PLACED AT THE INLET OF ALL DRAINAGE
STRUCTURES AS INDICATED ON PLANS. ITS PURPOSE IS TO PREVENT SEDIMENT FROM ENTERING THE STORM
DRAINAGE SYSTEM PRIOR TO PERMANENT STABILIZATION.
4. DIVERSION DIKE - 3.09 A TEMPORARY RIDGE OF COMPACTED SOIL TO DIVERT WATER FROM A CERTAIN AREA.
5. SEDIMENT TRAP - 3.13 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELEASE TO DETAIN
SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE
MAJORITY OF SEDIMENT TO SETTLE OUT.
5.1. MAINTENANCE OF SEDIMENT TRAP - INSPECT TRAP EMBANKMENT WEEKLY TO ENSURE IT IS STRUCTURALLY
SOUND AND HAS NOT BEEN DAMAGED DURING CONSTRUCTION ACTIVITIES. ADDITIONALLY THE TRAP SHALL
BE CHECKED AFTER EVERY RAINFALL EVENT. ONCE THE SEDIMENT HAS REACHED THE DESIGNATED
CLEANOUT LEVEL IT SHALL BE REMOVED AND PROPERLY DISPOSED OF.
6. SEDIMENT BASIN - 3.14 A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATER RELASE
STRUCTURE FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGE WAY
7. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSPATING
DEVICES SHALL BE PLACED AT ALL OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS.
8. DUST CONTROL - 3.39 DUST CONTROL IS TO BE USED THROUGH THE SITE IN AREAS SUBJECT TO SURFACE AND
AIR MOVEMENT.
VEGETATIVE PRACTICES:
1. TOPSOIL (TEMPORARY STOCKPILE) - 3.30 TOPSOIL SHALL BE STRIPPED FROM AREAS TO BE GRADED AND
STOCKPILED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE LOCATED ONSITE AND SHALL BE
STABILIZED WITH TEMPORARY SILT FENCE AND VEGETATION.
2. TEMPORARY SEEDING - 3.31 ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE THAN 30 DAYS
SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING OF
THOSE AREAS. SELECTION OF THE SEED MIXTURE SHALL DEPEND ON THE TIME OF YEAR IT IS APPLIED.
3. PERMANENT SEEDING - 3.32 FOLLOWING GRADING ACTIVITIES, ESTABLISH PERENNIAL VEGETATIVE COVER BY
PLANTING SEED TO REDUCE EROSION, STABILIZE DISTURBED AREAS, AND ENHANCE NATURAL BEAUTY.
4. SOIL STABILIZATION BLANKETS & MATTING - 3.36 A PROTECTIVE COVERING BLANKET OR SOIL STABILIZATION
MAT SHALL BE INSTALLED ON PREPARED PLANTING AREAS OF CHANNELS TO PROTECT AND PROMOTE
VEGETATION ESTABLISHMENT AND REINFORCE ESTABLISHED TURF.
MANAGEMENT STRATEGIES
1. PROVIDE SEDIMENT TRAPPING MEASURES AS A FIRST STEP IN GRADING, SEED AND MULCH IMMEDIATELY
FOLLOWING INSTALLATION.
2. PROVIDE TEMPORARY SEEDING OR OTHER STABILIZATION IMMEDIATELY AFTER GRADING.
3. ISOLATE TRENCHING FOR UTILITIES AND DRAINAGE FROM DOWNSTREAM CONVEYANCES IN ORDER TO
MINIMIZE PERIMETER CONTROLS.
4. ALL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE MAINTAINED UNTIL THEY ARE NO LONGER
REQUIRED TO COMPLY WITH THE CONTRACT DOCUMENTS OR STATE LAW.
PERMANENT STABILIZATION
ALL NON -PAVED AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING
IMMEDIATELY FOLLOWING FINISHED GRADING. SEEDING SHALL BE IN ACCORDANCE WITH STD. & SPEC. 3.32,
PERMANENT SEEDING. SEED TYPE SHALL BE AS SPECIFIED FOR "MINIMUM CARE LAWNS" AND "GENERAL SLOPES" IN
THE HANDBOOK FOR SLOPES LESS THAN 3:1. FOR SLOPES GREATER THAN 3:1, SEED TYPE SHALL BE AS SPECIFIED
FOR "LOW MAINTENANCE SLOPES" IN TABLE 3.32-D OF THE HANDBOOK. FOR MULCH (STRAW OR FIBER) SHALL BE
USED ON ALL SEEDED SURFACES. IN ALL SEEDING OPERATIONS SEED, FERTILIZER AND LIME SHALL BE APPLIED
PRIOR TO MULCHING.
SEQUENCE OF INSTALLATION
PHASE I (SEE SHEET C3.3, C3.4, C3.5, C3.6, C3.7, C3.8, C3.9, C3.10)
1. A PRE -CONSTRUCTION MEETING IS REQUIRED WITH ALBEMARLE COUNTY E&S INSPECTOR, CONTRACTOR,
OWNER, AND ENGINEER. THIS MEETING SHALL TAKE PLACE AT THE COUNTY OFFICE BUILDING. CLEARING
LIMITS MUST BE FLAGGED PRIOR TO THE MEETING WITH ONE (1) WEEK OF NOTICE.
2. INSTALL CONSTRUCTION ENTRANCE. SHOULD THE TEMPORARY CONSTRUCTION ENTRANCE NOT BE MAINTAINED
PROPERLY OR AN EXCESSIVE AMOUNT OF SOIL BE TRACKED ONTO THE PUBLIC ROADWAY, THEN A PAVED
CONSTRUCTION ENTRANCE, WATER TANKER TRUCK WITH PRESSURE WASHERS, AND SETTING AREA MAY BE
REQUIRED BY THE EROSION CONTROL INSPECTOR.
3. INSTALL PERIMETER SILT FENCE AND TREE PROTECTION ALONG LIMITS OF GRADING.
4. INSTALL SEDIMENT TRAPS AND SEDIMENT BASIN PER PLAN.
5. INSTALL DIVERSIONS DIKES TO DIRECT RUNOFF TO THE TRAPS AND BASIN. CONTRACTOR TO ENSURE POSITIVE
DRAINAGE. STABILIZE ALL AREAS AFTER INSTALLATION.
6. AFTER ALL MEASURES ARE IN PLACE, CONTRACTOR TO COORDINATE INSPECTIONS AS REQUIRED BY THE
COUNTY OF ALBEMARLE.
7. CLEAR AND GRUB THE PROJECT AREA AND BRING SITE UP TO GRADE. A STOCKPILE AREA HAS BEEN INDICATED
ON THE PLAN FOR USE BY THE CONTRACTOR.
8. SEED ALL DENUDED AREAS PER VESCH STANDARDS.
PHASE II (SEE SHEET C3.11, C3.12, C3.13, C3.14, C3.15, C3.16, C3.17, C3.18)
9. AS CONTRACTOR BRING SITE UP TO GRADE - CONSTRUCTION ROAD STABILIZATION MAY BE REQUIRED IF
DEEMED NECESSARY.
10. KEEP THE PHASE 1 DIVERSION DIKES IN PLACE AS LONG AS POSSIBLE. MAINTAIN POSITIVE DRAINAGE
TOWARDS SEDIMENT TRAPS AND BASIN TO FULLEST EXTENT POSSIBLE. AS ONCE SEDIMENT BASIN IS BROUGHT
OFFLINE, DIVERT WATER AS NECESSARY TO REMAINING TRAP OR BASIN. ENSURE THAT NO SECTION OF SILT
FENCE IS OVERLOADED.
11. INSTALL UTILITY NETWORKS PER PLAN.
16. INSTALL INLET PROTECTION WHERE SHOWN ON THE PHASE II EROSION AND SEDIMENT CONTROL PLAN AND AS
THE STORM SYSTEM IS CONSTRUCTED AND BECOMES OPERATIONAL.
17. ADJUST DIVERSION DIKES AND REMOVE SEDIMENT TRAP AS UPHILL DRAINAGE AREAS ARE STABILIZED AND
HAS BEEN APPROVED BY ESC INSPECTOR FOR REMOVAL.
18. COMPLETE GRADING, INSTALL CURB AND GUTTER, AND BUILDING PADS.
19. ONCE THE STORM NETWORK IS FULLY ONLINE, CLOSE REMAINING SEDIMENT TRAPS.
20. ALL STORMWATER PIPING & STRUCTURES SHALL BE INSPECTED FOR SILT/SEDIMENT. IF PRESENT,
SILT/SEDIMENT SHALL BE CLEANED OUT FOR THE SYSTEM TO THE SATISFACTION OF THE E&S INSPECTOR.
21. APPLY PERMANENT SOIL STABILIZATION TO AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED.
MINIMUM STANDARDS:
AN EROSION AND SEDIMENT CONTROL PROGRAM ADOPTED BY A DISTRICT OR LOCALITY MUST BE CONSISTENT WITH THE
FOLLOWING CRITERIA, TECHNIQUES AND METHODS:
MS-1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS
AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE
APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN
DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE
TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
MS-2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR
PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR THE TEMPORARY
PROTECTION AND PERMANENT STABILIZATION OF ALL SOIL STOCKPILES ON SITE AS WELL AS BORROW AREAS
AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE.
MS-3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY
STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS
ACHIEVED THAT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION.
MS-4. SEDIMENT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER MEASURES INTENDED TO TRAP SEDIMENT
SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL
BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
MS-5. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS
IMMEDIATELY AFTER INSTALLATION.
MS-6. SEDIMENT TRAPS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE
SERVED BY THE TRAP.
A. THE MINIMUM STORAGE CAPACITY OF A SEDIMENT TRAP SHALL BE 134 CUBIC YARDS PER ACRE OF DRAINAGE
AREA AND THE TRAP SHALL ONLY CONTROL DRAINAGE AREAS LESS THAN THREE ACRES.
MS-7. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION.
SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL
BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED.
MS-8. CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE
TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE.
MS-9. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE
PROVIDED.
MS-10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT
SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR
OTHERWISE TREATED TO REMOVE SEDIMENT.
MS-11. BEFORE NEWLY CONSTRUCTED STORMWATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL,
ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE
INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL.
MS-12. WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE
ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT
POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF
CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY
NONERODIBLE COVER MATERIALS.
MS-13. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY
SIX-MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL
SHALL BE PROVIDED.
MS-14. ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE
WATERCOURSES SHALL BE MET.
MS-15. THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE
WATERCOURSE IS COMPLETED.
MS-16. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN
ADDITION TO OTHER APPLICABLE CRITERIA:
A. NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME.
B. EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES.
C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED
SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT
FLOWING STREAMS OR OFF -SITE PROPERTY.
D. MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE
EROSION AND PROMOTE STABILIZATION.
E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS.
F. APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH.
MS-17. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE
MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE
SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE, THE ROAD SURFACE SHALL BE CLEANED
THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR
SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED
ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL
DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES.
MS-18. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL
SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE
AUTHORIZED BY THE LOCAL PROGRAM AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS
RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT
FURTHER EROSION AND SEDIMENTATION.
MS- 19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT
DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF
STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION IN ACCORDANCE WITH THE
STANDARDS AND CRITERIA LISTED IN SECTION 19 OF VIRGINIA ADMINISTRATIVE CODE 9VAC25-840-40 MINIMUM
STANDARDS.
GENERAL EROSION AND SEDIMENT CONTROL NOTES:
ES-1: UNLESS OTHERWISE INDICATED, CONSTRUCT AND MAINTAIN ALL VEGETATIVE AND STRUCTURAL EROSION
AND SEDIMENT CONTROL PRACTICES ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE
LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS.
ES-2: THE CONTROLLING EROSION AND SEDIMENT CONTROL AUTHORITY WILL MAKE A CONTINUING REVIEW AND
EVALUATION OF THE METHODS AND EFFECTIVENESS OF THE EROSION CONTROL PLAN.
ES-3: PLACE ALL EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO OR AS THE FIRST STEP IN CLEARING,
GRADING, OR LAND DISTURBANCE.
ES-4: MAINTAIN A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN ON THE SITE AT ALL TIMES.
ES-5: PRIOR TO COMMENCING LAND -DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS
(INCLUDING, BUT NOT LIMITED TO, OFFSITE BORROW OR WASTE AREA), SUBMIT A SUPPLEMENTARY
EROSION CONTROL PLAN TO THE ARCHITECT/ENGINEER AND THE CONTROLLING EROSION AND SEDIMENT
CONTROL AUTHORITY FOR REVIEW AND ACCEPTANCE.
ES-6: PROVIDE ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
SEDIMENTATION AS DETERMINED BY THE RESPONSIBLE LAND DISTURBER. (MODIFIED NOTE)
ES-7: ALL DISTURBED AREAS SHALL DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING
LAND -DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT.
ES-8: DURING DEWATERING OPERATIONS, PUMP WATER INTO AN APPROVED FILTERING DEVICE.
ES-9: INSPECT ALL EROSION CONTROL MEASURES DAILY AND AFTER EACH RUNOFF- PRODUCING RAINFALL EVENT.
MAKE ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL
DEVICES IMMEDIATELY.
SOILS INFORMATION:
21B - CULPEPER FINE SANDY LOAM, 2 TO 7 PERCENT SLOPES. 40 TO 79 INCHES TO PARALITHIC AND LITHIC BEDROCK,
WELL DRAINED. HYDROLOGIC SOIL GROUP: B
21C - CULPEPER FINE SANDY LOAM, 7 TO 15 PERCENT SLOPES. 40 TO 79 INCHES TO PARALITHIC AND LITHIC BEDROCK,
WELL DRAINED. HYDROLOGIC SOIL GROUP: B
22C3 - CULPEPER FCLAY LOAM, 7 TO 15 PERCENT SLOPES. 40 TO 79 INCHES TO PARALITHIC AND LITHIC BEDROCK,
WELL DRAINED. HYDROLOGIC SOIL GROUP: B
48E - PHILOMONT SANDY LOAM, 25 TO 45 PERCENT SLOPES. MORE THAN 80 INCHES TO RESTRICTIVE FEATURE, WELL
DRAINED. HYDROLOGIC SOIL GROUP: A
COUNTY OF ALBEMARLE
k Deparnnent of Community Development
Construction Record Drawings (As -built) for VSMP
The following is a list of information required on construction record drawings for
stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the
construction record drawing be prepared by someone other than the designer. Please do not
provide design drawings as construction record drawings.
A. A signed and dated professional seal of the preparing engineer or surveyor.
B. The name and address of the firm and individual preparing the drawings on the title sheet.
C. The constructed location of all items associated with each facility, and the inspection records to verify
proper dimensions, materials and installation. The items include, but are not limited to the following:
1. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
2. Video Pipe Inspection for any pipes which are not accessible or viewable.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities.
S. Current physical and topographic survey for all earthen structures. Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required
for alterations from the design.
6. Plants, location and type.
7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the
installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s),
inlet and outlet protection, alignment and invert elevations compared to design.
8. Computations: For significant deviations from design, provide sealed computations verifying that
the as -built condition is equivalent or better than design.
9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical
sections and linings.
10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage
must be within platted easements. Provide copies of recorded documents.
11. Guardrail, fences or other safety provisions - Display the constructed location of all safety
provisions; fences, guardrail, including the type, length and applied end treatments, compared to
design.
12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to
material types and depths. Include inspection reports, boring or test pit reports and materials
certifications. Biofilter media most be an approved state mix.
13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable.
14. Compaction reports are required to verify fill compaction in dams.
15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning.
U CRAIG W. I. KOTARSKI
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NOTES:
1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR
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2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING
PLATES 3.18-3 AND 3.18-4.
'FASTBALL RGL' 'FASTBALL RGL'
(TURF TYPE
\IIIII
/
-ilill01� -
•
J. DENKO
3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6
'CLIMAX'
� //�
4.5' MIN.
•
CHECKED BY
INCHES.
