HomeMy WebLinkAboutWPO202000030 Plan - As-built 2022-12-30GENERAL NOTES
OWNER: ...._-LL ... T.:= } JPA TOWER INVESTORS LLC
Vr yr rwnu new_ PO BOX 5509
e^unoF nTTCcvTI F o vw '»nfhq CHARLOTTESVILLE, VA 229052415
DEVELOPER:
HUNTER E CRAIG COMPANY
1900 ARLINGTON BOULEVARD
CHARLOTTESVILLE,VA 22903
(434)974-4500
ENGINEER:
COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESVILLE,VA 22902
(434)293-3719
TAX MAP NO.:
06000-00-00-025AO -e C® - DB.5268, PG.449 (INST.#:202000000739)
TOTAL PROJECT AREA:
3.89 ACRES TOTAL
NOTE: A BLA IS BEING PROPOSED WITH THIS SITE PLAN TO RELOCATE THE PROPERTY LINE THAT
CURRENTLY PASSES THROUGH ONE OF THE EXISTING BUILDINGS. THE NEW PROPERTY LINE WILL BE
LOCATED JUST TO THE WEST OF THE BELL -AIR MARKET BUILDING, AS SHOWN ON THIS PLAN. THE
PROPOSED BLA WILL ADD AN ADDITIONAL 0.91 ACRES FROM TMP 60-25B TO THE PROPERTY (TMP
60-25A), WHEN COMPLETE. NO IMPROVEMENTS ARE PROPOSED WITHIN THIS 0.91 ACRES. THE
PROPERTY LINE ADJUSTMENT (AS REQUESTED BY STAFF) IS THE ONLY MODIFICATION ASSOCIATED WITH
THIS AREA.
NEW TOTAL PROJECT AREA (AFTER BLA): 4.80 ACRES
ZONING: C-1 COMMERCIAL ZONING. THE PROPERTY IS ALSO SUBJECT TO THE AIRPORT IMPACT AREA (AIA),
ENTRANCE CORRIDOR (ARB), AND STEEP SLOPES OVERLAY DISTRICTS AS DESCRIBED IN SECTION 30
OF THE ZONING ORDINANCE. THIS PARCEL IS ALSO SUBJECT TO THE ACTION OF A SPECIAL USE PERMIT
GRANTED IN 2004 WITH SP2004-00021 FOR A BALLET SCHOOL.
TOPO & SURVEY: SURVEY PROVIDED BY ROGER W. RAY & ASSOCIATES IN AUGUST 2019. TOPOGRAPHY IS FIELD SURVEY
PERFORMED BY ROGER W. RAY & ASSOCIATES. TOPO FIELD VERIFIED BY COLLINS ENGINEERING IN
SEPTEMBER, 2019.
DATUM: NAD83, NAVD 88
EXISTING CONDITIONS: RELATIVELY FLAT DEVELOPED SITE WITH (2) EXISTING COMMERCIAL BUILDING, PARKING, AND OUTSIDE
GRAVEL STORAGE AREA. THE COMMERCIAL BUILDING PROPOSED TO BE RENOVATED FOR A CHANGE IN
USE IS 28,960 SF AND THE EXISTING COMMERCIAL BUILDING THAT SHALL REMAIN (WITH NO
IMPROVEMENTS OF CHANGES TO THE CURRENT USE) IS 17,425 SF.
PROPOSED: THE EXISTING COMMERCIAL RETAIL BUILDING WILL BE RENOVATED FOR THE FOLLOWING USES:
2,500 SF RESTAURANT
5,000 SF COMMERCIAL RETAIL
18,180 SF COMMERCIAL OFFICE/COMMERCIAL RETAIL
3,280 SF MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION
TOTAL SQUARE FOOTAGE: 28,960 SF
EXISTING BUILDING TO REMAIN WITH CURRENT USES:
2,465 SF MEDICAL OFFICE
6,800 SF BALLET SCHOOL
8,160 SF COMMERCIAL OFFICE
TOTAL SQUARE FOOTAGE: 17,425 SF
WATER SUPPLY PROTECTION AREA: N/A
WATERSHED / WATER RESOURCE AREA: RIVANNA RIVER DRAINAGE BASIN
ALLOWABLE DENSITY: N/A
PROPOSED DENSITY: N/A
GREENWAY DEDICATION: N/A - EXISTING PAVED PATHWAY ON THE PROPERTY TO REMAIN
BUILDING HEIGHTS: EXISTING (1) STORY BUILDING TO REMAIN. MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 65 FEET.
NOTE: HEIGHT OF BUILDING OVER 40 FEET OR 3 STORIES SHALL PROVIDE A STEPBACK PER SECTION 4.20.
EXISTING BUILDING HEIGHT = 18'
SETBACKS: FRONT SETBACK: 10' BLDG. MINIMUM FROM R/W OR EXTERIOR EDGE OF SIDEWALK IF SIDEWALK IS OUTSIDE R/W.
30' BLDG. MAXIMUM FROM R/W OR EXTERIOR EDGE OF SIDEWALK IF SIDEWALK IS OUTSIDE R/W.
10' MINIMUM FOR OFF-STREET PARKING OR LOADING SPACES FROM ANY PUBLIC STREET R/W.
SIDE & REAR SETBACK:
MINIMUM: IF THE ABUTTING LOT IS ZONED RESIDENTIAL, RURAL AREAS, OR THE MONTICELLO HISTORIC
DISTRICT: I NO PORTION OF ANY STRUCTURE EXCLUDING SIGNS SHALL BE LOCATED CLOSER THAN 50
FEET FROM THE DISTRICT BOUNDARY; AND (II) NO OFF-STREET PARKING OR LOADING SPACE SHALL BE
LOCATED CLOSER THAN 20 FEET TO THE DISTRICT BOUNDARY.
IF THE ABUTTING LOT IS ZONED COMMERCIAL OR INDUSTRIAL ANY PRIMARY STRUCTURE SHALL BE
CONSTRUCTED AND SEPARATED IN ACCORDANCE WITH THE CURRENT EDITION OF THE BUILDING CODE.
MAXIMUM: NONE
STEPBACKS: FRONT - 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.
SIDE & REAR: NONE
PRIVATE TRAVELWAYS: CURB & GUTTER TRAVEL WAYS
UTILITIES (WATER AND SEWER): COUNTY PUBLIC WATER AND SANITARY SEWER
AGRICULTURAL/ FORESTAL DISTRICT: NONE
EXISTING VEGETATION: TREES ALONG THE WESTERN PROPERTY LINE AND (3) LARGE TREES ALONG THE SOUTHERN BOUNDARY.
ADDITIONAL LANDSCAPING AND VEGETATION ALONG THE NORTHERN PROPERTY LINE.
LIGHTING: EXISTING LIGHT POLES AND BUILDING LIGHTING SHALL REMAIN AS IS. NO ADDITIONAL LIGHTING IS
PROPOSED WITH THE SITE PLAN AMENDMENT. ANY PROPOSED LIGHTING MUST COMPLY WITH
REQUIREMENTS OF SECTION 32.7.8 & SECTION 4.17 OF THE ZONING ORDINANCE.
IVY ROAD COMMERCIAL
REDEVELOPMENT PLAN wheeler Really
VSMP ASBUILT PLAN
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SAMUEL MILLER MAGISTERIAL DISTRICT Is Clubo
ALBEMARLE COUNTY, VIRGINIA
SHEET LAYOUT
- SCALE: 1" = 60'
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.ZONING: R-1 RESIDENTIAL - ZONING R-1_RESIDENTIAL
USE: SINGLE FAMILY DETACHED LOT USE SINCE FAMILY DETACHED- LOT
.MP, 60-24A
OF VIRGINIA FOUNDA
1. 5184, PG.139
ZONING: RA
RURAL/RESIDENCE
240
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PROPOSED3.280sF
OF MANUFACTURING)
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ASSEMeLYt& f
FABRICATION -
PROPOSED rI IF
COW MERCIAL OFFICEIRETAIL
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COMMERCIAL RETAIL RESTAURANT '
LANDSCAPING:
A LANDSCAPING PLAN IS PROVIDED WITH THE FINAL SITE PLAN IN ACCORDANCE WITH ALBEMARLE
RETAINING WALLS:
NO RETAINING WALLS ARE PROPOSED WITH THIS PLAN. A STONE WALL, FOR
COUNTY ORDINANCE SECTION 32.7.9, SEE SHEET 5. STREET TREES SHALL ALSO BE INCLUDED WITH THE
SCREENING PURPOSES ONLY, IS PROPOSED ALONG IVY ROAD ADJACENT TO THE
LANDSCAPING DESIGN TO INCORPORATE STREET TREES EVERY 40' ALONG THE ROADWAYS.