20.00% PHLEUM PRA TENSE, TIMOTHY, 1.20
'CLIMAX'
•
C. KOTARSKI
OP 3.18-1
12.00% TRIFOLIUM HYBRIDUM ALSIKE CLOVER 3.25
DD CWD 3.09-1
• •
SCALE
OUTLET PROTECTION
12"
GRAVEL FILTER
TEMPORARY DIVERSION DIKE
10.00% AGROSTIS PERENNANS, AUTUMN BENTGRASS, 14.00
RUNOFF WATER WIRE MESH
N.A.
NO SC81@
No Scale
ALBANY PINE BUSH - ALBANY PINE BUSH -
FILTERED WATER
•
TABLE 3.31-13
NYECOTYPE NY ECOTYPE
�:>,';" :'q :'
•
ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS
•a
"QUICK REFERENCE FOR ALL REGIONS"
8.00% AGROSTIS ALBA REDTOP 8.00
PLANTING DATES SPECIES RATE (LBS./ACRE)
100% MIX PRICE/LB BULK: $3.61
J _I I
���• •■�
v
SEDIMENT '� II < . ?';
❑■■■
O■❑❑.
SEPT. 1 -FEB. 15 50/50 MIX OF
SEEDING RATE: 40-60 LB PER ACRE
CONCRETE - -
J
DOOM■■■
ANNUAL RYEGRASS
WOODLAND OPENINGS
GUTTER CURB INLET
(LOLIUM MULTI-FLORUM)
12.
& 50-100
THE SHADE -TOLERANT GRASSES AND CLOVER ARE GOOD FOR
GRAVEL SHALL BE VDOT#3, #357 OR 5 COARSE AGGREGATE.
CEREAL (WINTER) RYE
WOODLAND OPENINGS AND PARTIALLY SHADED SITES. MIX
(SECALE CEREALE)
FORMULATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE DEPENDING
ON THE AVAILABILITY OF EXISTING AND NEW PRODUCTS. WHILE THE
FEB. 16 - APR. 30 ANNUAL RYEGRASS 60-100
FORMULA MAY CHANGE, THE GUIDING PHILOSOPHY AND FUNCTION OF
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE AT
id
U)
LOLIUM MULTI-FLORUM
( )
THE MIX WILL NOT.
CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO
CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND
J
MAY 1 -AUG. 31 GERMAN MILLET 50
TS (SETARIA ITALICA) 3.31
UNPROTECTED AREAS.
I P 3.07- 6
PERSPECTIVE VIEW
Q
w
0
TEMPORARY SEEDING PLANT MATERIALS
SLOPE STABILIZATION SEED MIX
STORMWATER INLET PROTECTION
yi Mtt
3 G,'r r"5 r fr
Q
J
O
No Scale
I No Scale
No Scale
V
O
\
/
(-
TABLE 3.32-D
o
z _
Z
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER
1eYtr ;
��
Q
TOTAL LBS. PER ACRE
FILL SLOPE
r ::; x ^ t
O w
LJ
MINIMUM CARE LAWN
EARTHEN RIDGE
WARE"
m
/�
COMMERCIAL OR RESIDENTIAL 175-200 LBS.
-
,A°�C ETE
9"
FABRIC
,L LINE POST
`L Q
7
KENTUCKY 31 OR TURF -TYPE TALL FESCUE 90-100%
IMPROVED PERENNIAL RYEGRASS 0-5%
BLOCK
_SCR
-
III IIIII ( IIIII (IIII IIII IIIII IIIII
a METAL(TOR ��iMAX� GROUND
M)POST OR
MAX'(U)POSTS BRACING CONCRETE FOOTING
Q
LJJ
KENTUCKY BLUEGRASS 0-5%5'MIN.
(IIIII IIII IIIII
-
GENERAL SLOPE (3:1 OR LESS)
- -IIII -IIIII
III IIIII IIII III IIIII III
PERSPECTIVE VIEW PERSPECTIVE VIEW
PLASTIC FENCE METAL FENCE
O=LJJ
KENTUCKY 31 FESCUE 128 LBS.
RED TOP GRASS 2 LBS.
2'
U
SEASONAL NURSE CROP ` 20 LBS.
-
06
150 LBS.
LOW -MAINTENANCE SLOPE (STEEPER THAN 3:1)
FD 3.10-1
SF 3.10
Z
` SEE SLOPE STABILIZATION SEED MIX
-
VEL R�
Q
TEMPORARY FILL DIVERSION
SAFETY FENCE
(n
WIRE
SCREEN FILTERED
O
No Scale
No Scale
���� WATER
RUNOFF OVERFLGvv�,�
` USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES
WATER �� _
WITH
Lij
AS STATED BELOW:
„ .
SEDIMENT
FEBRUARY 16TH THROUGH APRIL.................................. ANNUAL RYE
' ...
MAY 1ST THROUGH AUGUST 15TH ............................ FOXTAIL MILLET
•: DROP
1-I I I ElI I I
El El
AUGUST 16TH THROUGH OCTOBER ............................... ANNUAL RYE
INLET
J-Il-IJ-I
NOVEMBER THROUGH FEBRUARY 15TH........................ WINTER RYE
SEDIMENT ;>.' WITH GATE
l
ED -I I I 1-I ED I I 1-
" SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF
FARMVILLE, VA (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL
STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION
OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU
SPECIFIC APPLICATION: THIS METHOD OF INLET PROTECTION IS APPLICABLE
FENCE ATTACHED TO POSTS (PRE -WEATHERED WOOD,
OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED
WHERE HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW CAPACITY
GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST
MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE
IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE.
40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO
ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER
GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL
-
SEEDING PERIODS; ADD 10-20 LBS./ACRE IN MIXES.
GRAVEL SHALL BE VDOT#3, #357OR #5 COARSE AGGREGATE.
CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE
IP 3.07- 3
FENCE AS A TREE PROTECTION FENCE.
TP
JOB NO.
46883
PS 3 32
NO SCALE 3 38
PERMANENT SEEDING MIX FOR PIEDMONT AREA
DRAIN INLET PROTECTION
TREE PROTECTION
SHEET NO.
Flra:RM
C3.1
No Scale
No Scale
L
Table 11: Outlet Protection Design Table (ref. Va. Erosion and Sediment Control Handbook, spec. 3.18)
OUTLET PROTECTION DESIGN
apron on
level ground
Outlet
Hydraulics
Apron
0
2)
°
o
d
N
L
C
'4
N
6
N
OIL0
C
U
6
S1
.�
x
O
N
W
O1
�
1Y
N
m
EE
`�
A
0
0
M
t
a
O
Z
v
o
0
3
3
S
rernarks
100
4
3.23
411.00
414.20
3.2
Max
12.0
1 22.4
20.0
pass I
jWet pond outfall
200
3
37.00
414.13
422.14
8.0
Max
9.0
15.8
14.0
pass I
Outfall into wet pond
300
1.25
3.17
414.28
422.14
7.9
Max
3.8
6.8
6.0
Class AI
Outfall into wet pond
400
1.25
3.06
459.50
460.31
0.8
Max
3S
6.8
6.0
Class AI
Outfall Into Bio 1C
500
1.25
1.93
456.03
454.49
0.0
Min
3.8
9.9
1 8.0
Class AI
Outfall Into Bio 1E
600
1.25
1.29
459.50
460.31
0.8
Max
3.8
6.8
6.0
Class AI
Outfall into Bio 1C
700
1.5
1.65
439.50
1 440.70
1.2
Max
4.5
8.9
8.0
Class AI
Bio 2A outfalI
800
1.5
7.84
446
446.83
0.8
Max
4.5
8A
8.0
Class AI
Outfall into Bio 2A
RD Outfall
1
4.55
443.75
444.52
0.8
Max
3.0
6.6
6.0
Class AI
Outfall into Bio 1A
RD Outfall
1
1.37
456
454.5
0.0
Min
JoT5
6.0
Class AI
Outfall into Bio 1B
N
d
�
y
�
d
0
N
n
a
W
0
o
Class Al
0 - 1.1
Class 1
1.1 - 1.6
Class 11
1.6 - 2.2
Class 111
2.2 - 2.8
Type ll
2.8 - 4.5
Type 1
4.5 -
Table 16: Sediment Trap design (spec 3.13)
Sediment Trap design - #1
drainage area (acres) (<3)
2.59
trap volumes:
volume
elevation (ft) area (so volume(cy)
cumulative
(cy)
445 2275
446 3371 104.6
104.6
447 4562 146.9
251.5
448 5811 192.1
443.6
wet storage
ORIGNA.
GROUND
[llV
-SEE PUTE 113-1
,• WMMRLC
CREST OF STONE WEIR I wort• I
DRY STORAGE
WEI STORAGE
(ODCAW.TED)
vARvaT'
,FLIER CLOTH CTM:�RnI
URa
nn
COMSE AGGREGATE cU I RPRIP
wet storage required (cy) (67•DA)
173.5
bottom of stone weir (ft)
447.0
wet storage provided at this elevation (cy)
251.5
`"coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides 21
weir length (ft) (6xDA)
15.5
dry storage:
bottom of trap elevation (ft)
445
dry storage required (cy) (67'DA)
173.5
bottom trap dimensions:
160k22'
crest of stone weir
448.0
top of dam elevation (ft)
448
dry storage provided at this elevation (cy)
1921.
top width of dam (ft)
2
slope of dry storage sides 2:1
top trap dimensions
180'x42'
Table 16: Sediment Trap design (spec 3.13)
Sediment Trap design - #2
drainage area (acres) (<3)
1.65
trap volumes:
volume
elevation (ft) area (so volume(cy)
cumulative
(cy)
437 1190
438 2045 59.9
59.9
439 3056 94.5
154.4
440 4123 132.9
287.3
wet storage
ORICNAL CREST or STONE WEIR
GROUND \
4EV.
-SEE RATE 3.13-t
DRY STORAGE
WET STORAGE
(DICAwIED)
VM,ALF
�N �nawnr'
�• IA1% I
FLTR CLOTK DRM}IML
GROUND
EEEv
COME AMAEGTE•' CUSS I RpUR
wet storage required (cy) (67'DA)
110.7
bottom of stone weir (ft)
439.0
wet storage provided at this elevation (cy)
154.4
"coarse aggregate shall
be VDOT #3, #357 of #5
slope of wet storage sides 21
weir length (ft) (6xDA)
9.9
dry storage:
bottom of trap elevation (ft)
437
dry storage required (cy) (67`DA)
110.7
bottom trap dimensions:
122k1T
crest of stone weir
448.0
top of dam elevation (ft)
440
dry storage provided at this elevation (cy)
132.9
top width of dam (ft)
2
slope of dry storage sides 2-1
top trap dimensions
140'x30'
Table 15: Sediment Basin design (spec 3.14)
Sediment Basin design
MIN. 1' WI SPILLWAY
2' WITHOUT
CREST OF EMERGENCY
SPILLWAY
drainage area (acres)
19.04
basin volumes: (using T contour intervals)
DESIGN HIGH WATER
(25-YFt. STORM 0".)
elevation (ft) contour area (so
wlume(cy)
cumulative volume
r-D.s•
(cy)
413 2973
RISEN CREST
414 4629
140.8
140.8�
STORAGE
DEYIATERING
415 6479
205.7
346.5
WET sroRAGE
416 8520
277.8
624.2
417 10753
356.9
981.1
418 13205
443.7
1424.8
SEDIMENT OLEANOSTORAGE EONT
DLIC
t WET E CE0
C.Y./
ro 3. C.Y./ ACRE)
E)
419 15882
538.6
1963.5
420 18782
641.9
2605.4
421 21904
753.4
3358.8
422 25204
872.4
4231.2
423 28589
996.2
5227.4
424 32074
1123.4
6350.8
425 35660
1254.3
7605.1
426 39346
1389.0
8994.1
wet storage:
wet storage required (cy) (67•DA)
1275.7
design high water (25 year storm)
425.0
dewatering orifice elevation (ft)
418.0
top of dam (ft)
426.0
wet storage provided at this elevation (cy)
1424.8
top width of dam (ft)
10.0
available volume before cleanout (cy) (33"DA)
981.1
bottom of basin (ft)
413.0
cleanout elevation (ft)
417.0
approx. bottom dimensions:
27'x218'
distance from cleanout to orifice (ft) (> 1')
1.0
upstream face slope:
3:1
downstream face slope:
3:1
dry storage:
dry storage required (cy) (67'DA)
1275.7
baffles:
No
principle spillway crest (ft)
422.0
length of flow, L (ft)
218
total storage provided at this elevation (cy)
4231.2
effective width, We (ft)
27
diameter of dewatering orifice (in)
10.0
L / We (battles required if > 2)
8.1
diameter of flexible tubing (in) (orifice+2")
12.0
collars:
No
runoff.
depth of water at spillway crest (ft)
N/A
'from hydroCAD calculations
slope of upstream face (Z:1)
N/A
slope of barrel (Sb)
N/A
Q 2yr
42.9
length of barrel in saturated zone (Ls)
N/A
Q 25yr
119.4
number collars required
N/A
dimension of collars
N/A
principle spillway:
422
available head (ft)
4.0
emergency spillway:
No
riser diameter (in)
54
bottom width (ft)
N/A
slope of exist channel (ft/ft)
N/A
trash rack (in)
72
minimun length of exit channel (ft)
N/A
barrel length (ft)
116
crest of spillway (ft)
N/A
head on barrel through embankment (ft)
1.4
diameter of barrel (in)
48
E
EO
TYPICAL ORIENTATION OF •(STABILIZATION
SHALLOW
•
ON •SLOPES,
PROTECTIVE COVERINGS MAY BE APPLIED
ACROSS THE SLOPE.
11 d
WHERE THERE IS A BERM AT THE BERM
TOP OF THE SLOPE, BRING THE
MATERIAL OVER THE BERM AND
STEEP ANCHOR IT BEHIND THE BERM.
SLOPE
n=n-11-1r
R='n'Inlrunn
u nn nn nl.
II n.nnnn nn-u-
_::3.•ro.... ... • . SLOPES, APPLY PROTECTIVE
COVERING PARALLEL TO THE DIRECTION
OF FLOW AND ANCHOR SECURELY.
BRING MATERIAL Y1=�1=1141=�1=1�-11
DOWN TO
BEFOREA LEVEL AREA TERMINATING THE
•TURN THE
FLOW END UNDER 4" AND STAPLE
DITCH
AT 12" INTERVALS.
IN DITCHES, APPLY PROTECTIVE COVERING
II n1I�IT�PARALLEL TO THE DIRECTION OF •
'I IIn II IIniI R=nUSE CHECK SLOTS• . AVOID
JOININGCENTER OF
POSSIBLE.DITCH IF AT ALL
SOIL STABILIZATION BLANKET (TREATMENT-1
No Scale
TYPICAL VESCH TREATMENT - 1 (SOIL STABILIZATION BLANKET)
INSTALLATION CRITERIA
011
TAMP
FIRMLY CHECK SLOT
2"
O
JUNCTION SLOT
rTAMF
2"
F
ANCHOR
NOTES
SLOT
APPROXIMATELY 200 STAPLES REQUIRED
PER 100 SQ. YDS. OF MATERIAL ROLL.
ANCHOR SLOTS, JUNCTION SLOTS &
CHECK SLOTS TO BE BURIED 6" TO 12".
12" MAX. 4:1 OR FLATTER
6" MAX. STEEPER THAN 4:1 1
EDGE AND END JOINTS
TO BE SNUGLY ABUTTED
I I I I III
I
(JUTE MESH WILL HAVE
I
I
STAPLED LAP JOINT IN
I
LIEU OF EDGE JOINT)
I I I
I I
5' MAX. 4:1 OR FLATTER 3'
1
I
MAX. STEEPER THAN
I I
I I
CHECK SLOT I I I
I
I I I I
1"TO 2" I I I I I
z I I
I I I I I
L7 If VAR.�t--VAR.yr
STAPLE FORMED FROM NO.11 STEEL WIRE. CHECK SLOTS AT MIN. W C-C
IT STAPLE MIN. LENGTH FOR SANDY SOIL. INTERVALS; NOT REO.'D WITH
ALL COMBINATION BLANKETS
FIRMLY
O
F-
TERMINAL FOLD
TAMP FIRMLY
[---4„----j r
SOIL STABILIZATION BLANKET (TREATMENT-1
No Scale
L
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U CRAIG W I. KOTARSKI
Lic. No. 0402MS07
.�. 02-0-7-22,
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DATE
0210712022
DRAWN BY
R. VAN NIEKER
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
SCALE
N.A.
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JOB NO.
46883
SHEET NO.
C3.2
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Use permanent SWM riser and DiDe
SCALE 1"=20' ISHEET CM I HEET C 4 EROSION CONTROL LEGEND
LIMITS or aEARwe AND eRAomc
> _--s:_ _ . . . . . DRAINAGE DIVIDE
CURB 0 20' 40' SHEETC3.9 _ SOIL AREA DIVIDE
coxsraurnoN Ex1RANCE 3.02
71 _�--___ / o o { _ 17/11 I,lll // - '/ % f SF SILT FENCE 3.05
O/vi/ KrN / —` —_ — — ----o�°/\
f—�I
I—C%\ 1 / 3I—, 6�
�\ �<i�NE(\//
\\I II ODSSIPTBP
® IxLEvornoN 3.0>
C.5 �
o IT DIWR51ON DIKE 3.09
— — — — SD CUR o
SHFFT C .10 I 1 \\ \ J / '`—1 `I seDlMErTRAP 3.33INV.iIo oINVOUT
Gbo
SDCURB INLET W/MHe o° II/ ° SEDIMENTNRGIN 3.140 o
' 0 \
TO 'o o/ �
INV.IN422.803CP o o/ o =11
0
ouTeT PRoreCOON 3.10 �\0'o HET7INo p o
o /°//° C38
—SP INLET W/GRATE o ° /°\/ TBMORARYSEEDING 331
0TOP=42,-46'_
INV.OUT=422.98'15'RCP— — SD CUR INLET W/MHD
PERM. DR1N \ \ � � / \ \ � \ ` \ \ ` ` _ _ — — _ TOP=�J'P8.72' � � � — � \ \ \\` � \\\\l I / PS PERMANENTSEEDwc 3s2
EASEMENT INV.IN=420.85' 15"RCP
/ \ \ \ \ MD mumRlxG 3.3s
EYG�EPTl9I\f 13; r \ \ \
SEE VDOT PLAN \ \ \ — INV OUT=420.72' 15"RCP \
AliC CJJ \ \ P-
TREE PROOFMON FENCE 3.39
EY MAP TP T
/ / EASEMENT
DUST CONTROL 3.39
— SUADIMCD wnH STAwuunoN
BM AREAS STEEPER -AN 3:1 TO BE 3.36
IRANNET
SOIL TYPE: 22C3 — — _ _ _ 'VIRGINIA EROSION AND SEDIMENT COMaOL HANDBOOK" SP'AFICATION NUMBER
--— // \ SOIL TYPE:21B
EXISTING PAVED WALKWAY — _ /"/ / /' MU— — — —
CI
\ \ VDOT PLAN CL / / /' \ l ' / _ PAVED WALK
_ --- `------- -----------�--- — ------ --- ---
\ TRAIL EASEME�T / / I / / / � \ \ \ \ — `-i - � / / 1 1 1 / /
IN-
-FLARED END SECT
EASE
PEI�M. DRAIN / // / / \ \ ' \ \ ` ` \ \ — 1NV.IN--43b.53' 15"
SEE VDOT`PLAN / l r ' —�
— — — — — — — — — — — — — — — — — — — — — —
\ PROPOSED TEMP. I I \ \\————————————————— — — — — —— \\ \
\ ' SLOPE EASEMENT \ \ \ \ —
SEE 11DOT PLAN I ` \ \ — \ \ \ ` \ — — — — — —
CENTEI'RLWE JK TRAIL
mom new, jmft�
Iw------\
__ \ \
*41#�
W \ \\ `\ I I I\ \i \ \ \ \\ \
z, \ \ \ \ \CONTRACTOR TO LIMI'F THE AMQUNIT OF
C) \ \ \ DII>\TURBANCE TO THE EXTENT \ \ \ I \
Q \ \ \ \ \\ \NECESSARY FOR SANITARY SE\IIVER a� �I
'CONSTRUC�ON. RESTORE GRADEI I \ \ R , I
\ \ \ \ \ \ \ \SEED AND STRAW \ \ \ I
\ \ \ \ I \ \
\ \ \ \ \ \ \ \ DC PS
\ \ \ \ \
ABEMAR E C\V UNTY GIS \ LE COUNTY GS pLBEMAAA CMTICkL SLOP S- QANAGED \
\
/ �■\ T � \ _ � = � _ �/ ` \ C}21UCAL S6pPES -PRESERVED
SF \\
IL
\ I
of
T SEDIMENTRAP #2
_ 1 /
1.65 ACRE DRAINAG AREA /
It TOTAL STORAGE REQUIRED: $22 CY /
// TOTAL STORAGE PROVIDED: 287 CY
TOP OF DAM ELEVATION: 4\40.0(S T�2
/ / I
12 I d
/��' I / I I
170
,�ri / I I 1
c/ I
/ �/ /
LIMITS OF DISTURBANCE = 18.44 AC \ \ `/ \1 PERM. PARK—
\ _ /
\ — — — — — — SEE VDOT PLAN
_s— --— ----- ------ ---------------- X— — — -- -- --- --- --- -- --- ---
— — '
PERM.; ------ --___ --_— — — — —
EASEM
DD
WAM
' ' v
\ TS SF ----- DC — _ C6
l ,u
I / Z
DD
/ I
x
' 24 WALNUT
/ I _
I ' I SOIL TYPE: 216
SOIL T4E: 48E
I
I `I 4,WTS
/—
I
I 1 I ISOIL TYPF�21C
.
I I I DC I—
I
/
24" CHERRY -
SHED l
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-� MATCHLINE SHEET 1;3.5
U CRAIG W. J. K0TARSKI
Lic. No. 0402048507
6,.02-0-7-22,
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DATE
REVISION DESCRIPTION
These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
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1. CONTRACTOR TO CONFIRM WATERLINE SIZE BEFORE MAKING CONNECTION.
2. CONTRACTOR SHALL VERTICALLY RELOCATE EXISTING UNDERGROUND UTILITY LINES AS REQUIRED PER
GRADING PLAN ON SHEET C5.0. 3.5 FT OF COVER SHALL BE MAINTAINED OVER EXISTING WATERLINES.
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A KNOX BOX SHALL BE REQUIRED FOR ANY STRUCTURE NOT MAINTAINED BY BY 24-HOUR STAFF.
ICHITECTICONTRACTOR SHALL COORDINATE WITH THE FIRE MARSHALS OFFICE FINAL LOCATION.
SD F ARED END SECTION --- l
SD FI ET=428.45' �1 _�-------------------------
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PERM. PARK SD INLET W/GRATE — ---
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PROPOSED
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LEGEND:
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AREA = 0.743 ACRES
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POST -DE L PED O F
AREA = 4.35 ACRES
MIN.
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I I I
O CRMG W. J. KOTARSKI
Lic. No. 0402048507
.�,.02-0�-22,
E
H
w
Q
DATE
0210712022
DRAWN BY
VAN NIEK
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
SCALE
1" = 60'
a
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JOB NO.
46883
SHEET NO.
C7.3
L
Drainage Area A
Drainage Area A Land Cover (acres)
A Soils
B Soils
C Soils
D Soils
Totals
Land Cover Rv
Forest/Open Space (acres)
0.00
0.00
Managed Turf (acres)
1.91
4.09
6.00
0.18
Impervious Cover (acres)
1.01
7.68
8.69
0.95
Total 14.69
Stormwater Best Management Practices (RR = Runoff Reduction)
otal Phosphorus Available for Removal in D.A. A (lb/yr) 21.35
Post Development Treatment Volume in D.A. A (ft) 33,977
--Select from dropdown lists --
Phosphorus
Phosphorus
UntreatedP
Runoff
Managed
Impervious
Volume from
Runoff
Remaining
Total BM
Phosphorus
Remaining
Removal
Load from
Phosphorus
Downstream Practice to be
Practice
Reduction
Turf Credit
Cover Credit
Upstream
Reduction
Runoff
Treatment
Removed By
Phosphorus
0
Credit (/o)
Area (acres)
Area (acres)
3
Practice (ft)
s
(ft3)
a
Volume (ft)
B
Volume (ft)
Efficiency
Upstream
Load to
Practice (lb)
Load (lb)
Employed
o
(/a)
Practices (lb)
Practice (lb)
6. Bioretention (RR)
6.a. Bioretention #1 or Micro-Bioretention #1 40
1.35
1.97
0
3,078
4,617
7,696
25
0.00
4.83
2.66
2.17
13.a. Wet Pond #1
or Urban Bioretention (Spec #9)
6.1b. Bioretention #2 or Micro-Bioretention #2 80
0.10
0.25
0
743
186
929
50
0.00
0.58
0.52
0.06
13.a. Wet Pond #1
(Spec #9)
13.a. Wet Pond #1 (Spec 414)
TC
TOTAL IMPERVIOUS COVER TREATED (ac) 2.22 AREA CHECK: OK.
TOTAL MANAGED TURF AREA TREATED (ac) 1.45 AREA CHECK: OK.
TOTAL RUNOFF REDUCTION IN D.A. A (ft3) 3,821
TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr) 21.35
TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 3.18
TAIL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 18.17
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
0 1 4.55 1 6.47 1 4,803 1 0 1 30,155 1 30,155 I 50 1 2.23
TOTAL IMPERVIOUS COVER TREATED (ac) 1 8.69 AREA CHECK: OK.
TOTAL MANAGED TURF AREA TREATED (ac)l 6.00 1 AREA CHECK: OK.
TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 18.07
TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr)
TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)
TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)
TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (lb/yr)
TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (lb/yr)
21.35
9.07
3.18
12.25
9.10
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 25.95
NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 37.98
TOTAL NITROGEN REMOVED IN D.A. A (lb/yr) 63.93
15.91 1 9.07 1 9.07
Nitrogen
Nitrogen
Nitrogen Load
Untreated
Remaining
Removal
from Upstream
Nitrogen Load
Removed
Nitrogen
Efficiency
By Practice
Practices (Ibs)
to Practice (Ibs)
Load (Ibs)
0
(/a)
(Ibs)
40
0.00
34.55
22.11
12.44
60
0.00
4.17
3.84
0.33
TOTAL RUNOFF REDUCTION IN D.A. A (ft3) 3,821
NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 25.95
SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only)
Site Results (Water Quality Compliance)
Area Checks
FOREST/OPEN SPACE (ac)
IMPERVIOUS COVER (ac)
IMPERVIOUS COVER TREATED (ac)
MANAGED TURF AREA (ac)
MANAGED TURF AREA TREATED (ac)
AREA CHECK
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
AREA CHECK
0.00
0.00
0.00
0.00
0.00
OK.
8.69
1.51
0.00
0.00
0.00
OK.
8.69
1.51
0.00
0.00
0.00
OK.
6.00
0.82
0.00
0.00
0.00
OK.
6.00
0.82
0.00
0.00
0.00
OK.
OK.
Site Treatment Volume (ft3) 11 40,794 11
Runoff Reduction Volume and TP By Drainage Area
RUNOFF REDUCTION VOLUME ACHIEVED (ft3)
TP LOAD AVAILABLE FOR REMOVAL (lb/yr)
TP LOAD REDUCTION ACHIEVED (lb/yr)
TP LOAD REMAINING (Ib/yr)
D.A. A
D.A. B
D.A. C
D.A. D
D.A. E
TOTAL
3,821
2,321
0
0
0
6,143
21.35
3.65
0.00
0.00
0.00
24.99
12.25
2.00
0.00
0.00
0.00
14.26
9.10
1.64
0.00
0.00
0.00
10.74
NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 63.93 16.67 0.00 0.00 0.00 80.60
Total Phosphorus
FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 25.63
TP LOAD REDUCTION REQUIRED (lb/yr) 18.07
TP LOAD REDUCTION ACHIEVED (lb/yr) 14.26
TP LOAD REMAINING (Ib/yr): 11.38
REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 3.82
Total Nitrogen (For Information Purposes)
POST -DEVELOPMENT LOAD (lb/yr) 183.36
NITROGEN LOAD REDUCTION ACHIEVED (lb/yr) 80.60
REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr)j 102.76
j> tP,L1.:IOp
U CRAIG W. J. KOTARSKI >
Lic. No. 0402048507
:�.02-07-22,?,Q;..
CL
O
oc
f
Z
O
a_
U
U
Uj
W
0
Z
O
U0
W
w
H
Q
DATE
0210712022
DRAWN BY
R. VAN NIEKERN
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
SCALE
N/A
zw
J
I --I a
0 LU
w
Eo
a
w
O°
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0
O
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L
JOB NO.
46883
SHEET NO.
C7.4
Drainage Area B
Drainage Area A Land Cover (acres)
CLEAR BMP AREAS
A Soils
B Soils
C Soils
D Soils
Totals
Land Cover Rv
Forest/Open Space (acres)
0.00
0.00
Managed Turf (acres)
0.00
0.82
0.82
0.20
Impervious Cover (acres)
0.00
1.51
1.51
0.95
Total 2.33
Stormwater Best Management Practices (RR = Runoff Reduction)
otal Phosphorus Available for Removal in D.A. B (lb/yr) 3.65
Post Development Treatment Volume in D.A. B (ft3) 5,803
--Select from dropdown lists --
Runoff
Managed
Impervious
Volume from
Runoff
Remaining
Total BMP
Phosphorus
Phosphorus
Untreated
Phosphorus Remaining
Removal
Load from
Phosphorus
Downstream Practice to be
Practice
Reduction
Turf Credit
Cover Credit
Upstream
Reduction
Runoff
Treatment
Removed By Phosphorus
0
Credit (/o)
Area (acres)
Area (acres)
3
Practice (ft)
3
(ft)
3
Volume (ft)
3
Volume (ft)
Efficiency
Upstream
Load to
Practice (lb) Load (lb)
Employed
%
( )
Practices (lb)
Practice (lb)
6.a. Bioretention #1 or Micro-Bioretention #1 40 0.82 1.51 0 2,321 3,482 5,803 25 0.00 3.64 2.00 1.64
or Urban Bioretention (Spec t
TC
TOTAL IMPERVIOUS COVER TREATED (ac) 1.51 AREA CHECK: OK.
TOTAL MANAGED TURF AREA TREATED (ac) 0.82 AREA CHECK: OK.
TOTAL RUNOFF REDUCTION IN D.A. B (ft3) 2,321
TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr) 3.65
TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 2.00
CHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 1.64
SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS
STRM
STORM SEWER DESIGN COMPUTATIONS
STORM FREQUENCY 10
PROJECT: Rio Point
LOCATION:
COUNTY: Albemarle
Designed by: J. Denko
Checked by: C. Kotarski
UNITS ENGLISH
PIPE
NO
FROM POINT
TO POINT
DRAIN.
AREA
"A"
Acre
(3)
RUNOFF
COEFF.
"C'MENTCA
(4)
CA
TOTAL
INLET
TIME
Minutes
(7)
RAIN
FALL
ln/Hr
(8)
RUNOFF
Q
CFS
(9)
INVERT ELEVATIONS
LENGTH
of Pipe
Ft.
(12)
SLOPE
Ft./Ft.
(13)
SIZE
(Dia.Or
Span/Rise)
In.
(14)
SHAPE
Capacity
CFS
(15)
Friction
Slope
Ft./Ft.
VEL
Vn
Ft/Sec
(16)
FLOW
TIME
Min.
(17)
REMARKS
(18)
INCRE-RLCCUMDDTL
(5)
UPPER
END
(10)
LOWER
END
(11)
REFERENCE
STA.
REFERENCE
(2)
STA.