PROPOSED PARKING LOT.
TRASH RECEPTACLES:
A PROPOSED TRASH DUMPSTER IS PROPOSED ON -SITE FOR TRASH SERVICE FOR THE BUILDING.
RECREATION:
N/A
PHASING:
THIS SITE SHALL BE DEVELOPED IN ONE PHASE.
CRITICAL SLOPES:
MANAGED STEEP SLOPES ARE EXISTING ON SITE AS SHOWN ON THE PLAN. NO
IMPACTS TO MANAGED SLOPES ARE CURRENTLY PROPOSED WITH THE DEVELOPMENT.
PARKING REQUIRED:
RESTAURANT: 2,500 SF x 13 SPACES/1000 SF = 33 SPACES
RETAIL: 5,000 SF x 800/b x 1 SPACE/100 SF = 40 SPACES
BURIAL SITES:
NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE.
COMMERCIAL OFFICE/RETAIL: 28,805 SF x 80% x 1 SPACE/200 SF = 115 SPACES
BALLET SCHOOL: 8 PARKING SPACES
LAND AREA: (TMP-6025A
WITH PROPOSED BLA ADJUSTMENT) - TOTAL ACREAGE (4.80 ACRES)
MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION:
EXISTING BUILDINGS: 46,385 SF - 1.06 AC. (22.2%)
1 SPACE/EMPLOYEE ON THE LARGEST SHIFT (7 EMPLOYEES) = 7 SPACES
PROPOSED PAVED PARKING AND TRAVELWAYS: 48,753 SF - 1.12 AC. (23.3%)
1 SPACE/500 SF OPEN TO PUBLIC (500 SF) = 1 SPACE (2 SPACES MIN. FOR CUSTOMER PARKING)
SIDEWALKS: 5,013 SF - 0.12 ACRES (2.5%)
GAS STATION/RETAIL (TMP60-25B): 2,350 SF x 80% x 1 SPACE/100 SF = 19 SPACES
EXISTING PARKING AREA/GRAVEL STORAGE: 46,450 SF - 1.06 ACRES (22.1%)
TOTAL PARKING REQUIRED: 224 SPACES REQUIRED
OPEN AREA / LANDSCAPING AREA 62,487 SF - 1.43 ACRES (29.9%)
PARKING PROVIDED: TOTAL PARKING SPACES PROVIDED = 224 SPACES (96 EXISTING PARKING SPACES AND 128 PROPOSED
PARKING SPACES - 22 PAVERS, 99 NEW ASPHALT, 7 NEW STRIPED ON EX ASPHALT) IMPERVIOUS AREAS: 146,601 SF (3.37 AC) TOTAL
NOTE: THERE WILL BE A PARKING EASEMENT ON THE TMP60-25B PARCEL FOR THE EXISTING 15
PARKING SPACES BEHIND THE RETAIL STORE. PAVED PARKING AND CIRCULATION AREA: 100,216 SF
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OFFICE SPACE
a 16o SF
STREAM BUFFERS/FLOODPLAIN: NO STREAM BUFFERS ARE LOCATED ON THE PROPERTY IN
ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION
ORDINANCE. THE PROPERTY ALSO DOES NOT LIE WITHIN THE LIMITS
OF A 100-YEAR FLOODPLAIN, PER FEMA MAP NUMBER 51003CO267D
ADOPTED FEBRUARY 4, 2005. NO IMPACTS ARE PROPOSED FOR ANY
STREAM BUFFERS OR 100 YEAR FLOODPLAIN LIMITS WITH THE
REDEVELOPMENT OF THE PROPERTY. THE PROPERTY IS NOT LOCATED
WITHIN A STATE DAM INUNDATION ZONE OR FEDERAL DAM
INUNDATION ZONE.
T:--1
STORMWATER MANAGEMENT: 2.86 ACRES DISTURBED. THE SITE DECREASES IMPERVIOUS AREA
WITHIN THE DISTURBED ACREAGE. THE POST -DEVELOPMENT TP LOAD
REDUCTION FOR THE SITE IS 0.86 LB/YEAR. STORMWATER
MANAGEMENT FOR THE PROPOSED IMPROVEMENTS ON THE SITE AND
WATER QUANTITY REDUCTION SHALL BE ACCOMMODATED WITH
ONSITE FACILITIES. THESE FACILITIES, SHALL INCLUDE PERVIOUS
PAVERS AND A LANDSCAPED GRASS DRY DETENTION AREA WITH
PRETREATMENT CELLS. ADDITIONAL WATER QUALITY NUTRIENT
CREDITS SHALL BE UTILIZED TO ACHIEVE THE NECESSARY REMOVAL
RATES FOR THE DEVELOPMENT. THE FINAL WPO AND VSMP PLAN SHALI
APPROVED PRIOR TO LAND DISTURBING OPERATIONS AND PRIOR TO
FINAL SITE PLAN APPROVAL.
NOTE: ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND
NOT OVER SIDEWALKS.
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PROPOSED CONCRETE
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STORMWATER MANAGEMENT PLAN
8
STORMWATER MANAGEMENT DETAILS
9A
STORMWATER MANAGEMENT DETAILS
9
PROFILES
10
TOTAL SHEETS -44- 5
NOTES:
CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES
SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT
ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON
THE PLANS, IF THERE APPEARS TO BE A CONFLICT, AND UPON DISCOVERY OF ANY
UTILITY NOT SHOWN ON THE PLANS.
THE CONTRACTOR MUST LOCATE ALL SURFACE AND SUB -SURFACE UTILITIES PRIOR TO
ANY WORK ONSITE.
ANY SIDEWALK AND/OR CURB DAMAGE IDENTIFIED IN THE SITE VICINITY DUE TO PROJECT
CONSTRUCTION ACTIVITIES AS DETERMINED BY THE VDOT INSPECTOR SHALL BE REPAIRED
AT THE CONTRACTOR'S EXPENSE. SIDEWALK WILL BE REPLACED AT THE DIRECTION OF
THE VDOT INSPECTOR. ANY EXISTING SIDEWALK THAT IS CURRENTLY DAMAGED AND IN
NEED OF REPAIR OR NOT IN COMPLIANCE WITH CURRENT STANDARDS SHOULD BE
REPLACED AS PART OF THIS PROJECT AS WELL. IN ADDITION, ANY EXISTING CG-12S
ALONG THE PERIMETER OF THE SITE SHOULD BE UPGRADED TO MEET CURRENT STANDARD
IF NEEDED.
ALL SIGNING AND PAVEMENT MARKINGS SHALL BE CONSISTENT WITH THE MUTCD.
ADDITIONAL NOTES:
1. ALL GRASS AND LANDSCAPING AREAS SHALL BE PRIVATELY OWNED AND
MAINTAINED.
2. THE STREETS IN THE DEVELOPMENT SHALL BE PRIVATE TRAVELWAY AND
TRAVELWAYS AND WILL NOT MEET THE STANDARDS FOR ACCEPTANCE INTO
THE SECONDARY SYSTEM OF STATE HIGHWAYS AND WILL NOT BE
MAINTAINED BY THE VIRGINIA DEPARTMENT OF TRANSPORTATION OR THE
COUNTY OF ALBEMARLE.
3. THE PROPOSED DEVELOPMENT SHALL BE SERVED BY PUBLIC WATER AND
SEWER.
ASBUILT STORMWATER MANAGEMENT NOTES:
1. THE VARIABLE WIDTH PUBLIC FACILITY, ACCESS, & DRAINAGE EASEMENTS HAVE
BEEN RECORDED WITHIN DB.5504, PG. 281-297. THE EASEMENTS ARE SHOWN AND
LABELED ON SHEET 9A.
2. THE COORDINATES FOR THE NORTHERN PRE-TREATMENT CELL ARE:
IN: 5314.8088; E: 5017.1779
3. THE COORDINATES FOR THE SOUTHERN PRE-TREATMENT CELL ARE:
IN: 5170.4056; E: 5018.9404
4. THE COORDINATES FOR THE DETENTION BASIN ARE:
IN: 5397.0704; E: 5077.6391
S. THE COORDINATES FOR THE PERVIOUS PAVERS ARE:
IN: 4991.8475; E: 5064.8556
SCOTTIR. CLTLLIN:
Lie. No. 035791
P 12/12/22
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JOB NO.