101
102
100
0.000
0.000
0.000
1 2.511
1 2.511
0.000
8.901
22.349
410,736
409.529
120,623
0.010
48.000
Circular
143.659
0.000
8.324
0.242
239
240
238
0.220
0.800
0.176
0.176
0.000
6.000
6.230
1 096
464A69
460.614
177.078
0.020
15.000
Circular
9.913
0.000
5.331
0.554
237
238
236
0.440
0.770
0.339
0.572
0,057
6.554
6.072
3.472
460,510
455.860
172,955
0.027
15.000
Circular
11.471
0.002
8.209
0.351
235
236
234
0.420
0.730
0.307
1.211
0.333
6.905
5.976
7.236
455.760
455.030
73.191
0.010
18.000
Circular
11.362
0.004
6.829
0.179
233
234
232
0A20
0.770
0.323
1.639
0.105
7.083
5.929
9.716
454.930
452.955
197.497
0.010
24.000
Circular
24.505
0.002
7.364
0.447
231
232
230
O. 190
0.380
0.072
1.816
0.105
6.400
6.115
11.101
452.860
450.870
75.538
0.026
24.000
Circular
39.773
0.002
10.872
0.116
229
230
228
0.490
0.700
0.343
2.263
0.105
6.516
6.082
13.764
450,781
450.000
78.068
0.010
24.000
Circular
24.505
0.003
8.043
0.162
227
228
226
0.200
0.870
0.174
2.437
0.000
6.678
6.038
14.714
449.900
447.500
92.375
0.026
30.000
Circular
71.620
0.001
11.501
0.134
243
244
242
0.270
0.480
O. 130
0.130
0.000
6.000
6.230
0.807
460.000
45T774
111.286
0.020
15.000
Circular
9.894
0.000
4.867
0.381
241
242
226
0.300
0.430
0.129
0.316
0.057
6.381
6.120
1.931
457.670
456.080
73.507
0.022
15.000
Circular
10.288
0.001
6.443
0.190
225
226
224
0.180
0.900
0.162
2.915
0.000
6.811
6.001
1T491
447068
439.636
77.320
0.096
30.000
Circular
13Z749
0.002
19273
0.067
257
258
256
0.000
0.000
0000
0.240
0.240
6.000
6.230
1.497
451.439
450.870
56.921
0.010
15.000
Circular
6.996
0.000
4.547
0209.
255
2_5 6
25_ 0
0.240
0.740
0.178
0.418
0.000
6.209
6.169
5
2.-78
450.771
s s
4. 03_ .0
142.07s_
0.010
15.000
Circular
1 6.996
1 0.001
5.280
10.133
253
254
252
0.000
0.000
0.000
1.176
1.176
6.000
6.230
7.327
453,366
451.060
115.282
0.020
19.000
Circular
16.090
0.004
8.911
0.216
251
252
250
0.000
0.000
0.000
1.176
0.000
6.216
6.167
2253
450.958
449.600
84.479
0.016
18 000
Circular
14.425
0.004
8.192
0.172
249
250
224
0.000
0.000
0.000
1.784
0.190
6.387
6.118
10.915
449.500
432.174
128.821
0134
18.000
Circular
41.725
0.009
19.918
0.108
223
224
202
0.000
0.000
0.000
4.699
0.000
6.878
5.983
28.113
431.424
418.421
58.371
0.223
36.000
Circular
341.034
0.002
29.207
0.033
219
220
218
0.330
0.760
0.251
0.251
0.000
6.000
6.230
L563
464.000
460.700
206,104
0.016
15.000
Circular
8.853
0.000
5A47
0.631
217
218
216
0.510
0.760
0.388
0.638
0.000
6.631
6.050
3.863
460,800
456.700
191.781
0.021
15.000
Circular
10.229
0.003
7.770
0.411
215
216
214
0.250
0.940
0.210
0.848
0.000
7.042
5.940
5.039
456,600
456.300
25.456
0.012
15.000
Circular
7.595
0.005
6,634
0.064
213
214
212
0.380
0.790
0.300
1.149
0.000
7.106
5.923
6.803
456,200
453.859
234.116
0.010
18 000
Circular
11.377
0.004
6.739
0.579
211
212
210
0.080
0820
0.066
1329
0.114
7.685
5.775
2671
453,760
452,443
131.675
Q070
18.000
Circular
11.377
0.005
6.926
0.317
209
210
208
0.360
0.650
0.234
1.676
0.114
8.002
5.698
9.552
452.443
451.275
116.823
0.010
24.000
Circular
24.505
0.002
7.331
0.266
207
208
206
0.290
0.780
0.226
1.902
0.000
8.267
5.636
10.721
451.180
450,707
47.255
0.010
24.000
Circular
24.505
0.002
7.556
0.104
221
222
206
0.110
0.790
0.087
0.087
0.000
0.000
8.901
0.773
454.004
453.004
53.253
0.019
15.000
Circular
9.587
0.000
4.701
0.189
205
206
204
0.000
0.000
0.000
1.989
0.000
8.372
5.611
11.163
442.337
436.290
40.312
0.150
24.000
Circular
94.906
0.002
20.293
0.033
247
248
246
0.000
0.000
0.000
0.722
0.722
6.000
6.230
4.498
439,500
438.873
125.318
0.005
15.000
Circular
4.947
0.004
4.580
0.456
245
246
204
0.000
0.000
0000
0.722
0.000
6.456
6.099
4A03
438.770
438. 143
125.301
0.005
15.000
Circular
4.947
0.004
4.567
0.457
203
204
202
0250
0.880
0.220
2.931
0.000
8.405
5.604
16A27
435.790
419.303
393.559
0.042
30.000
Circular
90.943
0.001
14.080
0.466
201
1 202
200
0.000
0.000
0.000
7.630
0.000
8.871
5.499
41.956
1 418.421
413.596
59.012
0.082
36.000
Circular
206.609
0.003
22.964
0.043
301 302 300 10+00.00 O 180 0.900 0.162 0.162 0.000 0.000 8.901 1.442 439.240 413.000 174.935 O 150 15.000 Circular 2T096 0.000 11.747 0.248
405
406
404
0.340
0.830
0.282
0.282
0.000
1 0.000
8.901
1 2.512
461.410
1 460.726
136.760
1 0.005
1 15.000
Circular
4.947
0.001 1
4.056
0.562
403
404
1 402
1 0.000
0.000
0.000
0.396
1 0.114
1 0.562
8.538
1 3.383
1 460.630
1 459.858
1 154.416
0.005
15.000
Circular
1 4.947
0.002
4.350
0.592
401
402
1 400
0.130
0.680
0.088
0.485
1 0.000
1 1.154
8.192
1 3.970
1 459.760
1 459.501
1 37.707
1 0.007
15.000
Circular
1 5.797
0.003
5.099
0.123
503
504
502
0.170
0.800
0.136
0.136
1 0.000
1 0.000
8.901
1 1.211
1 456.885
1 456.290
1 100.461
0.006
15.000
Circular
1 5.385
1 0.000
3.548
0.472
501
502
500
0.180
0.860
0155
0.291
1 0.000
1 0.472
8.594
1 2.499
1 456.190
1 456.026
1 37.362
0.004
15.000
Circular
4.637
1 0.001
3.858
0.161
601 602 600 0.390 0A80 0.187 0.187 0.000 1 0.000 8.901 1 1.666 459.772 459.500 1 54.397 0.005 15,000 Circular 4.947 1 0.001 3.644 0.249
701 702 700 0.000 0.000 0.000 2.038 2.038 1 0.000 8.901 1 18.138 441.500 439.500 1 35.358 0.057 18.000 Circular 27.059 1 0.025 16.450 0.036
809
810
808
0.280
0.900
0.252
0.252
0.000
0.000
8.901
2.243
449.000
448A75
26.248
0.020
15 000
Circular
9.894
0.001
6.535
0.067
807
808
802
0.000
0.000
0.000
0.252
0.000
0.067
8.856
2.232
448.380
446.430
170.811
0.011
15.000
Circular
7.475
0.001
5.329
0.534
805
806
804
0.000
0.000
0.000
0.000
0.000
0.000
8901
0.000
462.421
455.600
327.046
0.021
15.000
Circular
10.104
0.000
0.000
0.000
803
804
802
0.190
0.840
0.160
0.160
0.000
0.000
8.901
1.421
455,498
446.430
315.199
0.029
15.000
Circular
11.866
0.000
6.530
0.805
801
802
800
0A30
0.840
0.361
1.210
0.437
0.805
8.392
10.153
446328
446.000
16.385
0.020
18.000
Circular
16.090
0.008
9.650
0.028
STRM
HYDRAULIC GRADE LINE ANALYSIS
INCIDENCE PROBABILITY
10 Year
Nitrogen
Nitrogen Load
Untreated
Nitrogen
Remaining
Removal
from Upstream
Nitrogen Load
Removed
Nitrogen
Efficiency
Practices (Ibs)
to Practice (Ibs)
By Practice
Load (Ibs)
a/
( )
(Ibs)
M, UST1,11:43
40
0.00
26.05
16.67
9.38
TOTAL RUNOFF REDUCTION IN D.A. B (ft3) 2,321
NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr) 16.67
SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only)
PROJECT: Rio Point
DESIGNED BY: J. Denko
Checked: C. Kotarski
INLET
INLET
OUTLET
WATER
DIA.
PIPE
DESIGN
DSCH.
LB4GTH
RPE
FRICTION
SLOPE, Sfo
FRICTION
LOSS
JUNCTION LOSS
FlNAL
Inlet
Water
Rim
Corrments
1.3
0.5
OR
STATION
SURFACE
Do
Qo
Lo
Hf
Vo
Ho
Qi
Vi
QiVi
Vi'2/2g
Hi
Angle
HA
Ht
R
Ht
H
Surface
Bev
JUNCTION
ELEV.
(In)
(CFS)
(Ft)
(FT/FT)
(Ft)
(Ft)
(Ft)
Elevation
102
414.2
48
22.35
120.62
0.02%
0.03
8.32
0.27
1 0
0
0
1 0
0
0
0
0.27
0
TRUE
0.16
414.36
418
OK -3.64
202
416
36
41.96
59.01
0.34%
0.2
22.96
2.05
28.11
29.21
821.09
13.25
4.64
90
2.15
8.84
0
TRUE
9.04
425.03
429.07
OK -4.04
224
422.78
36
28.11
58.37
0.15%
0.09
29.21
3.31
17.49
19.27
337.1
5.77
2.02
79.74
4.07
9.4
0
TRUE
4.79
427.57
448.2
OK -20.63
226
441.64
30
17.49
77.32
0.15%
0.12
19.27
1.44
14.71
11.5
169.22
2.05
0.72
35.39
0.88
3.04
0
TRUE
1.64
443.28
461.28
OK -18
228
449.5
30
14.71
92.38
0
0.11 !0
0.1
11.5
0.51
13.76
8.04
110.71
1
0.35
70.32
0.61
1.48
0
TRUE
0.84
450.34
460.92
OK -10.58
230
451.6
24
13.76
78.07
0.32%
0.25
8.04
0.25
11.1
10.87
120.69
1.84
0.64
68.49
1.12
2.01
0
TRUE
1.25
452.85
460.5
OK -7.65
232
452.85
24
11.1
75.54
0.21%
0.15
10.87
0.46
9.72
7.36
71.55
0.84
0.29
91.83
0.59
1.34
0
TRUE
0.83
453.68
460.32
OK -6.64
234
454.56
1 24
1 9.72
197.5
1 0.16%
0.31
7.36
0.21
7.24
6.83
1 49.42
0.72
1 0.25
1 83.67
0.48
0.94
0
TRUE
0.78
1 455.34
462.36
OK -7.02
236
456.23
18
7.24
73.19
0.40%
0.3
1 6.83
0.18
3.47
8.21
28.5
1.05
0.37
6.33
0.06
0.61
0.79
TRUE
0.69
456.92
463.41
OK -6.49
238
456.92
15
3.47
172.95
0.25%
0.43
8.21
0.26
1.1
5.33
5.85
0.44
0.15
22.51
0.13
0.55
0.71
TRUE
0.78
457.7
465.53
OK -7.83
240
461.61
15
1.1
177.08
0.02%
0.04
5.33
0.11
0
0
0
0
0
0
0
0.11
0.14
TRUE
0.12
461.73
468.84
OK -7.11
204
425.03
30
16.43
393.56
0.14%
0.54
14.08
0.77
11.16
20.29
226.53
6.39
2.24
91.59
4.48
7.48
0
FALSE
8.02
433.06
443.39
OK -10.33
206
437.89
24
11.16
40.31
0.21%
0.08
20.29
1.6
10.72
7.56
81.01
0.89
0.31
46.75
0.44
2.35
0
TRUE
1.26
439.15
458.47
OK -19.32
208
452.31
24
10.72
1 47.25
0.19%
0.09
7.56
0.22
9.55
1 7.33
70.02
0.83
1 0.29
41.2
0.36
0.87
0
TRUE
1 0.53
452.83
459.11
1 OK -6.27
210
452.88
24
9.55
116.82
0
0.15/0
0.18
7.33
0.21
7.67
6.93
53.13
0.74
0.26
0
0
0.47
0
TRUE
1 0.41
453.29
459.98
OK -6.69
212
453.64
18
7.67
131.67
0.45%
0.6
6.93
0.19
6.8
6.74
45.84
0.71
0.25
0.96
0
0.43
0
TRUE
0.81
454.46
461.42
OK -6.96
214
455.06
18
6.8
234.12
0.36/0
0.84
6.74
0.18
5.04
6.63
33.43
0.68
0.24
44.04
0.29
0.71
0.92
TRUE
1.3
456.36
460.51
OK -4.16
216
457.3
15
5.04
25.46
0.52%
0.13
6.63
0.17
3.86
7.77
30.01
0.94
0.33
45
0.47
0.97
1.26
TRUE
0.76
458.06
460.96
OK -2.9
218
458.06
15
3.86
191.78
0.30%
0.58
7.77
0.23
1.56
5.45
8.51
0.46
0.16
0
0
0.4
0.51
TRUE
0.84
458.9
464.97
OK -6.07
220
461.7
15
1.56
206.1
0.05%
0.1
5.45
0.12
0
0
0
0
0
0
0
0.12
0.15
TRUE
0.18
461.88
46T98
OK -6.1
246
439.14
15
4.4
125.3
0.40 0
0.5
4.57
0.08
4.5
4.58
20.6
0.33
0.11
55.59
0.18
0.38
0
TRUE
0.68
439.83
445.15
OK -5.32
248
439.87
15
4.5
125.32
0.41%
0.52
4.58
0.08
0
0
0
0
0
0
0
0.08
0
TRUE
0.56
440.43
444
OK -3.57
222
454
15
0.77
53.25
0.01%
0.01
4.7
0.09
0
0
0
0
0
0
0
0.09
0.11
TRUE
0.06
454.07
459.04
OK -4.97
250
433.37
18
10.92
128.82
0.92%
1.19
19.92
1.54
7.25
8.19
59.42
1.04
0.36
91.86
0.73
2.63
0
TRUE
2.5
435.88
456
OK -20.12
256
451.35
15
2.58
42.08
0.14%
0.06
5.28
0.11
1.5
4.55
6.81
0.32
0.11
31.86
0.11
0.33
0.43
TRUE
0.27
451.62
459.54
OK -7.91
258
451.87
15
1.5
56.92
0.05%
0.03
4.55
0.08
0
0
1 0
0
0
0
0
0.08
0
TRUE
0.07
451.94
1 456
OK -4.06
252
450.8
18
7.25
84.48
0.41%
0.34
8.19
0.26
7.33
8.91
65.3
1.23
0.43
81.27
0.81
1.51
0
TRUE
1.1
451.9
462.52
OK -10.62
254
452.26
18
7.33
115.28
0.41%
0.48
8.91
0.31
0
0
0
0
0
0
0
0.31
0
TRUE
0.63
452.89
461
OK -8.11
242
457.08
15
1.93
73.51
0.08%
0.06
6.44
0.16
0.81
4.87
3.93
0.37
0.13
32.47
0.13
0.42
0.54
TRUE
0.33
457.41
462.73
OK -5.32
244
458.77
15
0.81
111.29
0.01%
0.01
4.87
0.09
0
0
0
0
0
0
0
0.09
0.12
TRUE
0.07
458.85
464.06
OK -5.21
402
461.26
1 15
1 3.97
137.71
1 0.32%
1 0.12
5.1
0.1
3.38
4.35
1 14.71
0.29
0.1
66.9
1 0.18
0.38
0
1 TRUE
0.31
1 461.57
464.26
OK -2.69
404
461.57
1 15
1 3.38
1154.421
0.23%
1 0.36
1 4.35
0.07
1 2.51
4.06
1 10.19
0.26
0.09
63.79
1 0.14
0.31
0
1 TRUE
0.51
1 462.09
466.67
OK -4.58
406
462.09
1 15
1 2.51
1136.761
0.13%
1 0.18
1 4.06 1
0.06
1 0
1 0
1 0
1 0
1 0
1 0
1 0 1
0.06
1 0.08
1 TRUE
1 0.22 1
462.3
1 465.26
1 OK -2.96
502
457.03
1 15
1 2.5
1 37.36
1 0.13%
1 0.05
1 3.86 1
0.06
1 1.21
1 3.55
1 4.3
1 0.2
1 0.07
1 76.13
1 0.13
1 0.26
1 0.33
1 TRUE
1 0.21
1 457.24
1 460.85
1 OK -3.61
504
457.29
1 15
1 1.21
1100.461
0.03%
1 0.03
1 3.55
1 0.05
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0.05
1 0.06
1 TRUE
1 0.06
1 457.35
1 462.77
1 OK -5.42
702 440.7 1 18 1 18.14 135.36 1 2.54% 1 0.9 1 16.45 1 1.05 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 1.05 1 0 1 TRUE 1 1.42 1 442.12 1 446 1 OK -3.88
802
448
1 18
10.15
1 16.38
1 0.80%
0.13
1 9.65
0.36
1 2.23
5.33
1 11.89
0.44
1 0.15
79.66
1 0.44
1 0.95
1.24
TRUE
0.75
1 448.75
451.69
1 OK -2.94
808
448.75
1 15
1 2.23
1170.811
0.10%
1 0.17
1 5.33 1
0.11
1 2.24
1 6.54
1 14.66
0.66
1 0.23
39.21
1 0.29
1 0.63
1 0
TRUE
0.49
1 449.24
455.67
1 OK -6.44
810
449.48
1 15
1 2.24
126.25
1 0.10%
1 0.03
1 6.54
1 0.17
1 0
1 0
1 0
0
1 0
0
1 0
1 0.17
1 0.22
TRUE
0.13
1 449.61
453.12
1 OK -3.51
804
448.75
1 15
1.42
315.2
0.04%
0.13
6.53
0.17
0
0
0
0
0
0
0
0.17
0.22
TRUE
0.24
448.99
466.71
OK -17.72
806
1
1 456.E
1 15 1
0
1327.051
0.00%
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 0
1 TRUE
1 0
1 456.6
1 466.91
1 OK -10.31
!A�c'.�G
CRAIG W. J. KOTARSKI
Lic. No. 0402048507
.�,.02-0-1-22,
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DATE
0210712022
DRAWN BY
R. VAN NIEKERI
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
SCALE
N/A
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JOB NO.