192171
SCALE
111=60'
SHEET NO.
1
\ \ \ \ Pre -Development Impervious Areas- Water Quality \ A � �
PRE,-ReDEVELOPMENT A
POSIT-ReDEVELOPMENT
SCALE 1"=100' " (Defined by the Limits of Disturbance) \ \ \ \ / / / \ < Post -Development Impervious Areas- Water Quality �,TH OF
\ V / / < \ SCALE 1"=100' / i
Existing Dirt Parking 1,636 sf \ \ ` \ \ / I \ 1 \ ` \ � � - _ (Defined by the Limits of Disturbance) �
Existing Gravel Parking 43,277 sf v vv� \ V A v v - / - Proposed Asphalt Parking & Circulation 63,484 sf O �CI
Existing Concrete Parking 2,920sf V \ \\ A A \ / Proposed Concrete Loading Area 2,900sf �'
_ _SCOTT R. LLINSZ
Existing Asphalt Parking 23,224 sf / / \ \ \ \ \ \ U Lic. No. 035791 a
Existing Sidewalk 2,008sf / Av \ \ \ \\ ASBUIL-�RAINAQ� MAP Proposed Concrete Sidewalk 5,936sf
7i + \ Public Road 6,823 sf
Public Road 7,549 sf / A A ' v A / v v 79,143 sf O� 12 12 22
80,614sf it l --/ A\ �v A \ i� `� / A \\ �`S'S �GZ
, � _ V v / � / � v ,. A 'I A � - - - / � _ V v ZONAL E
_Overall Net Change in Impervious Area -1,471 sf
�4 (Within the Proposed Limits of Disturbance)
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V � A 1 / v V _ _ � � FQILCHANNEL ANB - v - � V � v 1 ( � v � V d � , _ A "�F9.ILCHANI��L,AND � � - v U � w w O o_
FLOOD PROTECTION \ - A V A v _ _ v V A V A v
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\ \ FLOOD PROTECTION � � g g uJ �
\ \\ -ANALYSIS, TYP. i \ EJ( NG RT \ V A ( �"v J PJC NG V.€RT \ Z _1 L J (
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PROPOSED T B �\ \ - - \ ce ce U0
OP9,SED u TS OF DISTU NC 2.86ac. \ \ \ I VIA STOR / E SD 2 - - '� OP9,SED LIMITS OF DI STU NC 2.86ac. a n I
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100' OF OLF w/ A ELEV.=6 �,� f• - l ?.: �""°', . \ \ \\\ 2. \ _
\ ro� �„ v v A .t♦� 10' OF CONC. FLOW w/ A ELEV.=1'
10' OF CONC. FLOW w/ A ELEV.=1'. > 'OUTFAL, Afl v v v �x i v v i I - OUTFACE A' v i v v
265' OF CHNL FLOW ®5f ft/s
� 1 / 340' OF CHNLr'
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FOOTPRINT' v / / / l 1 TWO PRE-TREATMENT CELLS ARE t THE BUILDING FOOTPRINT o
r I \ V ' �' �� �� r INTERCONNECTED HYDRAULICALLY WITH
STING . _ _POINT OF WATER QUANTITY ANALYSIS. / / ,` �� THE PROPOSED DRY DETENTION BASIN • . POINT OF WATER QUANTITY ANALYSIS. _?
THE PROPOSED DEVELOPMENT's - v i / / VIA THE DRAINAGE PIPES. FACILITY - - °" THE PROPOSED DEVELOPMENT's v 'E
SUBAREAS ULTIMATELY DRAIN TO THIS / / / _ RELEASES RUNOFF TO OUTFALL'A'. ( �� _ I SUBAREAS ULTIMATELY DRAIN TO THIS z =
PROPOSXISTENG PIPE VIA A D & EXISTING STEM OGE PIPES. - - �� �` ( �\ - EXISTING PIPE VIA A SYSTEM OF o
- _ I PROPOSED & EXISTING DRAINAGE PIPES.
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_ \ \
- - - - - 100' OF OLF w/ A ELEV. / - - \ _ _ _ - MM
- _ - - - - - \ - Pre -Development Impervous Area Summary - - - - - - - - _ 18' OF CONC. FLOW w A ELEV.=6' - _ - - - - - W °
210' OF CONC. FLOW w/ A ELEV.-12' - / _ ,_ - \ __ _ t
------------ --_ __���-��/I �\ -� \- \ ----- --_ _=_ _ \- 0 OF CHNL ----- - _
/ / Onsite DA A Impervous Area Summary / 20 ' FLOW ®St ft/s ONSITE DAB / / \ i \ CY) i ) 3
Onsite Dirt Parking 1,500 sf \ _ - - - _- -- - cN=88 / Post -Development Im ervous Area Summary
g I / Onsite DA A mpervous Area Summary
Onsite Gravel Parkin 40,825 sf � \
Tc=O.15Kr.
Onsite Concrete 500 sf v - - / a
Onsite Asphalt 5,425 sf / v - / PropOnsite Building 13,0 sf o
/ / / \ \ - , \ Proposed Pavement 3565
0 sf
\ \ \ - - - Onsite Building 13,900 sf / - / / \ - - - Proposed Concrete 2775 sf W N
- , - WATERSHED SUMMARY , - , -
Offsite Impervious Areas 11,750 sf / \ \ \ - - - - WATERSHED SUMMARY Offsite Impervious Areas 11,750 sf N 0
J / \ CN Area, 1-year Flow, 2-year Flow, 10-year Flow, 73,900 sf _ - \ \ _ _ Area, 1-year Flow, 2-year Flow, 10-year Flow, 64,075 sf z
- \ - ac. cfs cfs cfs Onsite DA A Im ervous Area Summary - / CN ; 1 Q
- P ry / ` - ac. cfs cfs cfs Onsite DA B Impervous Area Summary
Onsite DAA (Pre-DeV.) 87 3.09 8.67 11.41 19.95 Onsite Concrete 1,100 sf - - \ - - Onsite DAA (Post-Dev.) 88 3.09 5.40 8.44 15.03 Proposed Concrete Sidewalk (incl. Pavers) 6,398 sf °
Onsite DA B (Pre-Dev.) 81 0.58 1.22 1.68 3.17 Onsite Dirt Parking 136 sf J / - Onsite DA B (Post-Dev.) 88 0.58 1.72 2.24 3.87 Proposed Asphalt 5,230 sf W z o
86 3.67 9.89 13.09 23.12 1,236 sf / / - _ - - 88 3.67 7.12 10.68 18.90 11,628 sf J W
COUNTY OF ALBEMARLE
Department of Community Development
,.f
Construction Record Drawings (As -built) for VSMP
W W The following is a list of information required on construction record drawings s for
S 9 g
stormwater facilities (reference Water Protection Ordinance 17-422). /t 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 e drawings the dns 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:
I. Inspection Records and photographs for pipe trenches and bedding, including underdrains.
Video Pie ion for s which no accessible o viewable. 2. p Inspect r any pipe Ich are t acce le r tewa le.
3. Updated Location with geo-coordinates of all facilities.
4. Verified Drainage Area ma s for the drains area treated and for drainage to the facilities.
g P 8e g
5. Current physical and topographic survey for all earthen structures. Ponds should include a survey
of the pond bottom. Surveys should verify pond volumes ate 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 refei runes 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 - biefilter 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 must 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.
STORM WATER MANAGEMENT NARRATIVE.
ASBUILT
OVERSUMMARY: HAVE BEEN
ALL
THE STORMWATER MANAGEMENT PLAN COMPLIESIWITH PART IIB MINIMUM REQUIREMENTS. THE STORMWATER RUNOFF RATES, VOLUMES,
GENERAL SWM NOTES:
u+..aF
AND au VELOCITIES RESULTING FROM THIS RODEVELOPMENT --___ __ IMPROVED PRIOR TO EXITING THE PROJECT. PLEASE SEETHE ATTACHED
>.. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS. SEE SHEET 9, OR EQUIVALENT FOR DETAILS.
STORMWATER MANAGEMENT CALCULATIONS PACKET FOR EVIDENCE OF THIS COMPLIANCE AND THIS SHEET FOR ADDTIONAL SUMMARIES. THE
z. CONCRETE FOUNDATIONS SHALL BE INSTALLED ON ALL RISER STRUCTURES MEETING MINIMUM VESCH .i SPECIFICATIONS.