46883
L
SHEET NO.
C7.5
SITE OUTFALL PEAK FLOW ANALYSIS
DRAINAGE
AREA NAME
TOTAL AREA
(AC)
TIC
(MIN)
CN
PEAK FLOW RATE
(CFS)
IYR 10YR
RUNOFF
VOLUME
(AC -FT)
Pre Developed Onsite Drainage Area 1
10.67
9.1
56
1.57
20.57
OA66
3.89
6.8
61
1.82
11.06
0.104
Pre Developed Onsite Drainage Area 2
3.88
6.4
57
0.87
9.97
0.068
Pre Developed Onsite Drainage Area 3
4.35
6.4
60
1.78
11.90
0.106
Pre Developed Offsite Drainage Area - Rio Commons
0.26
6.0
98
1.07
1.98
0.056
Pre Developed Offsite Drainage Area - Road
COMBINED PRE DEVELOPMENT FLOW
5.65
51.69
0.44
Post Developed Onsite Drainage Area 1A
Post Developed Onsite Drainage Area 1B
Post Developed Onsite Drainage Area 1C
Post Developed Onsite Drainage Area 1D
Post Developed Onsite Drainage Area 1E
Post Developed Onsite Drainage Area 2
Post Developed Onsite Drainage Area 3
Offsite area to pond Rio Commons
Pre Developed Offsite Drainage Area - Road
COMBINED POST DEVELOPMENT FI
RISER TOP
ELEV. 422.00
ELEV. 417.00
ELEV. 410.74
1.16
6.0
87
3.48
7.72
0.17
0.35
6.0
87
1.04
2.31
0.051
1.42
9.4
83
3.23
7.87
0.174
0.74
6.0
78
1.49
4.02
0.071
11.03
9.4
79
20.60
55.40
1.112
2.33
8.7
85
5.98
13.89
0.313
1.42
6.3
55
0.18
2.90
0.024
4.35
6.0
74
6.92
20.91
0.336
0.26
&0
98
1.07
1.98
0.056
OW
1.35
28.20
2.30
DI-1 RISER STRUCTURE 102 DETAIL
No Scale
!..........1 ,.
to Of 40
Mill E� 4r44444..4! '•�'�
.�.4444.444!1
OK OK
100 YR WSE
423.98
10 YR WSE
422.56
_1YRWSE
421.07
DIA ORIFICE
_EV. 417.00
48" DIA CULVERT
ELEV. 410.74
' SUMP 3'XT AGAINST
NDER ORIFICE FOR
DEBRIS SEDIMENT AND CLEAN OUT.
/1fi' HOLES
AS SHOWN
k7EM (TYP.)
-1 1/2' X 1 1/2" X 1/4"
STEEL ANGLE (TIP.)
1 1/2" X 1/4- STEEL
STOCK WELDED TO
BASE AS SHOWN
GENERAL NOTES FOR TRASH RACK
1. STEEL TO CONFORM TO ASTM A-36.
2. ALL SURFACES OF TRASH RACK(S) MUST BE HOT DIPPED GALVANIZED AFTER FABRICATION.
3. TRASH RACK(S) TO BE FASTENED TO WALL WITH 1/2" MASONRY ANCHORS. TRASH
RACK(S) TO BE REMOVABLE.
4. TRASH RACK(S) TO BE CENTERED HORIZONTALLY OVER THE OPENING.
5. FABRICATOR MAY MODIFY COMPONENTS OF TRASH RACK FRAME TO IMPROVE
CONSTRUCTABILITY OF TRASH RACK. MODIFICATIONS MUST BE APPROVED BY
MCDPS PRIOR TO FABRICATION.
ORIFICE TRASH RACK DETAIL
DETAIL TAKEN FROM MONTGOMERY COUNTY, MD
WATER RESOURCES SPECIFICATIONS
POST FLOW
ENERGY BALANCE
ALLOWED PER ENERGY
IMPROVEMENT
BALANCE*
FACTOR
(CFS)
0.800
1.94
CHANNEL PROTECTION (ENERGY BALANCE) -1 YR
Ql YR POST-DEV TOTAL G IF * (Ql YR PRE-DEV * RV, YR PRE-DEV)/RV 1YR POST -DEV + Ql YR OFFSITE
1.35 CFS <- 0.800 * ( 5.65 * 0.44 ) / 2.30 + 1.07
1.35 CFS <- 1.94 CFS
OK
FLOOD PROTECTION- 10 YR
Q10 YR POST-DEV TOTAL = Ql0 YR PRE-DEV
28.20 CFS <- 51.69 CFS
28.20 CFS < 51.69 CFS
OK
Table 14.6. Tvoical Wet Pond Maintenance Tasks and Frequencv
Maintenance Items'
Frequency'
•
Remove debris and blockages
Quarterly or after major storms
•
Repair undercut, eroded, and bare soil areas
(>1 inch of rainfall)
•
Mowing embankment
Twice a year
•
Shoreline cleanup to remove trash, debris and
floatables
•
A full maintenance inspection
Annually
•
Open up the riser to access and test the valves
•
Repair broken mechanical components, if needed
•
Pond buffer and aquatic bench reinforcement plantings
One time -during the
second year followin construction
•
Forebay Sediment Removal
Every 5 to 7 years
•
Repair pipes, the riser andspillway, as needed
From 5 to 25 years
'Maintenance items and required frequency should be verified with local requirements
CONVERSION FROM SEDIMENT BASIN TO WET POND:
• CONVERT SEDIMENT BASIN TO WET POND ONLY AFTER ALL UPSTREAM DRAINAGE AREAS HAVE BEEN STABILIZED
• FLUSH AND CLEAR ALL ON -SITE PAVING AND STORM DRAIN PIPE OF ANY SEDIMENTS
• DE -WATER AND DREDGE BASIN
• RE -GRADE AREAS TO ACHIEVE FINAL PROPOSED ELEVATIONS
• REPAIR/CLEAN ALL RIP RAP OUTFLOW PROTECTION AREAS TO BE FREE AND CLEAR OF SEDIMENT
Is CONVERT RISER STRUCTURE FROM SEDIMENT BASIN DESIGN TO FINAL POND RISER DESIGN
COMPACTION TESTS SHOULD BE PERFORMED REGULARLY THROUGHOUT THE EMBANKMENT CONSTRUCTION.
• TYPICALLY, ONE TEST PER 5,000 SQ. FT. ON EACH LAYER OF FILL OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER.
• USE EITHER A STANDARD PROCTOR TEST (ASTM D698) OR A MODIFIED PROCTOR TEST (ASTM D1557 - USUALLY MORE
APPROPRIATE FOR EARTHEN DAMS).
• ANEW PROCTOR TESTIS REQUIRED IF THE MATERIAL CHANGES FROM THAT PREVIOUSLY TESTED.
• THE ENGINEER SHOULD CERTIFY, AT THE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY.
A GEOTECHNICAL OR CONSTRUCTION INSPECTOR SHOULD BE ON SITE DURING EMBANKMENT CONSTRUCTION TO DO THE
FOLLOWING:
• TEST FILL COMPACTION
• OBSERVE FOUNDATION PREPARATION.
• OBSERVE PIPE INSTALLATION.
• OBSERVE RISER CONSTRUCTION.
• OBSERVE FILTER INSTALLATION, ETC.
2.03'
IK;7 100-YR ELEV. 423.98
CREST ELEV. 422.00'
STIR NUMBER: 102
DI-1 RISER
W/ ANTI -VORTEX DEVICE
INV OUT 410.74' (48" RCP)
3" ORIFICE W1 TRASHRACK 417.00'
PERMANENT POOL ELEV. 417.00'
POND BOTTOM 413.00'
V DIA. X 1.5'
CONC. BASE
TOP OF DAM = 426.00
�8'�
PIPE NUMBER: 101
48" OUTLET PIPE
BED j5" IN CONCRETE
NOTES:
1. TRASH RACK TO BE INSTALLED ON 3" ORIFICE AS SHOWN ON DETAIL ON THIS SHEET OR APPROVED EQUAL.
2. IMPERVIOUS CORE AND CUTOFF TRENCH SHOWN FOR INFORMATIONAL PURPOSES ONLY. FINAL DESIGN
TO BE PROVIDED BY GEOTECHNICAL ENGINEER.
3. WARNING SIGNS PROHIBITING SWIMMING MUST BE POSTED
4. AQUATIC AND SAFETY BENCHES ARE NOT REQUIRED FOR PONDS WITH DEPTHS <4'
5. POND EMBANKMENT TO BE STABILIZED WITH TURF. NO OTHER PLANTINGS ARE PROPOSED WITHIN POND
FOOTPRINT.
WATER QUALITY VOLUME
WQV REQUIRED: 23,158 CIF
WET STORAGE VOLUME PROVIDED: 27,179 CIF
IMPERVIOUS CORE
AND CUTOFF TRENCH
1-YR ELEV = 421.07
10-YR ELEV = 422.56
100-YR ELEV = 423.98
■�■�■�■�■ l "Tomorrow' Natural Resources Today'
Chesapeake Bay Nutrient Land Trust, LLC.
January 7, 2022 l
Timmons Group
ATTN: Jessica Denko, P.E. n
608 Preston Avenue, Suite 200
Charlottesville, VA 22903
RE: CBNLT/Reynolds Farm Nutrient Facility - Nutrient Credit Availability
Project Reference: Rio Point, Albemarle County
Dear Ms. Denko,
This letter is to confirm the availability of authorized nutrient credits sufficient to meet your project
requirements at our Reynolds Farm nutrient facility, which is registered with the Virginia Department of
Environmental Quality (DEQ). These nutrient credits are generated and managed under the terms of the
Reynolds Farm Nutrient Reduction Implementation Plan dated October 16, 2019 which was authorized
by VADEQ on December 1, 2020.
The Reynolds Farm project has been authorized to provide nutrient credits for use in the James River
watershed including HUCs 02080201, 02080202, 02080203, 02080204, 02080205 and 02080207.
These credits are transferable to those entities regulated under DEQ's Stormwater Management Program
in accordance with VA Code § 62.1-44.15:35. Currently the Reynolds Farm facility has 133.11 pounds
of phosphorus credits available and will be able to meet the phosphorus removal requirement for your
project.
If we can provide further assistance please feel free to contact our office.
Sincerely,
Chesapeake Bay Nutrient Land Trust, LLC
By Its Manager
EarthSource Solutions, Inc.
ScottA. Reed. �(b
Scott A. Reed
Vice President
eel_
Chesapeake Bay Nutrient Land Trust, LLC. • 5735 S. Laburnum Avenues-!TRichmond,.VA 23231� to, i!'2�uyww.c n Lcom
FOREBAY BOTTOM 413.00'
FOREBAY CROSS SECTION DETAIL
STIR NUMBER: 100
ES-1
U CRATG W. J. KOTARSKI
Lic. No. OQ2048507
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DATE
0210712022
DRAWN BY
VAN NIEK
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
SCALE
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LEVEL 1 WET POND
No Scale
L
H
10B NO.
46883
SHEET NO.
C7.6
NYLOPLAST BASIN
CLEANOUT WITH DOME GRATE
RAMP SOIL TO LIP OF
OVERFLOW STRUCTURE
MIN SLOPE 3:1
BOTTOM OF
BIORETENTION
BASIN
3" HARDWOOD BARK MULCH
BOTTOM ELEV VARIES
36" BIOFILTER MIX
BOTTOM ELEV VARIES
3" NO. 8 STONE
TOP ELEV VARIES
15" NO. 57 STONE
ELEV. VARIES
SEE CLEANOUT
DETAIL SHEET C1.1
SCHEDULE40 MIRAFI 140N FILTER
PVC UNDERDRAIN FABRIC OR EQUIVALENT.
TIE INTO OVERFLOW TO BE 2' WIDE
STRUCTURE CENTERED ON
UNDERDRAIN
NOTES
1. 36" BIOFILTER MEDIA DEPTH SHALL BE THE MINIMUM DEPTH AFTER A SETTLING
PERIOD OF THREE DAYS.
2. APPROXIMATE GROUND WATER ELEVATION IS 399.5' PROVIDING MORE THAN 2' OF
SEPARATION FROM THE BOTTOM OF THE BIORETENTION
3. BEDROCK WAS NOT ENCOUNTERED IN NEARBY BORE HOLES WITHIN 18' OF
BOTTOM OF BIORETENTION
4. FILTER MEDIA MUST BE SUPPLIED BY A VENDOR
LEVEL 2 BIORETENTION ALONG UNDERDRAIN
NO SCALE
BMP PRACTICE DOCUMENTATION NOTE:
CONTRACTOR SHALL NOTIFY THE TIMMONS GROUP PRIOR TO COMMENCEMENT OF
CONSTRUCTION OF BMP PRACTICES INCLUDING THE BIORETENTION FILTERS AND THE WET POND.
A SPECIFIC PRECONSTRUCTION MEETING BETWEEN THE CONTRACTOR, ENGINEER, INSPECTOR,
AND MANUFACTURER IS HIGHLY RECOMMENDED PRIOR TO INSTALLATION OF THESE PRACTICES
TO ENSURE THESE PRACTICES ARE NOT ONLY INSTALLED CORRECTLY BUT ALSO DOCUMENTED
THROUGHOUT CONSTRUCTION. IT IS THE CONTRACTORS SOLE RESPONSIBILITY TO DOCUMENT
THE INSTALLATION OF THESE PRACTICES AND IF THEY PROCEED WITH DOING SO IT IS DONE AT
THEIR OWN RISK. CONTRACTOR SHALL TAKE NOTES, PICTURES, AND MEASUREMENTS OF ALL
STRATA LAYERS WITHIN THE BIORETENTION FACILITIES DURING CONSTRUCTION. IT IS HIGHLY
RECOMMENDED TO TAKE PICTURES OF EACH MEASUREMENT OF EACH STRATA LAYER OF EACH
FACILITY. WITHOUT DOCUMENTING TO THIS LEVEL OF DETAIL THE CONTRACTOR RUNS THE RISK
OF DIGGING THE FACILITIES BACK UP TO PROVE THE CORRECT SECTIONS WERE INSTALLED.
TOP ELEV. 3'
(SEE PLAN SHEETS) ��
TYPE 304
STAINLESS STEEL
WIRE MESH
FOREBAY BOTTOM
(SLOPE VARIES)
GROUT IN GABION WALL
ADJACENT TO FOREBAY
& POND BOTTOM
POND/BIORETENTION
BOTTOM
(SLOPE VARIES)
GABION BASKET NOTES:
1. INSTALL GABIONS IN ACCORDANCE WMANUFACTURER'S SPECIFICATIONS.
2. GABION BASKETS MUST MEET ASTM A974-97.
3. GABION BASKET WIRE MESH MUST BE TYPE 304 STAINLESS STEEL GAUGE 11 OR LOWER.
4. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION.
5. FILL GABION BASKETS w/ 4• TO 8" STONE (Din = 6•).
GABION BASKET FOREBAY DETAIL
NOT TO SCALE
3" HARDWOOD BARK MULCH
BOTTOM ELEV VARIES
36" BIOFILTER MIX
BOTTOM ELEV VARIES
3" NO. 8 STONE
TOP ELEV VARIES
15" NO. 57 STONE
SCHEDULE40
PVC UNDERDRAIN
TIE INTO OVERFLOW
STRUCTURE
LEVEL 2 BIORETENTION CROSS SECTION
NO SCALE
ELEV. VARIES
MIRAFI 140N FILTER
FABRIC OR EQUIVALENT.
TO BE 2' WIDE
CENTERED ON
UNDERDRAIN
GEOTEXTILE TO MEET
TABLE 9.6 OF THE
BIORETENTION
MATERIAL
SPECIFICATIONS FOR
GEOTEXTILE/LINERS
Bioretention Elevation Information
Bioretention Number
1A
1B
1C
1D
lE
2A
Top embankment
447
458
461.5
450
457
448
Top of Mulch Elevation
443.75
456
459.5
448
456
446
3" mulch
443.5
455.75
459.25
447.75
455.75
445.75
Mediafilter-3'
440.5
452.75
456.25
444.75
452.75
442.75
Stone layer
439.25
451.5
455
443.5
451.5
441.5
invert out
439.25
1 451.5
1 455
443.5
451.5
1 441.5
RIMelev
1 444.5
1 456.5
1 460
1 448.5 1
456.5
1 446.5
PIP7:*i��
2'MIN
ED GRADE
ASLOPE
OR EQUIVALENT
PRETREATMENT - GRAVEL DIAPHRAGM
No Scale
VA DCR SPECIFICATION NO. 9 SOIL MEDIA SPECIFICATIONS
VA DCR STORMWATER DESIGN SPECIFICATION NO. 9 BIORETENTION Soil porosity is the fraction of a volume of soil material that is not solid, also referred to as the
void space. As the volume of fines, defined as either clay particles (less than 2 microns, or 0.002
min) or silt particles (between 2 and 50 microns, or 0.002 and 0.05 min) within a given soil mix
Table 9.7. Bioretention Material Specifications is increased, there is a possibility that those fines may be flushed or migrate downward through
Material
Specification Notes
Filter Media
Filter Media to contain:
• 80% - 90% sand
The volume of filter media based on 110%
Composition
• 10%-20% soil fines
of the plan volume, to account for settling
3%-5% organic matter
or compaction.
Available P between L+ and M per
Filter Media
DCR 2005 Nutrient Management
The media should be certified by the
Testing
Criteria.
supplier.
Mulch Layer
Use aged, shredded hardwood bark
Lay a 2 to 3 inch layer on the surface of the
mulch or stable coarse compost.
filter bed.
Alternative
Use river stone or pea gravel, coir and
Lay a 2 to 3 inch layer of to suppress weed
Surface Cover
jute matting, or turf cover.
growth.
Loamy sand or sandy loam texture,
Top Soil
with less than 5% clay content, pH
3 inch surface depth.
For Turf Cover
corrected to between 6 and 7, and an
organic matter content of at least 2%.
Use a non -woven geotextile fabric with
Apply only to the sides and directly above
Geotextile/Liner
a flow rate of > 110 gal./min./sq. ft.
the underdrain. For hotspots and certain
(e.g., Geotex 351 or equivalent)
karst sites only, use an appropriate liner on
bottom.
Choking Layer
Lay a 2 to 4 inch layer of sand over a 2 inch layer of choker stone (typically #8 or #89
washed gravel), which is laid over the underdrain stone.
Stone Jacket for
Underdrain
1 inch stone should be double -washed
12 inches for the underdrain;
and/or Storage
and clean and free of all fines (e.g.,
12 to 18 inches for the stone storage layer,
Layer
VDOT #57 stone).
if needed
Use 6 inch rigid schedule 40 PVC pipe
Lay the perforated pipe under the length of
Underdrains,
(or equivalent corrugated HDPE for
the bioretention cell, and install non-
Cleanouts, and
micro-bioretention), With 3/8-inch
perforated pipe as needed to connect With
Observation
perforations at 6 inches on center;
the storm drain system. Install T's and Y's
Wells
position each underdrain on a 1% or
as needed, depending on the underdrain
2% slope located nor more than 20 feet
configuration. Extend cleanout pipes to the
from the next pipe.
surface with vented caps at the Ts and Ys.
Plant one tree per 250 square feet (15
Establish plant materials as specified in the
feet on -center, minimum 1 inch
landscaping plan and the recommended
caliper).
plant list.
Shrubs a minimum of 30 inches high
In general, plant spacing must be sufficient
planted a minimum of 10 feet on-
to ensure the plant material achieves 80%
Plant Materials
center.
cover in the proposed planting areas within
Plant ground cover plugs at 12 to 18
a 3-year period.
If seed mixes are used, they should be from
inches on -center; Plant container-
a qualified supplier, should be appropriate
grown plants at 18 to 24 inches on-
for stormwater basin applications, and
center, depending on the initial plant
should consist of native species (unless the
size and how large it will grow.
seeding is to establish maintained turf).
Available Soil Phosphorus (P). Plant -available soil P should be within the range of Low' (L')
to Medium (M) as defined in Table 2.2 of DCR (2005) Virginia Nutrient Management
Standards and Criteria. For the Mehlich I extraction procedure this equates to a range of 5
to 15 mglkg P or 18 to 40 mglkg P for the Mehlich III procedure.
The filter media should contain sufficient plant available P to support initial plant
establishment and plant growth, but not serve as a significant source of P for long term
leaching. The media must also be relatively loose and non -compacted to allow for adequate
inter -connected porosity to meet the required permeability (Ksat) specification. Saxton et al.
(1986) estimated generalized bulk densities and soil -water characteristics from soil texture
assumptions. The expected bulk density of the loamy sand soil composition described above
should be in the range of 1.6 to 1.7 g/cm3.
Maintenance Tasks
Frequency
•
Mowing of grass filter strips and bioretention turf cover
At least 4 times a year
•
Sot weeding. erosion repair. trash removal, and mulch raking
Twice during growing season
•
Add reinforcement planting to maintain desired the vegetation
density
As needed
•
Remove invasive plants using recommended control methods
•
Stabilize the contributing drainage area to prevent erosion
Spring inspection and cleanup
•
Supplement mulch to maintain a 3 inch layer
Annually
•
Prune trees and shrubs
•
Remove sediment in re -treatment cells and inflow points
Once every 2 to 3 years
•
Replace the mulch layer
Every 3 years
the soil mix with each runoff event and eventually fill or otherwise clog the void space randomly
throughout the mix and create preferential flow paths. In the short term this can lead to short
circuiting and reduced volume reduction and pollutant removal, and in the long term may clog
the soil layer. This tendency is offset by addition and maintenance of appropriate amounts of
soil organic matter which binds soil fines into larger non -mobile aggregates.
• General Filter Media Physical Composition. The mineral soil texture of the bioretention soil
mix should be loamy coarse sand with no more than 10% clay, no more than 20% silt + clay
and at least 75% of the sand fraction should be coarse or very coarse sand.
• To allow for appropriate Cation Exchange Capacity (CEC) and nutrient removal, the mix
should contain at least 10% soil fines (sill + clay) while meeting the overall texture
specification above. The particle size analysis must be conducted on the mineral fraction only
or following appropriate treatments to remove organic matter before particle size analysis.
• The Filter Media should contain 3% to 5% organic matter by conventional Walkley-Black soil
organic matter determination method or similar analysis. Soil organic matter is expressed on a
dry weight basis and does not include coarse particulate (visible) components.
Version 2.0, January 1, 2013
VA DCR STORMWATER DESIGN SPECIFICATION NO. 9
Page 25 of 62
BIORETENTION
• The overall particle size distribution of the mix will vary since the sand fraction may contain
some finer sizes as will native topsoils if utilized. As stated previously, the goal of the mixture
is to achieve the desired constant head permeability. Therefore, the filter media composition
noted above serves as the target recipe for the three ingredients, while the ultimate performance
goal is to achieve a verified soil permeability or hydraulic conductivity (Ksat) of 1 to 2 inches
per hour (or 30 to 60 cm/day).
• The following is the recommended composition of the three media ingredients:
o Sand shall consist of silica based coarse aggregate, angular or round in shape and meet
the mixture grain size distribution below. No substitutions of alternate materials such
as diabase, calcium carbonate, rock dust or dolomitic sands are accepted. In particular,
mica can make up no more than 5% of the total sand fraction. The sand fraction may
also contain a limited amount of particles > 2.0 min and < 9.5 min per the table below,
but the overall sand fraction must meet the specification of >75% being coarse or very
coarse sand.
Sieve
Size
% Passing
3/8 in
9.50 min
100
No. 4
4.75 min
95 to 100
No. 8
2.36 min
80 to 100
No. 16
1.18 min
45 to 85
No. 30
0.6 min
15 to 60
No. 50
0.3 min
3 to 15
No. 100
0.15 min
0 to 4
Effective Particle size (1310)> 0.3mm
Uniformity Coefficient 60/D 10 < 4.0
o Topsoil is generally defined as the combination of the other ingredients referenced in
the bioretention soil media: sand, fines (silt and clay), and any associated soil organic
matter. Since the objective of the specification is to carefully establish the proper blend
of these ingredients, the designer (or contractor or materials supplier) must carefully
select the topsoil source material in order to not exceed the amount of any one
ingredient.
Generally, the use of a topsoil defined as a loamy sand, sandy loam, or loam (per the
USDA Textural Triangle) will be an acceptable ingredient and in combination with the
other ingredients meet the overall performance goal of the soil media.
o Organic matter materials used in the soil media mix should consist of well -
decomposed natural C-containing organic materials such as peat moss, humus, compost
(consistent with the material specifications found in Design Specification #4 Compost
Soil Amendments), pine bark fines or other organic soil conditioning material.
However, per above, the combined soil mix should contain 3% to 5% soil organic
matter on dry weight basis (grams organic matter per 100 grams dry soil) by the
Walkley-Black method or other similar analytical technique.
Pre -Construction Meeting
❑ Pre -construction meeting with the contractor designated to install the bioretention
practice has been conducted.
❑ Identify the tentative schedule for construction and verify the requirements and schedule
for interim inspections and sign -off.
❑ Subsurface investigation and soils report supports the placement of an bioretention
practice in the proposed location.
❑ Impervious cover has been constructed/installed and area is free of construction
equipment, vehicles, material storage, etc.
❑ All pervious areas of the contributing drainage areas have been adequately stabilized with
a thick layer of vegetation and erosion control measures have been removed.
❑ Area of bioretention practice has not been impacted during construction.
❑ Stormwater has been diverted around the area of the bioretention practice and perimeter
erosion control measures to protect the facility during construction have been installed. .
Excavation
❑ Compare the bioretention surface and invert design elevations with the actual constructed
elevations of the inflow and outlet inverts and adjust design elevations as needed.
❑ Area of bioretention excavation is marked and the size and location conforms to plan.
❑ If the excavation area has been used as a sediment trap: verify that the bottom elevation
of the proposed stone reservoir is lower than the bottom elevation of the existing trap.
❑ For Level 2 bioretention, ensure the bottom of the excavation is scarified prior to
placement of stone.
❑ Subgrade surface is free of rocks and roots, and large voids. Any voids should be refilled
with the base aggregate to create a level surface for the placement of aggregates and
underdrain (if required).
❑ No groundwater seepage or standing water is present. Any standing water is dewatered to
an acceptable dewatering device.
❑ Excavation of the bioretention practice has achieved proper grades and the required
geometry and elevations without compacting the bottom of the excavation.
❑ Certification of Excavation Inspection: Inspector certifies the successful completion of
the excavation steps listed above.
Filter Layer, Underdrain, and Stone Reservoir Placement
❑ All aggregates, including, as required, the filter layer (choker stone & sand), the stone
reservoir layer or infiltration sump conform to specifications as certified by quarry.
❑ Underdrain size and perforations meet the specifications.
❑ For Level 2 installations: placement of filter layer and initial lift of stone reservoir layer
aggregates with underdrain or infiltration sump, spread (not dumped) to avoid aggregate
segregation; or
❑ Impermeable liner, when required, meets project specifications and is placed in
accordance with manufacturers specifications.
❑ Sides of excavation covered with geotextile, when required, prior to placing stone
reservoir aggregate; no tears or holes, or excessive wrinkles are present.
❑ Placement of underdrain, observation wells, and underdrain fittings (45 degree wyes, cap
at the upstream end, etc.) are in accordance with the approved plans.
❑ Elevations of underdrain and outlet structure are in accordance with approved plans, or as
adjusted to meet field conditions.
❑ Placement of remaining lift of stone reservoir layer as needed to achieve the required
reservoir depth.
❑ Certification of Filter Layer and Underdrain Placement Inspection: Inspector
certifies the successful completion of the filter layer and underdrain placement steps
listed above.
Bioretention Soil Media Placement
❑ Soil media is certified by supplier or contractor as meeting the project specifications.
❑ Soil media is placed in 12-inch lifts to the design top elevation of the bioretention area.
Elevation has been verified after settlement (2 to 4 days after initial placement).
❑ Side slopes of pending area are feathered back at the required slope (no steeper than
3H:1V).
❑ Certification of Soil Media Placement Inspection: Inspector certifies the successful
completion of the soil media steps listed above.
Pretreatment and Plant Installation
❑ Placement of energy dissipators and pretreatment practices (forebays, gravel diaphragms,
etc.) are installed in accordance with the approved plans.
❑ Riser, overflow weir, or other outflow structure is set to the proper elevation and
functional; or.
❑ External bypass structure is built in accordance with the approved plans.
❑ Appropriate number and spacing of plants are installed in accordance with the approved
plans.
❑ All erosion and sediment control practices have been removed.
❑ Follow-up inspection and as -built survey/certification has been scheduled
❑ GPS coordinates have been documented for all bioretention practice installations on the
parcel.
U CRAIG W. J. KOTARSKI
Lic. No. 0402048507
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DATE
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DRAWN BY
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DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKZ
SCALE
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JOB NO.
46883
SHEET NO.