3 4
PROJECT UTILIZES A DRY DETENTION BASIN WITH PRE-TREATMENT CELLS, IN CONJUNCTION WITH AN OVERALL REDUCED IMPERVIOUS AREA IN THE
3 CONTRACTOR SHALL HIRE A THIRD PARTY GEOTECHNICAL L ENGINEER ENSURE THE EMBANKMENTS IMPOUNDING WATER ARE STRUCTURALLY
POST -DEVELOPMENT STATE, FOR STORMWATER QUANTITY COMPLIANCE. THE PROJECT UTILIZES PERMEABLE PAVERS AND A NUTRIENT CREDIT PURCHASE
CA N
SOUND, THIS INCLUDES THE SU BGRADE LOCATED AROUND THE DETENTION BASIN LOCATED BENEATH THE PARKING LOT. ALL EXISTING AND
FOR STORMWATER QUALITY COMPLIANCE.
PROPOSED FILL MATERIAL AND PROPOSED CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE
REQUIRED
Q
OF THE EMBANKMENTS AND FILL AREAS AND PRESENT DURING THE CORE SAMPLING.
STOCONSTRUCTION
QUALITY SUMMARY:
. THE DOWNSTREAM EMBANKMENT SIDE SLOPES OF ALL PERMANENT FACILITIES SHALL HAVE :i SLOPE.
4 3
THE VRRM SPREADSHEET DEVELOPMENTS WAS USED FOR THIS PROJECT AND THE STORMWAT@-^6/ UA AREA BOUNDARY EQUALS THE EROSION
ADSHE
THE VRRM SPREADSHEET FOR 'YQ Q
5. CONTRACTOR SHALL EXCAVATE SEDIMENT LADEN MATERIAL IN THE ESC SEDIMENT TRAPPING DEVICE AT THE TIME OF THE FACILITY'S CONVERSION
O TOTAL
& SEDIMENT CONTROL LIMITS OF DISTURBANCE BOUNDARY. THIS RODEVELOPMENT PROJECT AFfiwliRCi A TOTAL PHOSPHOROUS REMOVAL OF RATE 0.86
TO A PERMANENT SWM FACILITY. AT SUCH TIME THE CONTRACTOR SHALL REGRADE THE SEDIMENT TRAPPING DEVICE TO THE PROPOSED GRADES
Ib r. THE REMOVAL OF A PORTION OF THIS REQUIRED PHOSPHOROUS LOADING IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF A LEVEL I
1L Q
SHOWN ON THE SWM SHEETS. THE CONTRACTOR SHALL MINIMIZE SOIL COMPACTION DURING THE CONVERSIONS.
PERMEABLE PAVEMENT PARKING LOT. SUBAREA 'DA B' IS TREATED VIA THE LEVEL I PERMEABLE PAVEMENT. THE PR9P85E9 PERMEABLE PAVERS
GENERATE A PHOSPHOROUS REMOVAL RATE OF 0.34 Ib r. THE REMAINING 0.52 Ib r PHOSPHOROUS REMOVAL I W61- "� "'-' VIA A NUTRIENT CREDIT
PURCHASE. ASBUILT HAS BEEN MET
General Construction notes for Stormwater Management Plans
1. All dams and constructed fill to be within 95% of maximum dry
CURRENTLY, THE EXISTING SITE AREA FLOWS OFFSITE UNTREATED. THE EXISTINGISITE WITHIN THEILiMITS OF DISTURBANCE CONSISTS OF A LARGE
density and 2% of optimum moisture content. All fill material to be
BUILDING, SPRAWLING GRAVEL PARKING AREA AND A PAVED TRAVELWAY. THEOROPOSEB PLAN ,4i;: THE EXISTING BUILDING, REMOVE THE
approved by a geotechnical engineer. A geotechnical engineer is to
GRAVEL AREA AND RECONFIGURE THE SITE TO PROVIDE ASPHALT TRAVELWAYS AND PARKING WHILE DECREASING THE SITE'S OVERALL IMPERVIOUS
'
be during construction of dams.
P 9
AREA.
2. Pie and riser joints are to be watertight
P 1 within stormwater
ASBUILT
Management facilities.
THE PROP9EE& ReDEVELOPM ENT CREATES TWO CONCENTRATED OUTFALLS, THESE ARE DENOTED ON THIS SHEET AS OUTFALL W AND OUTFALL'B'.
3. For temporary sediment traps or basins which are to be converted
OUTFALL'A' RELEASES RUNOFF FROM ONSITE SUBAREA W AND OUTFALL'B' RELEASES RUNOFF FROM ONSITE SUBAREAS'. BOTH OUTALLS W AND 'B'
to permanent stormwater management facilities; conversion is not
DRAIN TO THE POINT OF ANALYSIS VIA A SERIES OF DOWNSTREAM MANHOLES AND DRAINAGE PIPES.
to take place until the site is stabilized, and permission has been
ASBUILT
obtained from the erosion control inspector.
THE VAST MAJORITY OF THE AROP9EE9 PARKING LOT IMPROVEMENTS ARE LOCATED WITHIN ONSITE DA W IN THE POST-ReDEVELOPMENT STATE. THIS
RUNOFF IS ATTENUATED IN THE DRY DETENTION BASIN AND ITS TWO INTERCONNECTED PRE-TREATMENT CELLS. FOR THE PURPOSES OF THIS
ANALYSIS ONSTE SUBAREAS' DOES NOT RECEIVE ATTENUATION. THE TWO SUBAREAS' PEAK FLOWS WERE SUMMED AND ANALYZED FOR CHANNEL AND
ASBUILT NOTES:
FLOOD PROTECTION COMPLIANCE. CHANNEL PROTECTION REQUIREMENTS ARE MET FOR THIS PROJECT VIA 9VAC25-870-66, SUBSECTION B.3.a (ENERGY
i. ALBEMARLE COUNTY ENGINEERING WILL REQUESTAN ASBUILT PLAN FOR THE PROPOSED SWM DESIGN.
BALANCE). FLOOD PROTECTION COMPLIANCE FOR THIS PROJECT IS MET VIA 9VAC25-870-66, SUBSECTION C.22.b (10-YR POST FLOW < 10-YEAR PRE
2. ASBUILT INFORMATION WILL INCLUDE, BUT IS NOT LIMITED TO, A GEOTECHNICAL INSPECTION REPORT FOR THE DRY DETENTION EMBANKMENT
FLOW). CHANNEL AND FLOOD PROTECTION COMPLIANCE IS ACHIEVED PRIMARILY THROUGH THE OVERALL REDUCTION IN IMPERVIOUS AREAS & THE
THAT REVEALS A SUITABLE MATERIAL WITH CLAY CORE/CUT-OFF TRENCH MEETING THE MINIMUM REQUIREMENTS OUTLINED IN THIS PLAN.
ATTENUATION IN THE DRY DETENTION BASIN & ITS PRE-TREATMENT CELLS. TYPICAL CURB CUT DETAIL
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TOP OF CURB
ISOMETRIC VIEW
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NOTES:
1. ENERGY DISSIPATION SHAL: BE DES'ONED WITH A M:N:MUM DEPTH OF
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UTTER FLOW LI.NW PROJECTED
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DRY DETENTION BASIN CONSTRUCTION NOTES:
FACILITY PLANTING SPECIFICATIONS:
1. THE DETENTION BASIN SHALL HAVE TURF GROUND COVER SUCH AS GRASS OR SOME OTHER FORM OF A VEGETATIVE GROUNDCOVER. LANDSCAPING
BEYOND THIS IS OPTIONAL AND IS NOT REQUIRED.
2. THE PROPOSED INTERIOR SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 4:1, OR 3:1 IF SAFETY BENCHES ARE PROVIDED AT THE TOP OF THE
FACILITY, TO REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES TO THE
RISER STRUCTURE.
3. WOODY VEGETATION SHALL NOT BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE OF THE EMBANKMENT NOR WITHIN 25 FEET OF THE
PRINCIPAL SPILLWAY STRUCTURE.
4. THE SOILS IN THE STORMWATER BUFFER AREA ARE OFTEN SEVERELY COMPACTED DURING THE CONSTRUCTION PROCESS, TO ENSURE STABILITY THE
DENSITY OF THESE COMPACTED SOILS CAN BE SO GREAT THAT IT EFFECTIVELY PREVENTS ROOT PENETRATION AND, THEREFORE, MAY LEAD TO
PREMATURE MORTALITY OR LOSS OF VIGOR. AS A RULE OF THUMB, PLANTING HOLES SHOULD BE THREE TIMES DEEPER AND WIDER THAN THE DIAMETER
OF THE FOOTBALL FOR BALL -AND -BURLAP STOCK, AND FIVE TIMES DEEPER AND WIDER FOR CONTAINER -GROWN STOCK.
5. AVOID SPECIES THAT REQUIRE FULL SHADE, OR ARE PRONE TO WIND DAMAGE. EXTRA MULCHING AROUND THE BASE OF TREES AND SHRUBS IS STRONGLY
RECOMMENDED AS A MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS.
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PLANS.
2. LANDSCAPE CONTRACTOR SHALL REFER TO THE STANDARDIZED LANDSCAPE SPECIFICATIONS FOR THE STATE OF VIRGINIA FOR ADDITIONAL INFORMATION.
THE CONTRACTOR SHALL ABIDE BY ITS CONTENTS; HOWEVER ANY NOTES OR SPECIFICATIONS ON THE PLANS SHALL SUPERSEDE THOSE OUTLINED IN THE
SPECIFICATIONS MANUAL (COPIES ARE AVAILABLE FOR A FEE FROM THE ARGI NIA CHAPTER OF THE AM ERICAN SOCIETY OF LANDSCAPE ARCHITECTS,
VI RGI NIA NURSERYMEN'S ASSOCIATION, INC. AND THE VI RGI NIA SOCIETY OF LANDSCAPE DESIGNERS). ALL DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF COLLINS ENGINEERING PRIOR TO THE CORRESPONDING CONSTRUCTION ACTIVITY.
3. ALL PLANT MATERIAL SHALL MEET THE MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR
NURSERY STOCK, PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN, 1250 STREET, NW, SUITE 500, WASHINGTON, DC 20005.
4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN.
5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY AT 1-800-552-7001 BEFORE
ANY EXCAVATION).
6. REFER TO THE APPROVED FINAL SITE PLANS FOR ANY DETAILED SITE INFORMATION.
7. ALL WORK SHALL BE COORDINATED WITH OTHER PARTIES.
8. PLANTS WILL BE PREPARED FOR SHIPMENT IN A MANNER THAT WILL NOT CAUSE DAMAGE TO THE BARK, BUDS, BRANCHES, STEMS, OR OVERALL SHAPE OF
THE STOCK. CONTAINER GROWN PLANTS WILL BE TRANSPORTED IN THE CONTAINERS IN WHICH THEY HAVE GROWN.
9. ALL PLANT MATERIAL, UNLESS OTHERWISE SPECIFIED, SHALL BE UNIFORMLY BRANCHED AND HAVE A VIGOROUS ROOT SYSTEM. PLANT MATERIAL SHALL
BE HEALTHY, VIGOROUS, AND FREE FROM DEFECTS, DECAY, DISEASES, INSECT PEST EGGS, AND ALL FORMS OF INFESTATION. ALL PLANT MATERIAL SHALL
BE FRESH, FREE FROM TRANSPLANT SHOCK OR VISIBLE WILT. PLANTS DEEMED UNHEALTHY WILL BE REJECTED.
10. ALL CONTAINER STOCK SHALL HAVE BEEN PROPAGATED IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLYTO
HOLD ITS SOIL. CONTAINER STOCK WITH POORLY DEVELOPED ROOT SYSTEMS WILL NOT BE ACCEPTED.
11. PLANTS NOT INSTALLED ON THE DAY OF ARRIVAL ON SITE SHALL BE STORED AND PROTECTED BY THE CONTAINER. OUTSIDE STORAGE AREAS WILL BE
SHADED AND PROTECTED FROM THE WIND AND SUN. PLANTS STORED ON SITE SHALL BE PROTECTED FROM ANY DRYING AT ALL TIMES BY COVERING THE
BALLS OR ROOTS WITH MOIST SAWDUST, WET BURLAP, WOOD CHIPS, SHREDDED BARK, PEAT MOSS, OR OTHER SIMILAR MULCHING MATERIAL.
12. THE OWNER RESERVES THE RIGHT TO SUBSTITUTE PLANT MATERIAL TYPE, SIZE AND/OR QUANTITY. ANY SUBSTITUTIONS MUST BE APPROVED BY THE
INSPECTOR INITIALLY, AND THEN THE DESIGNER.
13. MINOR FIELD ADJUSTMENTS MAY BE NECESSARY DUE TO SITE CONDITIONS (EX: ROOTBALL AND UTILITY CONFLICT). MAJOR ADJUSTMENTS MUST BE
APPROVED BY THE DESIGNER.
14. NO PLANTING SHALL OCCUR WHEN THE SOIL IS FROZEN.
15. PLANT MATERIAL SHALL BE PLACED IN EXISTING SOIL WITH EACH PLANTING PIT EXCAVATED TO A SIZE SUFFICIENT TO CONTAIN THE ENTIRE ROOT BALL OR
ROOT MASS, WITHOUT CRAMPING ROOTSTOCK.
16. THE CONTRACTOR SHALL MAINTAIN A ONE (1) CALENDAR YEAR 90%CARE AND REPLACEMENT WARRANTY FOR ALL PLANTINGS. THE PERIOD OF CARE AND
REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE FOR ONE CALENDAR
YEAR.
17. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND DISPOSAL OF TRASH AND DEBRIS WITHIN THE LIMITS OF THE PLANTING ON A DAILY BASIS.
18. THE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT MATERIAL THAT HAS BEEN DAMAGED BY VANDALISM FIRE OR OTHER ACTIVITIES BEYOND THE
CONTRACTOR's CONTROL.
FACILITY CONSTRUCTION
1. DETENTION BASINS MAY SERVE AS SEDIMENT BASINS AND/OR TRAPS DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHALL BE BASED
ON THE MORE STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENTS VS. STORMWATER TREATMENT REQUIREMENTS).
INSTALLATION OF THE PERMANENT RISER SHALL BE INITIATED DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHALL BE SET WITH FINAL
CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION TO THE POST -CONSTRUCTION POND IN MIND. APPROPRIATE PROCEDURES SHALL BE
IMPLEMENTED TO PREVENT DISCHARGE OF TURBULENT WATERS WHEN THE BASIN IS BEING CONVERTED TO AN DETENTION BASIN.
2. THE DETENTION BASIN SHALL ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. IF THE
PROPOSED POND SITE WILL BE USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THEN THE FACILITY WILL BE DEWATERED,
DREDGED AND RE -GRADED TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE. MODIFICATIONS SHALL BE MADE TO THE
RISER, ORIFICES AND BARRELS AS REQUIRED SO THAT THEY ARE CONSISTENT WITH THE FINAL CONSTRUCTION SPECIFICATIONS.
3. THE CONTRACTOR SHALL ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKING SURE THEY MEET DESIGN SPECIFICATIONS AND ARE PREPARED AT
STAGING AREAS WHEN POSSIBLE.
4. THE CONTRACTOR SHALL CLEAR AND STRI P THE PROJECT AREA I F REQU I RED TO TH E DESIRED SU B-GRADE.
S. INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION OF THE BASIN, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION
PRACTICES. ALL AREAS SURROUNDING THE BASIN THAT ARE GRADED OR DENUDED DURING CONSTRUCTION SHALL BE PLANTED WITH TURF GRASS,
NATIVE PLANTINGS, OR OTHER APPROVED METHODS OF SOIL STABILIZATION.
6. CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE.
7. CONTRACTOR SHALL ALSO INSTALLTHE RISER, OUTFLOW STRUCTURE AND/OR THE BARREL(s) WITH PERMANENT COLLARS DURING THE ESC PHASE.
CONTRACTOR SHALL ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION.
8. THE CONTRACTOR SHALL CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8-TO 12-INCH LIFTS, COMPACTION SHALL BE COMPLETED IN LIFTS
WITH APPROPRIATE EQUIPMENT. THE CONTRACTOR SHALLALSO ADHERE TO THE CLAY LINER SPECIFICATIONS OUTLINED IN TABLE 14.4 BELOW:
Table 14.4. clay Liner speclficadons
Property
Test Method
Unit
Specification
Permeability
ASTM D-2434
Cm/sec
t x 1U
Plasticity Index of Clay
ASTM D4231424
%
Not less than 15
Licluid Limitof Cla
ASTM D-2216
%
Not less than 30
Clay Partide,s Passing
ASTM 0422
%
Not less than 30
Clay compaction
ASTMD-2216
%
-
95% of standard Proctordensity
Source- Vlrgrma Stormwaler Management Harmco0lt (lye!)