C7.7
BMP: WET POND - LEVEL 1
BMP: Bio 1A - LEVEL 1
BMP: Bio 113 - LEVEL 2
BMP: Bio 1C - LEVEL 1
Runoff Coefficients (Rv)
A Soils
B Soils
C Soils
D Soils
Forest/Open Space
0.02
0.03
0.04
0.05
Managed Turf
0.15
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
0.95
Proposed Condition forTR-55
HSG
RCN
Area(ac)
-A
RCNxArea
1 (Impervious)
98
6.48
59%
635
A(Managed Turf)
61
1.89
17%
115
B (Managed Turf)
55
2.66
24%
146
TOTALS
11.03
68
RCN = 68
Site RV (Rv Coefficients x Land Cover %)
Managed Turf ASoils, Rv = 0.03
Managed Turf B Soils, Rv = 0.05
Impervious, Rv = 0.56
Rv = 0.63
Treatment Volume, Tv (Spec. No. 14, Table 14.3)
Tv = [((1.0 in) x (Rv) x (A))-* 12] - vol ume reduced by upstream BMP
Drainage Area, A= 480,306 sf
Upstream Volume Treated= 8,924 cu ft *per RRM 3.0 Col umnE
Treatment Volume, Tv = 16,367 Cu ft Required
Treatment Volume - Stage Storage for Tv
El
Area (sf)
Incr. Volume
cu ft
Total Volume
cu ft
413
2,973
0
0
414
4,629
3,771
3,771
415
6,479
5,528
9,299
416
8,520
7,476
16,775
417
10,753
9,615
26,390
Treatment Volume, Tv = 26,390 cu ft Provided
Forebay Volume
Forebay Vol ume = (0.10 - 0.25 inches per I mpv. Acre)
Impervious Area to Wet Pond = 6.48 ac
[0.10) [0.25]
Impervious Runoff / Impervious Acre =
2,350 11
5,876
cu ft Required Range
Forebay Volume / Treatment Volume
11
19%
< 15%
Stage Storage for Forebay #1
El
Area (sf)
Incr. Volume
(cu ft)
Total Volume
(cu ft)
413
965
0
0
414
1,396
1,174
1,174
415
1,881
1,632
2,806
416
2,421
2,145
4,952
Total Pond Volume
Pond Bottom Elev. = 413.0'
El
Depth
(To Pond Bottom
Area sf
( )
Incr. Volume
cu ft
Total Volume
cu ft)
413
0.0
2,973
0
D
414
1.0
4,629
3, 771
3,771
415
2.0
6,479
5,528
9,299
416
3.0
8,520
7,476
16,775
417
4.0
10,753
9,615
26,390
418
5.0
13,205
11,958
38,348
419
6.0
15,882
14,523
52,871
420
7.0
18,782
17,312
70,183
421
8.0
21,904
20,323
90,506
422
9.0
25,204
23,535
114,040
423
10.0
28,589
26,879
140,919
424
11.0
32,074
30,315
171,234
425
12.0
35,660
33,851
205,085
426
13.0
39,346
37,488
242,573
Total Pond Volume = 242,573 cu ft Provided
Length to Width Option = 2LAW
L= Length from inlet to outlet (ft)
W =Average Width (ft)
L/W >2 [Required]
DID >ET+INF+RES-MB
L = 284 ft
W = 64 ft
L/w ? 4.4 ft
OK!, Basin L to W Ratio is 2.0 or greater
DP: Average des igndepth ofthe permanentpool (inches)
ET: Summer eva po-tra ns pi ra tf on rate(i nch es)(a ss u me 8 i nch es)
INF: Monthly infiltration loss (assume 7.2 Qo 0.01 inch/hour)
RES: Reservoir of water far a factor of safety (assume 24 inches)
MB: Measured baseflow rate to the pond,if any (convert to inches)
DP > (8)+(
48 > 39.2
Runoff Coefficients (Rv)
A Soils
B Soils
C Soils
D Soils
Forest/Open Space
0.02
0.03
0.04
0.05
Managed Turf
0.15
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
0.95
Proposed Condition forTR-55
HSG
RCN
Area(ac)
%
RCNxArea
I (Impervious)
98
0.81
70%
79
A (Managed Turf)
61
0.00
0%
0
B (Managed Turf)
55
0.35
30%
19
TOTALS
1.16
68
RCN = 68
Site Rv (Rv Coefficients x Land Cover %)
Managed TurfASoils,Rv= 0.00
Managed Turf B Soils, Rv = 0.06
Impervious, Rv = 0.66
Rv= 0.72
Treatment Volume, Tv (Spec. No. 9, Table 9.4)
Tv = [1(1.00 in) x (Rv) x (A))+121 -volume reduced by upstream BMP
Drainage Area, A= 50,454 sf
Upstream Volume Treated = 0 cu ft *per RRM 3.0 Column E
Treatment Volume, Tv = 3,035 tuft Required
Treatment Volume - Storage Depth
Storage Depth (ft)
Void Ratios
Pending Depth=
0.75
1.00
Depth of Media Filter=
3.00
0.25
Stone Sump Depth=
1.25
0.40
Treatment Volume, Tv = 2.00 ft Provided
Treatment Volume - Surface Area
Minimum Required Surface Area= 1,517.46 sf
Surface Area Provided= 1,796 sf
Forebay Volume
Required Forebay Volume= 455 cf
Provided Forebay Volume= 511 cf
BMP: Bio 1D - LEVEL 1
Runoff Coefficients (Rv)
A Soils
B Soils
C Soils
D Soils
Forest/Open Space
0.02
0.03
0.04
0.05
Managed Turf
0.15
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
0.95
Proposed Condition forTR-55
HSG
RCN
Area(ac)
%
RCNxArea
1 (Impervious)
98
0,34
45%
32,84214876
B (Managed Turf)
61
0.41
55%
24.87612489
B (Forest)
55
0.o0
0%
0
TOTALS
0.74
78
RCN = 78
Site Rv (Rv Coefficients x Land Cover %)
Managed Turf B Soils, Rv= 0.11
Forest B Sol Is, Rv = 0.00
Impervious, Rv= 0.43
Rv= O.S4
Treatment Volume, Tv (Spec. No. 9, Table 9.4)
Tv = [((I.AO i n) x (Rv) x (A)) =12] - volume reduced by upstream BMP
Dra I nage Area, A = 32,362 sf
Upstream Vol ume Treated = 0 tuft per RRM 3.0 Column E
Storage Depth= 1,452 cu ft Required
Treatment Volume - Storage Depth
Storage Depth (ft)
Void Ratios
Ponding Depth=
0.50
1.00
Depth of Media Filter=
3.00
0.25
Stone Sump Depth=
1.25
0.40
Treatment Volume, Tv = 1.7S ft Provided
Treatment Volume - Surface Area
Minimum Required Surface Area= 829.57 sf
Provided Forebay Volume= 1,341.00 sf
Runoff Coefficients (Rv)
A Soils
a Soils
C Soils
D Soils
Forest/Open Space
0.02
0.03
0.04
0.05
Managed Turf
0.15
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
0.95
Proposed Condition for TR-55
HSG
RCN
Area(ac)
%
RCNxArea
1 (Impervious)
98
0.25
72%
24.54049587
B (Managed Turf)
61
0.10
28%
5.819926538
B (Forest)
55
0.00
0%
0
TOTALS
0.35
88
RCN = 88
Site Rv (Rv Coefficients x Land Cover %)
Managed Turf B Soils, Rv= 0.06
Forest B Soils, Rv = 0.00
Impervious, Rv = 0.69
Rv = 0.74
Treatment Volume, Tv (Spec. No. 9, Table 9.4)
Tv = [1(1.25 in) x (Rv) x (A))+ 121 - volume reduced by upstream BMP
Drainage Area, A= 15,064 sf
Upstream Volume Treated = 0 cu ft *per RRM 3.0 Column E
Treatment Volume, Tv= 1,166 cult Required
Treatment Volume - Storage Depth
Storage Depth (ft)
Void Ratios
Ponding Depth=
0.50
1.00
Depth of Media Filter=
3.00
0.25
Stone Sump Depth=
1.25
0.40
Storage Depth= 1.75 ft Provided
Treatment Volume - Surface Area
Minimum Required Surface Area= 666.30 sf
Surface Area Provided= 684.00 sf
Forebay Volume
Required Forebay Volume= 175 cf
Forebay Volume Provided= 175 cf
Runoff Coefficients (Rv)
A Soils
B Soils
C Soils
D Soils
Forest/Open Space
0.02
0,03
0.04
0.05
Managed Turf
0.15
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
OAS
Proposed Condition for TR-55
HSG
RCN
Area(ac)
%
RCNxArea
1 (Impervious)
98
0.82
58%
80.84775023
B (Managed Turf)
61
0.59
42%
36.06365932
B (Forest)
55
0,00
0%
0
TOTALS
1A2
83
RCN = 83
Site Rv (Rv Coefficients x Land Cover %)
Managed Turf B Soils, Rv= 0.08
Forest B Soils, Rv = 0.00
Impervious, Rv = 0.55
Rv = 0.64
Treatment Volume, Tv (Spec. No. 9, Table 9.4)
Tv = [((1.00 in) x (Rv) x (A))+ 12) -volume reduced by upstream BMP
DrainageArea,A= 61,689 sf
Upstream Vol ume Treated = 0 cu ft *per RRM 3.0 Column E
Treatment Volume, Tv= 3,274 aft Required
Treatment Volume -Storage Depth
Storage Depth (ft)
Void Ratios
Ponding Depth=
1.00
1.00
Depth of Media Filter=
3.00
0.25
Stone Sump Depth=
1.25
0.40
Treatment Volume, Tv = 2.25 ft Provided
Treatment Volume - Surface Area
Minimum Required Surface Area= 1,455.18 sf
Surface Area Provided= 1,502,00 sf
Forebay Volume
Required Forebay Volume= 491 cf
Surface Area Provided= 520 cf
BMP: Bio 2A - LEVEL 1
Runoff Coefficients (Rv)
A Soils
B Soils
C Soils
D Soils
Forest/Open Space
0.02
0.03
0.04
0.05
Managed Turf
OAS
0.20
0.22
0.25
Impervious Cover
0.95
0.95
0.95
0.95
Proposed Condition forTR-55
HSG
RCN
Area(ac)
%
RCNxArea
1 (Impervious)
98
1.51
65%
148.0360193
B (Managed Turf)
61
0.82
35%
50.02042011
B (Forest)
55
0.00
0%
0
TOTALS
233
85
RCN = 85
Site Rv (Rv Coefficients x Land Cover %)
Managed Turf B Soils, Rv= 0.07
Forest B Soils, Rv = 0.00
Impervious, Rv = 0.62
Rv = 0.69
Treatment Volume, Tv (Spec. No. 9, Table 9.4)
Tv = [((1.00 in) x (Rv) x (A))+ 12) - vol ume reduced by upstream BMP
Drai nage Area, A = 101,520 sf
Upstream VolumeTreated = 0 cu ft *per RRM 3.0 Column E
Treatment Volume, Tv = 5,805 cu ft Required
Treatment Volume -Storage Depth
Storage Depth (ft)
Void Ratios
Ponding Depth=
0.50
1.00
Depth of Media Filter=
3.00
0.25
Stone Sump Depth=
1.25
0.40
Treatment Volume, Tv = 1.75 ft Provided
Treatment Volume - Surface Area
Minimum Required Surface Area= 3,316.88 sf
Surface Area Provided= 3,370.00 sf
'n..
U CRAIG W. J. KOTARSKI
Lic. No. 0402048507
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JOB NO.
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SHEET NO.
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ROUTE PROJECT Rio Point DESIGNER: J. Danko DATE 12130/2021 ROUTE PROJECT Rio Point DESIGNER J. Danko DATE 12/30/2021
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6.000
0.180
0.90
0.162
O.OW'RI(Hi'T
0.162
4
0.(x{R
0
0.648
0.0200
0.0208
5.138
0.(N70
0
0.0208
l
0.732
2.00
0.0833
0.0818
8.630
6.(1()0
0.695
0.882
0.572
0.076
1.282
206
DI-3C
6.000
0.2W
0.87
0.174
Back/Lt.
D.000RKi-FF
0.174
4
0.696
0
0.0200
0.0208
5.277
0.000
0
0.0208
1
2.00
Back/Lt.
0
4
0
0
Ahead/Rt.
0.696
0.0200
6
0696
L196
0.166
0.333
0.498498
3.196
4.792
Weir Flow
208
DI-3C
6.000
0.250
0.88
0.22
Back/Lt.
0.000'RIC�7-t'F
0.22
4
0.88
0
0.0200
0.0208
5.762
0.000
0
0.0208
1
2.00
Back/iS.
0
4
0
0
Ahead/Rt.
0.880
0.02W
6
0.880
1.399
0.166
0.333
0.498498
3.399
5.603
Weir Flow
210
DI-1
2.000
0.110
0.80
0.088
Back/Li.
0.000'RIGHT
0.088
4
0.352
0
0.0200
0.0208
4.088
0.000
0
0.0208
1
2.00
Back/Lt.
0
4
0
0
Ahead/Rt.
0.352
0.02W
2.000
2
0.352
1.383
O.166
3.383
5.539
Weir Flow
212
DI-3C
6.000
0.290
0.80
0232
Back/Li.
0.000'RIGHT
0232
4
0.928
0
0.0200
0.0208
5.878
0.000
0
0.0208
1
2.00
Back/Lt.
0
4
0
0
Ahead/Rt.
0.928
0.0200
6
0.928
1.449
0.166
0.333
0.498498
3.449
5.806
Weir Flow
214
DI-3B
6.000
0.360
0.65
0.234
0.000'R1GHT
0.234
4
0.936
0
0.936
0.0200
0.0708
5.897
0.000
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0.0208
1
0.669
2.00
0.0833
0.0766
10.479
6.000
0.573
0.783
0.733
0.203
1.472
216
DI-3B
4.000
0.080
0.82
0.0656
Back/Li.
O.OW'RI(Y-IT
0.066
4
0.264
0
0.0200
0.0208
3.671
0.000
0
0.0208
1
2.00
Back/Lt.
U
4
0
0
Ahead/Rt.
0.264
0.0200
4
02Ci4
0.732
0.166
0.333
0.498498
2.732
2.933
Weir Flow
218
DI-3C
6.000
0.380
0,80
0304
Back/Li.
0.000RiGHT
0.304
4
1.216
0
0.0200
0.0208
6.504
0.000
0
0.0208
1
2.00
Back/Lt.
U
4
0
0
Ahead/Rt.
1.216
0.0200
6
1.216
1.735
0.166
0.333
0.498498
3.735
6.952
Weir Flow
220
DI-3C
2.000
0.250
0.84
0.21
Bacls/Lt.
O.UOD'RIG[iT
0.21
4
0.84
0
0.001
0.0208
8.796
2.000
0.22738.
0.0833
4.00481
3.50
Back/U.
0
4
U
0
Ahead/Rt.
0.840
0.001
2
O.R40
1.943
0.166
0.333
0.498498
3.943
7.782
T> 8.0 ft
222
DI-3C
6.000
0.510
0.75
0.3825
Back/Lt.
0.000'RIGHT
0.383
4
1.532
0
0.0200
0.0208
7.092
0.000
0
0.0208
1
2.00
Back/Lt.
0
4
0
0
Ahead/Rt.
1532
0.0200
6
LS32
2.024
0.166
0.333
0.498498
4.024
8.111
T> 8.0 ft
224
DI-3C
6.1100
0.330
0.75
0.2475
Back/Lt.
0.000'RI(�-I'C
0248
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0
0.0200
0.0208
6 026
0.000
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0
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Ahead/Rt.
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0.0200
6
0.992
1.515
0.166
0.333
0.498498
3.515
6.070
Weir Floe
232
DI-3B
6.000
0.240
0.74
0.1776
0.000'RIGHT
0.178
4
0.712
0
0.712
0.0200
0.0200
5.455
0.000
0
0.0200
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0.705
2.00
0.0833
0.0787
9.189
6.000
0.653
0.951
0.606
0.106
1.309
236
DI-1
1.000
0.300
0.43
0.129
Back/Lt.
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0.129
4
0.516
0
0.0200
0.0208
4.718
0.000
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0.0208
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0
4
0
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Ahead/Rt.