9. UPON COMPLETION OF THE EMBANKMENT GRADING, THE CONTRACTOR SHALL EXCAVATE/GRADE UNTILTHE APPROPRIATE ELEVATION AND DESIRED
CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE BASIN.
10. CONTRACTOR SHALLTHEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS.
11. THE CONTRACTOR SHALLTHEN FINISH CONSTRUCTION OF ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -RAP APRON PROTECTION IF
APPLICABLE.
12. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED SOILS BY HYDROSEEDING OR SEEDING OVER STRAW.
13. THE CONTRACTOR SHALLTHEN INSTALLTHE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS, IF APPLICABLE.
FACILITY MAINTENANCE:
MAINTENANCE OF THE DETENTION BASIN IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE FACILITIES.
DURING THESE INSPECTIONS THE FOLLOWING TASKS SHALL BE PERFORMED BY THE CONTRACTOR IN THE FIRST YEAR FOLLOWING INSTALLATION AND THE
OWNER THEREAFTER:
1. MEASURE SEDIMENT ACCUMULATION LEVELS IN THE BASIN.
2. MONITOR THE GROWTH OF THE GROUNDCOVER AND ANY TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE
COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE.
3. INSPECT THE CONDITION OF STORMWATER INLETS TO THE BASIN FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING.
4. INSPECT THE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDENCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH,
OR GULLY EROSION THAT MAY UNDERMINE EMBANKMENT INTEGRITY.
5. INSPECT BASIN OUTFALL CHANNEL FOR EROSION UNDERCUTTING RIP -RAP DISPLACEMENT WOODY GROWTH etc.
6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES.
7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FLASHBOARD RISERS AS APPLICABLE FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS
ACCUMULATION OR OTHER FAILURES.
8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATION, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE
OPENED AND OPERATED.
9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE BASIN FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING.
10. OWNER OR CONTRACTOR SHALL MAKE NEEDED REPAIRS IMMEDIATELY.
FACILITY INSPECTION:
MULTIPLE INSPECTIONS ARE CRITICAL TO ENSURE THE BASIN(s) ARE PROPERLY CONSTRUCTED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY
THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE
VISITS AND INSPECTIONS ARE REQUIRED TO BE SCHEDULED BY THE CONTRACTOR WITH THE ENGINEER AND INSPECTOR DURING THE FOLLOWING STAGES OF
THE DETENTION BASIN's CONSTRUCTION PROCESS:
1. PRE -CONSTRUCTION MEETING
2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E&S CONTROLS)
3. EXCAVATION/GRADING (e.g., INTERIM/FINAL ELEVATIONS)
4. INSTALLATION OF THE EMBANKMENT THE RISER PRIMARY SPILLWAY AND THE OUTLET STRUCTURE s .
4. DETENTION BASIN INSTALLATION (e.g., INTERIM AND FINAL ELEVATIONS)
S. PLANTING PHASE WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT DIRECTING IF APPLICABLE
6. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
PERMEABLE PAVER INSTALLATION GENERAL NOTES:
1. EACH LAYER/LIFT OF NO. 2 AND NO. 57 STONE REQUIRES A MINIMUM CENTRIFUGAL FORCE COMPACTION OF 53,000.
2. CONSTRUCTION & PREPARATION OF PERMEABLE PAVERS STONE BASE AND UNDERDRAIN SYSTEM SHALL BE IN ACCORDANCE
w/ MANUFACTURER SPECIFICATIONS.
3. CONTRACTOR SHALL CONDUCT A GEOTECHNICAL INVESTIGATION OF THE SOIL UNDERNEATH THE PROPOSED PAVERS AFTER
FINAL GRADE HAS BEEN ACHIEVED TO DETERMINE THE INFILTRATION AND CBR RATINGS. CONTRACTOR SHALL PROVIDE THE
ENGINEER WITH THESE RESULTS PRIOR TO ORDERING AND INSTALLATION OF THE STONE BASE FOR THE PERMEABLE PAVERS
0
TO ENSURE AN ADEQUATE DESIGN. IF A CBR RATIO OF THE PAVERS UNDERLYING SOILS IS LESS THAN 4 /o THEN THE
CONTRACTOR SHALL COMPACT THE SOIL TO AT LEAST 95% OF STANDARD PROCTOR DENSITY.
4. ALL OPEN GRADED STONE LAYERS SHALL BE CLEAN & DOUBLE WASHED IN ACCORDANCE WITH DEQ REGULATIONS. "CLEAN"
STONE IS SCREENED TO SIZE AND THE BULK OF THE FINES DUST IS REMOVED BUT THERE IS STILL DUST ON THE STONE.
"WASHED" STONE IS WASHED THROUGH THE SCREENING PROCESS AND OR MANUALLY WASHED.
S. WHERE UNDERDRAIN CLEANOUTS ARE PROPOSED WITHIN PAVED AREAS & ARE SUBJECT TO VEHICULAR TRAFFIC, CLEANOUTS
SHALL BE ENCASED IN 018" CONCRETE PAD FOR THE UPPER 24'. THE CLEANOUT FRAME & LID SHALL BE CONSTRUCTED OF
CAST IRON, OR A SIMILAR MATERIAL THAT IS STRUCTURALLY FORTIFIED.
6. THE PERMEABLE PAVERS' STONE BASE SHALL HAVE A FILTER FABRIC UNDERLAYMENT BENEATH IT. UNDERLAYMENT SHALL BE
CAPABLE OF PASSING RUNOFF THROUGH IT TO ALLOW FOR ADEQUATE INFILTRATION. CONTRACTOR SHALL WORK CLOSELY
WITH THE UNDERLAYMENT's MANUFACTURER ENSURING THE SELECTED MATERIAL IS SUFFICIENT AND ALL CONSTRUCTION
REQUIREMENTS ARE MET.
7. THE PERMEABLE PAVER STONE BED SHALL INCLUDE 4" UNDERDRAINS, AS SHOWN, WITH 1% MIN. WITH POSITIVE DRAINAGE.
FIGURE 7.4 SITE -SPECIFIC NOTES:
1. THE 'PERMEABLE JOINT MATERIAL' SHALL BE VDOT #8, #89 OR #9 AGGREGATE IN THE OPENINGS BETWEEN THE
PAVERS.
2. THE 'OPEN -GRADED BEDDING COURSE' SHALL BE 2" THICK VDOT #8 AGGREGATE.
3. THE 'OPEN -GRADED BASE RESERVOIR' SHALL BE 4" THICK VDOT #57 CLEAN STONE. RESERVOIR TO BE CRUSHED
AGGREGATE.
4. THE 'OPEN -GRADED SUBBASE RESERVOIR' SHALL BE 9" THICK VDOT #2 CLEAN STONE. RESERVOIR TO BE
CRUSHED AGGREGATE.
5. THE 'GEOTEXTILE UNDER SUBBASE' SHALL BE TENSAR TX-5 TRIANGULAR GRID, OR EQUIVALENT.
6. THE 'UNDERDRAIN' SHALL BE 4" PERFORATED RIGID PVC WITH A MINIMUM 1% SLOPE. NOTE, UNDERDRAINS
LOCATED OUTSIDE OF THE PERMEABLE PAVERS SHALL BE RIGID NON -PERFORATED PVC PIPES WITH A MINIMUM
1% SLOPE. THE UNDERDRAINS SHALL HAVE A 12" DEEP x 24" WIDE STONE INFILTRATION SUMP LOCATED
BENEATH THE PIPE.
MIN
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Concrete Paver-
Permeahle .Joint Material
-Open-graded
Bedding Course
Open -graded
Base Reservoir
Open -graded
Subbase
Reservoir
U nderdrain
(as required)
Optional Geotextile
Under Subbase
Uncompacted Subgrade Soil
Figure 7.3. Typical Detail (Source: Smith. 2009)
Permeatle Pavement Su'wa Matenal
Bedding Layer (act cirecied by manurcurer)
/
Reservor Layer, Iab'e i.2
`--- Perforated Undendrayl.
Schedule 40 PVC
Figure 7.4. Typical Section Permeable Pavement Level 1
Storrnxr^'
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ROUND SERIES TRASHI RAI (OR EQUIVALENT)
CONCRETE MANHOLE
STANDARD 601NCH RACK SHOWN
DIMENSIONS IN INCHES
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StormNaxTM Round Series for -Concrete Manhole
Vat No.
Set
Dim
Dist
Min N1
RS-24
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14%
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401%
36
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27%
1334
66%
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STEPS
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Plastic Sohltions, Inc. CUSTOMER,
PO Bow 43a6, VArchcstcr, VA 2160/
238 AWCdec M. INnrJwsro, VA 22603
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ISOMETRIC
CONCRETE STRUCTURE DIMENSIONS
INSIDE STRUCTURE DIMENSION
OUTSIDE STRUCTURE DIMENSION
AVAILABLE OPTIONS
CROSS BRACING FOR OVERHANG
HDPE ANTI -VORTEX PLATE
DATE
DRUM W.
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DETAIL
COORDINATES FOR THE PERVIOUS PAVERS SWM FACILITY:
N: 4991.8475; E: 5064.8556
PROPOSED PERMEABLE PAVERS DETAIL
SCALE: 1"= 20'
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PROP99f!,O, PERMEABLE PAVERS TO PROVIDE STORMWATER QUALITY I
TREATMENT. THE PERMEABLE PAVERS SHALL ACT AS AN INFILTRATING
DEVICE FOR INITIAL RUNOFF, PROVIDING GROUNDWATER RECHARGE.
ANY EXCESS RUNOFF NOT INFILTRATED SHALL BE DIRECTED TO
UNDERDRAINS AND BE SLOWLY RELEASED WHILE THE STORMWATER IS
DETAINED. DURING SIGNIFICANT RAINFALL EVENTS, THE TERTIARY I
RUNOFF WILL FLOW INTO DROP INLET 2 FOR EMERGENCY BYPASS.
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How to Fix Problem
Address
Comments
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Problem
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There is excessive
Remove Immediately.
tamer or
trash and debris
professional
There is evidence of
Owner or
Contributing
erosmo and -'of bare or
Stabilize immediately-
professional
Drainage Area
a osed soil
There is excessive
OwnerOr
F
landscape waste and
Remove immediately. .
ional
yard clippings
Check that tree roots have
not penetrated the pavement
and leaf residue has not
Adjacent
Trees and shrubs are
dogged the pavement.
Owner or
Vegetation
within 5 feet of the
Vegetation that limits access
Professional
pavement surface
or interferes with the
permeable pavement
operation must be pruned or
removed
There is excessive
trash, debris or
Remove immediately
Owner or
Inlets, Pre -
Professional
Treatment Cells
accumulation
accumulation
and Flow
There is evidence of
Owner or
Diversion
erosion and I or
Stabilize immediately
professional
Structures
esyosed soil
Clean out sediment or
Evidence of dogging
debris- Remove and viash or
Professional
replace stone as needed
Pavement
Mosquito proliferation
water and
Eliminate standing w
Owner or
Surface
Ae.tahllzh vAaatahnn, trovit for
nreti' -4Slnnal
mosquitoes as needed. It
sprays are considered, then
use a licensed pest
controller to apply an
approved mosquito larvicide
(only if absolutely
necessary).
Stabilize immediatery. Mow,
irrigate and apply organic
There is evidence of
(not chemical) fertilizer, as
erosion and I or bare
needed to keepgrass
9
healthy and dense enough to
Owner or
or exposed soil in grid
provide filtering while
pfofesswital
paver areas
protecting the underlying
soil Remove any grass
clippinas
There is loose
Remove immediately and
material (e.g-, bark
vacuum sweep the area to
Professional
sand, etc.) stored on
prevent clogging the
the pavement surface
pavement pores.
Pavement is stained
The surface must be kept
andror clogged or
dean and free of leaves,
water is ;
debris, and sediment by
Pavement
the
indicatingg me
vacuum sweeping (Wfmout
Surface
pavement is not
brooms of v+ater spray)
draining properly
immediately and, otherwise.
Measure the
at a frequency consistent
drawdown rate in the
v+igl the use and loadings
observation well for
three (3) days
encountered at a minimum.
followng a storm
annual dry -weather
event that exceeds
sweeping in the Spring).
Professional
1!2 inch of rain. If
Where paving blocks are
standing water i Still
installed, the sweeper must
observed in the well
be calibrated so it does not
after three days, this
pick up the stones between
s a Gear sign that the
the paver blocks. Following
pavement is dogged.
the vacuum sweeping, test
There are significant
pavement sedions by
amounts of sediment
pouring water from 5 gallon
have accumulated
buckets, to ensure proper
between the pavers.
drainage.
There is evidence of
Strulctu al
surface detenortati0n.
such as slumping,
Repair or replace affected
Professional
Integrity
Craddng. spelling or
areas, as necessary.
broken pavers.
Observation
Is each observation
Repair, as necessary-
Professional
Wells
well still capped?
outlets are obstructed
or Bros ion and soil
Remove obstructions and
Owner or
Outlet
exposure is evident
stabilize eroded or exposed
Professional
below the outlet.
areas.
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`\\ CLEANOUT, PAVER SPECIFICATIONS, TYPICAL.
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SECTION A-9: TYPIC LL GR.kPHIC_AL DETAILS
Homogeneous fill
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TYPICAL HOMOGENEOUS
EMBANKMENT
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FOUNDATION DRAIN
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Send, 9v.d or rock
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CHIMNEY DRAIN
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Transition fill
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Blanket drain
BLANKET DRAIN
Rock or gravel
drain
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Fi=ui a A- lit. Homo erreolls Enibuitka+errls it Seepage Controls
GENERAL EMBANKMENT NOTES:
THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE WITH THE
DETAILS SHOWN IN THIS PLAN. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC-3 MATTING & RIPRAP AS
APPLICABLE AND THE REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC-2 MATTING. ALL BERM FILL
MATERIAL SHALL CONSIST OF ML, CL, SC OR GC SOILS & BE FREE OF WOOD, ROOTS, ROCKS OR ANY OTHER NON
COMPACTING SOIL. COMPACTED FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D698 AND HAVE A MINIMUM
OF 95% OF MAXIMUM DRY DENSITY AND 2%OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL AND
CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE CONSTRUCTION
OF THE EMBANKMENTS AND FILL AREAS.
PERMEABLE PAVER CONSTRUCTION NOTES:
NECESSARY EROSION & SEDIMENT CONTROL SPECIFICATIONS:LrTH
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1. All permeable pavement areas shall be fully protected from sediment intrusion by silt fence or construction fencing, particularly if they we
intended to infiltrate runoff.
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2. Permeable pavement areas shall ideally remain outside the limit of disturbance, if possible, during construction to prevent soil compaction
by heavy equipment. If it is not possible, the contractor shall take precautions to limit construction equipment over the proposedOTT
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permeable pavement new. Permeable pavement areas shall be clearly marked on all construction documents and grading plans. To
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prevent soil compaction, heavy vehicular and foot traffic shall be limited or kept out of permeable pavement areas during and immediately
No. 035791after
construction.
3. During construction, care shall be taken to avoid tracking sediments onto any permeable pavement surface to avoid clogging.
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Any area of the site intended ultimately to be a permeable pavement area shall generally not be used as the site of a temporary sediment
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basin. Where locating a sediment basin on an area intended for permeable pavement is unavoidable, the invert of the sediment basin must
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be a minimum of 2 feet above the final design elevation of the bottom of the aggregate reservoir course. All sediment deposits in the
excavated area shall be carefully removed prior to installing the sub -base, base and surface materials.
NOTE, THE CONTRACTOR SHALL HAVE FINAL AUTHORITY OVER THE CONSTRUCTION SEQUENCING AND THE STEPS LISTED BELOW
ARE INTENDED TO SERVE AS A GUIDE. THE CONTRACTOR SHALL COMMUNICATE ALL PROCESSES AND TIMELINES WITH THE
INSPECTOR AHEAD OF TIME TO ALLOW THE INSPECTOR SUFFICIENT TIME TO APPROVE OR DISAPPROVE THE PROGRESSION OF THE
CONSTRUCTION, AS REQUIRED.
1. Construction of the permeable pavement shall only begin after the entire contributing drainage area has been stabilized. The proposed site
shall be checked for existing utilities prior to any excavation. Do not install the system in rain or snow, and do not install frozen aggregate
materials.