0.516
0.0200
1.000
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0.516
2.747
0.166
4.747
11.007
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238
DI-1
L000
0.270
0.50
0.135
Back/Lt.
O.OlI0R1GH'F
0.135
4
0.54
0
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0.0209
4799
0.000
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0.0208
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0
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Ahead/Rt.
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0.0200
LOW
1
0.540
2.832
0.166
4.832
11.345
T> 8.0 ft
240
Dl-3B
6.000
0.460
0.70
0.322
Back/Lt.
O.000Ri($t'i'
0.322
4
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0
0.0200
0.0208
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0.000
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0.0209
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4
0
0
Ahead/Rt.
1.288
0.0200
6
1.288
1.803
0.166
0.333
0.498498
3.803
7224
Weir Flow
242
D1-3B
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0.80
0.336
Back/Lt.
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0
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0.0208
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0
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Ahead/Rt.
1.344
0.0200
6
1.344
1.855
0.166
0.333
0.498498
3.853
7432
Weir Flow
244
DI-3B
6.000
0.420
0.73
0.3066
Back/Lt.
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0.0208
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DI-3B
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0.220
0.80
0.176
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0
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00208
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0.000
0
0.0208
1
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Ahead/Rt.
0.704
0.0200
6
0.7U4
1.205
0.166
0.333
0.498498
3.205
4.829
Weir Flow
250
D1-1
L250
0.190
0.35
Q0665
Back/Lt.
0.000'RIC$iT
0.067
4
0.268
0
0.0200
0.0208
3.G91
0.000
0
0.0208
1
2.00
BacWLt.
0
4
0
0
Ahead/Rt.
D26R
0.02U0
1.250
1.25
0268
1.528
0.166
3.528
6.123
Weir Flow
402
DI-3B
6.000
0.340
O.RO
0.272
D.000RIGHT
0.212
4
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1.088
0.02W
0.0208
6.238
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0.020R
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0.528
0.742
0.807
0.281
1.557
406
DI-3B
6.000
0.130
0.68
0.0884
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0.000'RIGHT
O.OR8
4
0.352
0
0.0200
0.020R
4.088
0.000
0
0.0208
1
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0
4
0
0
Ahead/Rt.
0.352
0.0200
6
0.352
0.759
0.166
0.333
0.498498
2.759
3.041
Weir Flow
502
DI-3B
6.000
0.180
0.86
0.1548
U.000RI(;FIT
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0.62
0
0.620
0.0200
0.0208
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0.0208
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0.0824
8.433
6.000
0.711
0.893
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0.17U
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0.544
0
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0.0208
4.812
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0
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4
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0
Ahead/Rt.
0.544
0.0200
6
0.544
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0.333
0.498498
3.015
4.066
Weir Flow
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0.50
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4
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0.0208
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9.515
6.000
0.631
0.833
0.650
0. I30
1.375
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0.190
0.30
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Back/Lt.
O.000RIGHT
0.057
4
0.228
0
0.0200
0.0208
3.474
0.000
0
0.0208
1
2.00
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0
4
0
0
Ahead/Ri.
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0.0200
LWO
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0.228
1.594
0.166
3.594
6.385
Weir Flow
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DI-1
1.000
0.430
0.30
0.129
Bach/Lt.
O.000RI(3iT
0.129
4
O.SIfi
0
0.0200
0.020R
4.718
0.000
0
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S:\103k16883-Wetsel_Property\DWGtSheet\CD\46883-103-C8.0-PROF_STORM.dwg I Plotted on 2/7/2022 11:18 AM I by Jessica Danko
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F-
S:\103k16883-Wetsel_Property\DWGtSheet\CD\46883-103-C8.0-PROF_STORM.dwg I Plotted on 2/7/2022 11:18 AM I by Jessica Danko
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These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not
limited to construction, bidding, and/or construction staking without the express wdtten consent of TIMMONS GROUP.
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
200
416.85
426.08'
ES-1 for 36 inch Pipe
202
429.07
10.90'
MH-2
204
443.39
7.85'
MH-2
206
458.47
16.30'
24 x 24 inch Rectangular Structure
208
459.11
7.93'
DI-3B 6 ft Throat
210
459.98
7.54'
DI-3B 6 ft Throat
212
461.42
7.83'
DI-3B 4 It Throat
214
460.51
4.48'
DI-3B 6 It Throat
216
460.96
4.53'
DI-3B 6 It Throat
218
464.97
4.44'
DI-3B 6 ft Throat
220
467.98
4.11'
DI-3B 4 It Throat
222
459.04
5.20'
DI-3B 6 ft Throat
224
448.20
17.03'
Cylinder
226
461.28
14.21'
DI-3B 6 It Throat
228
460.92
11.19'
DI-3B 6 ft Throat
230
460.50
9.89'
24" Basin - Circular Grate
232
460.32
7.46'
DI-3B 6 It Throat
234
462.36
7.43'
DI-3B 6 ft Throat
236
463.41
7.65'
DI-3B 6 ft Throat
238
465.53
5.19'
DI-3B 6 ft Throat
240
468.84
4.84'
DI-3B 6 It Throat
242
462.73
5.06'
15" Basin - Circular Grate
244
464.06
4.06'
15" Basin - Circular Grate
246
445.15
6.38'
18" Basin - Circular Grate
248
444.00
4.50'
12" Basin - Circular Grate
250
456.00
6.67'
24" Basin - Circular Grate
252
462.52
11.68'
24" Basin - Circular Grate
254
461.00
7.76'
24" Basin - Circular Grate
256
459.54
8.87'
DI-3A
258
456.00
4.56'
12" Basin - Circular Grate
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
100
414.86
425.37'
EW-2 - 48" Pipe - 2:1 Fill Slope
102
418.00
7.82'
Cylinder
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
300
414.38
435.03'
ES-1 for 18 inch Pipe
302
453.81
14.73'
DI-3B 4 It Throat
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
400
460.88
467.64'
ES-1 for 18 inch Pipe
402
464.26
4.63'
DI-3B 6 It Throat
404
466.67
6.20'
DI-3B 6 It Throat
406
465.26
3.85'
DI-3B 6 It Throat
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
500
457.69
ES-1 for 15 inch Pipe
502
462.69
6.67'
DI-3C 6 It Throat
504
462.77
6.05'
DI-3B 6 It Throat
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
600
460.88
ES-1 for 15 inch Pipe
602
463.06
3.41'
DI-3B 4 It Throat
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
700
441.17
3.67'
ES-1 for 18 inch Pipe
702
446.00
4.67'
24" Basin - Circular Grate
STORM STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
800
447.67
ES-1 for 18 inch Pipe
802
451.69
5.36'
15" Basin - Circular Grate
804
466.71
9.00'
15" Basin - Circular Grate
806
466.91
4.49'
15" Basin - Circular Grate
808
455.67
7.29'
15" Basin - Circular Grate
810
453.12
4.12'
15" Basin - Circular Grate
STORM PIPE TABLE
PIPE #
DIA
FROM - TO
UPSTREAM
INVERT
DOWNSTREAM
INVERT
SLOPE
LENGTH
DESCRIPTION
101
48"
102 - 100
410.74
409.53
1.00%
120.62 LF
48 inch RCP
STORM PIPE TABLE
PIPE #
DIA
FROM - TO
UPSTREAM
DOWNSTREAMINVERT INVERT
SLOPE
LENGTH
DESCRIPTION
201
36"
202 - 200
418.42
413.60
8.18%
59.01 LF
36" HDPE
203
30"
204 - 202
435.79
419.30
4.19%
393.56 LF
30" HDPE
205
24"
206 - 204
442.34
436.29
15.00%
40.31 LF
24" HDPE
207
24"
208 - 206
451.18
450.71
1.00%
47.25 LF
24" HDPE
209
24"
210 - 208
452.44
451.28
1.00%
116.82 LF
24" HDPE
211
18"
212 - 210
453.76
452.44
1.00%
131.67 LF
18" HDPE
213
18"
214 - 212
456.20
453.86
1.00%
234.12 LF
18" HDPE
215
15"
216 - 214
456.60
456.30
1.18%
25.46 LF
15" HDPE
217
15"
218 - 216
460.80
456.70
2.14%
191.78 LF
15" HDPE
219
15"
220 - 218
464.00
460.70
1.60%
206.10 LF
15" HDPE
221
15"
222 - 206
454.00
453.00
1.88%
53.25 LF
15" HDPE
223
36"
224 - 202
431.42
418.42
22.28%
58.37 LF
36" HDPE
225
30"
226 - 224
447.07
439.64
9.61 %
77.32 LF
30" HDPE
227
30"
228 - 226
449.90
447.50
2.60%
92.38 LF
30" HDPE
229
24"
230 - 228
450.78
450.00
1.00%
78.07 LF
24" HDPE
231
24"
232 - 230
452.86
450.87
2.63%
75.54 LF
24" HDPE
233
24"
234 - 232
454.93
452.96
1.00%
197.50 LF
24" HDPE
235
18"
236 - 234
455.76
455.03
1.00%
73.19 LF
18" HDPE
237
15"
238 - 236
460.51
455.86
2.69%
172.95 LF
15" HDPE
239
15"
240 - 238
464.17
460.61
2.01 %
177.08 LF
15" HDPE
241
15"
242 - 226
457.67
456.08
2.16%
73.51 LF
15" HDPE
243
15"
244 - 242
460.00
457.77
2.00%
111.29 LF
15" HDPE
245
15"
246 - 204
438.77
438.14
0.50%
125.30 LF
15" HDPE
247
15"
248 - 246
439.50
438.87
0.50%
125.32 LF
15" HDPE
249
18"
250 - 224
449.50
432.17
13.45%
128.82 LF
18" HDPE
251
18"
252 - 250
450.96
449.60
1.61 %
84.48 LF
18" HDPE
253
18"
254 - 252
453.37
451.06
2.00%
115.28 LF
18" HDPE
255
15"
256 - 250
450.77
450.35
1.00%
42.08 LF
15" HDPE
257
15"
258 - 256
451.44
450.87
1.00%
56.92 LF
15" HDPE
STORM PIPE TABLE
PIPE #
DIA
FROM -TO
UPSTREAM
INVERT
DOWNSTREAM
INVERT
SLOPE
LENGTH
DESCRIPTION
301
15"
302-300
439.24
413.00
15.00%
174.94 LF
18" HDPE
STORM PIPE TABLE
PIPE #
DIA
FROM - TO
UPSTREAM
DOWNSTREAMINVERT INVERT
SLOPE
LENGTH
DESCRIPTION
401
15"
402 - 400
459.76
459.50
0.69%
37.71 LF
15" HDPE
403
15"
404 - 402
460.63
459.86
0.50%
154.42 LF
15" HDPE
405
15"
406 - 404
461.41
460.73
0.50%
136.76 LF
15" HDPE
STORM PIPE TABLE
PIPE#
DIA
FROM -TO
UPSTREAM
INVERT
DOWNSTREAM
INVERT
SLOPE
LENGTH
DESCRIPTION
501
15"
502 - 500
456.19
456.03
0.44%
37.36 LF
15" HDPE
503
15"
504 - 502
456.89
456.29
0.59%
100.46 LF
15" HDPE
STORM PIPE TABLE
UPSTREAM
DOWNSTREAM
PIPE #
DIA
FROM - TO
SLOPE
LENGTH
DESCRIPTION
INVERT
INVERT
601
15"
1 602 - 600
459.77
459.50
0.50%
54.40 LF
15" HDPE
STORM PIPE TABLE
PIPE#
DIA
FROM -TO
UPSTREAM
DOWNSTREAM
SLOPE
LENGTH
DESCRIPTION
INVERT
INVERT
701
18"
702 - 700
441.50
439.50
5.66%
35.36 LF
18" HDPE
STORM PIPE TABLE
PIPE #
DIA
FROM - TO
UPSTREAM
DOWNSTREAMINVERT INVERT
SLOPE
LENGTH
DESCRIPTION
801
18"
802 - 800
446.33
446.00
2.00%
16.38 LF
18" HDPE
803
15"
804 - 802
457.71
446.43
3.58%
315.20 LF
15" HDPE
805
15"
806 - 804
462.42
459.15
1.00%
327.05 LF
15" HDPE
807
15"
808 - 802
448.38
446.43
1.14%
170.81 LF
15" HDPE
809
15"
810 - 808
449.00
448.48
2.00%
26.25 LF
15" HDPE
SANITARY STRUCTURE TABLE
STRUCTURE #
TOP
STRUCTURE HEIGHT
DESCRIPTION
EX1
371.38
9.94'
Cylinder
1
368.22
4.55'
Cylinder
2
377.92
10.04'
Cylinder
3
394.04
19.58'
Cylinder
4
429.13
16.81'
Cylinder
5
447.99
16.33'
Cylinder
6
457.49
16.00'
Cylinder
7
460.89
18.77'
Cylinder
8
464.50
21.34'
Cylinder
9
463.19
18.96'
Cylinder
10
465.73
20.33'
Cylinder
11
468.16
21.54'
Cylinder
12
463.63
15.77'
Cylinder
13
456.61
7.03'
Cylinder
14
455.82
4.69'
Cylinder
18
450.41
8.11'
Cylinder
19
454.58
11.42'
Cylinder
20
458.67
11.18'
Cylinder
24
450.76
7.06'
Cylinder
25
449.23
4.19'
Cylinder
29
461.08
6.52'
Cylinder
aan [300: ES-1 for 18 inch Pipe
STA 10+00.00
TOP 414.38
INV IN 413.00 (301)
SANITARY PIPE TABLE
PIPE NAME
SIZE
LENGTH
SLOPE
BEARING
14-13
8"
60.15 LF
2.23%
N40 43' 43"W
13-12
8"
312.36 LF
0.50%
N25" 02' 05"W
11-10
8"
209.60 LF
0.50%
S66" 25' 59"W
9-8
8"
174.09 LF
0.50%
N23" 34' 01 "W
8-7
8"
167.78 LF
0.50%
S660 25' 59"W
7-6
8"
85.10 LF
0.50%
N49" 53' 24"W
6-5
8"
88.52 LF
0.50%
S660 34' 53"W
5-4
8"
301.95 LF
6.23%
S66° 11' 13"W
4-3
8"
212.22 LF
11.00%
S35" 56' 41"W
3-2
12"
219.39 LF
0.50%
S18" 43' 55"1N
2-1
8"
267.94 LF
1.49%
S270 58' 58"E
1-EX1
8"
31.04 LF
7.27%
S45" 13' 57"W
29-9
8"
179.62 LF
0.73%
N230 34' 01 "W
25-24
8"
229.66 LF
0.50%
N230 34' 56"W
20-19
8"
285.51 LF
0.50%
S660 25' 59"W
19-18
8"
131.76 LF
0.50%
S65" 33' 48"W
18-6
8"
103.93 LF
0.56%
S350 55' 26"W
24-5
8"
264.67 LF
0.99%
N230 34' 56"W
10-9
8"
209.60 LF
0.50%
S660 25' 59"W
12-11
8"
199.65 LF
0.50%
N230 34' 01 "W
302: DI-3B 4 It Throat
STA 11+74.94
TOP 453.81
INV OUT 439.24 (301) aan
455
_
455
EXISTING
GRADE
450
�
`
450
/
445
445
PROPOSED
BADE
440
440
SL-1
435
435
430
430
425
O� 4
425
420
420
415
415
410
410
9+50 10+00 11+00 12+00
STR 300 - STR 302
13+00
0 50
PROFILE SCALE
NOTES:
• INLET SHAPING (IS-1) IS SPECIFIED
FOR ALL STRUCTURES
• SAFETY SLABS (SL-1) ARE SPECIFIED
FOR STRUCTURES TALLER THAN
12-FEET
7� OFL.'i
,. JG
U CRAIG W. J. KOTARSKI
Lic. No. 0402048507
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DATE
0210712022
DRAWN BY
VAN NIEK
DESIGNED BY
J. DENKO
CHECKED BY
C. KOTARSKI
SCALE
1 " = 50'
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JOB NO.
46883
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HORIZ SCALE: 1"=50'
VERT SCALE: 1"=5
SHEET NO.
C8.3