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2. As noted above, temporary erosion and sediment (E&S) controls are needed during installation to divert stormwater away from the
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permeable pavement area until it is completed. Special protection measures such as erosion control fabrics may be needed to protect
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vulnerable side slopes from erosion during the excavation process. The proposed permeable pavement area must be kept free from
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sediment during the entire construction process. Construction materials that we contaminated by sediments must be removed and replaced
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with clean materials.
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3. Where possible, excavators or backhoes should work from the sides to excavate the reservoir layer to its appropriate design depth and
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dimensions. For micro -scale and small-scale pavement applications, excavating equipment shall have arms with adequate extension so
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they do not have to work inside the footprint of the permeable pavement area (to avoid compaction). Contractors can use a cell
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construction approach, whereby the proposed permeable pavement area is split into 500 to 1000 s . ft. temporary cells with a 10 to 15 foot
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earth bridge in between, so that cells can be excavated from the side. Excavated material shall be placed away from the open excavation
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so as to not jeopardize the stability of the side walls.
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4. The native soils along the bottom and sides of the permeable pavement system shall be scarified or tilled to a depth of 3 to 4 inches prior
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to the placement of the filter layer or filter fabric. In large scale paving applications with weak soils, the soil subgrade may need to be
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compacted to 95% of the Standard Proctor Density to achieve the desired load -bearing capacity. (NOTE: If this density is required then it
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effective] eliminates the infiltration function of the sub rode. In such a case the following minimum sub odes shall be installed,
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beginning from the top subgmde: 2: thick No. 8 aggregate bedding course below the pavers, 4" thick VDOT No. 57 clean stone filter
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course (open graded, crushed aggregate), 12' thick VDOT No. 2 clean stone reservoir course (crushed aggregate base course) with a
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TX-5 triangular grid, or equivalent, the system.
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5. The filter layer shall be installed on the bottom of the reservoir layer and, where appropriate, filter fabric can be placed on the sides.
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6. Provide a minimum of 2 inches of aggregate above and below the underdrains. The underdrains shall slope down towards the outlet at a
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positive grade The up -gradient end of underdrains in the reservoir layer shall be capped. Where an underdrain pipe is connected to a
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structure, there shall be no perforations within 1 foot of the structure. Ensure that there are no perforations in clean -outs and observation
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wells within I foot of the surface.
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7. Spread, with a maximum of 6-inch lifts, the appropriate clean, washed stone aggregate. Place at least 4 inches of additional aggregate
above the underdrain and then compact it using a vibrato roller in static mode until there is no visible movement of the aggregate. Do
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not crush the aggregate with the roller.
8. Install over -drain if required and connect into outlet conveyance system.
9. Install the desired depth of the bedding layer as follows: For permeable pavers, the bedding layer for open -jointed pavement blocks shall
consist of a minimum of 2 inches of washed ASTM D 448 No.8 stone.
Install paving materials in accordance with manufacturer or industry specifications. The basic installation process is described in greater
detail by Smith (2006). The basic installation process is described in greater detail by Smith (Smith 2011). Permeable paverjob foremen
shall successfully complete the PICP Installer Technician Course training program offered by the Interlocking Concrete Pavement
Institute. The following installation method also applies to clay paving units. Contact manufacturers of composite units for installation
specifications.
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a. Moisten, place and level the No. 2 stone sub -base and compact it in minimum 12-inch [hick lifts with four passes of a 10-ton steel
drum static roller until there is no visible movement The first two passes are in vibratory mode with the final two passes in static
mode. The filter aggregate should be moist to facilitate movement into the reservoir course.
b. Place edge restraints before the base layer, bedding and pavers are installed. Permeable interlocking pavement systems require edge
restraints to prevent vehicle loads from moving the pavers. Edge restraints may be standard concrete curbs or curb and gutters.,
c. Moisten, place and level the No. 57 base stone in a single lift (4 inches thick minimum). Compact it into the reservoir course beneath
with at least four (4) passes of a 10-ton steel drum static roller until there is no visible movement. The first two passes are in vibratory
mode, with the final two passes in static mode.
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d. Place and screed the bedding course material (typically No. 8 stone, 2 inches thick).
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e. Pavers may be placed by hand or with mechanical installers.
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f Fill gaps at the edge of the paved areas with cut pavers or edge units. When cut pavers are needed, cut the pavers with a paver splitter
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or masonry saw. Cut pavers are ideally no smaller than one-third (1/3) of the full unit size, if subject to tire movement.
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g. Fill the joints and openings with stone. Joint openings must be filled with No. 8, 89 or 9 stone per the paver manufacturer's
Sweepand from the
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recommendation. remove excess stones P aver surface.
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h. Compact and sea[ the avers into the bedding course with a minimum low -amplitude 5 000 lbf, 75- to 95-Hz late compactor. Do not P P 8 P . P P
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compact within 6 feet of the unrestrained edges of the pavers.
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i. Thoroughly sweep the surface after construction to remove all excess aggregate.
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j. Inspect the area for settlement. Any paving units that settle must be reset and re -inspected.
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k. The contractor should return to the site within 6 months to top up the paver joints with stones.
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CONSTRUCTION INSPECTION:
Inspections before, during to that is built in these
and after construction are required ensure permeable pavement accordance with
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specifications. Contractor shall use a detailed inspection checklist that requires sign -offs by qualified individuals at critical stages of
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construction and t ensure that the contractor's interpretation of he plan is consistent with the designer's intent The basic elements of a
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permeable pavement construction checklist can be found on this sheet Once the final construction inspection has been completed, provide the
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report to the County Inspector for approval.
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CONSTRUCTION MAINTENANCE:
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It is difficult to prescribe the specific types or frequency of maintenance tasks that are needed to maintain the hydrologic function of
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permeable pavement systems over time, so the Contractor shall adhere to the manufacturer's requirements for the first year following
construction, and the Owner thereafter. The following tasks must be avoided on all
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permeable pavements:
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1. sanding
2.
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re -sealing
3. re -surfacing
4. power washing
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5. storage of snow piles containing sand
6. of mulch or materials
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storage soil
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A maintenance task for large-scale applications involves regenerative air vacuum sweeping on a frequency consistent with the
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preventative
use and loadings encountered in the parking lot. Many consider an annual, dry -weather sweeping in the spring months to be important. The
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contract for sweeping should specify that a vacuum sweeper be used that does not use water spray, since spraying may lead to subsurface
clogging. Vacuum settings for large-scale interlocking applications should be calibrated so they do not up the small stones
paver pick
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between pavement blocks.
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Table 7.& Recommended Maintenance Tasks for Permeable Pavement Practices
Maintenance Task
1
FreQ uenc
. For the first 6 months following construction, the practice
and contributing drainage area should be Inspected at least
After installation
twice after storm events that exceed 112 inch of rainfall.
Conduct any needed repairs or stabilization.
. Mow grass in grid paver applications
At least 1 time every 1-2
months during the growing
season
. Stabilize the CDA to prevent erosion
. Remove any soil or sediment deposited on pavement.
As needed
• Replace or repair any necessary Pavement surface areas
that are degenerating ors allin
. Vacuum pavement with a standard street sweeper to
2-4 times per year (depending
prevent clogging
on use
Conduct a maintenance inspection
Annually
Spot weedinof grassapplications
. Remove any accumulated sediment In pre-treatment cells
Once every 2 to 3 years
and inflow points
. Conduct maintenance using a regenerative street sweeper
If clogged
. Replace any necessary joint material
1 Required frequency of maintenance will depend on pavement use, traffic loads. and surrounding
land use.
CONSTRUCTION MAINTENANCE INSPECTIONS:
It is highly recommended that a spring maintenance inspection and cleanup be conducted at each permeable pavement site, particularly at
large-scale applications.
Maintenance of permeable pavement is driven by annual inspections that evaluate the condition and performance of the practice. Any
permeable pavement installation that captures external drainage area run-on should be inspected more frequently during the fins[ year four
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seasons to ensure that there are no unexpected loads of sediment or pavement articulates from the contributing area. If so theproperty
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owner should assess ways to limit the contributions, or the maintenance schedule should be adjusted to ensure the pavement does not become
clogged.
The followingare suggested routine annual maintenance inspection points for permeable pavements:
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1. The drawdown rate should be measured at the observation well for three 3 days following a storm event in excess of 1/2-inch in depth.
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If standingwater is still observed in the well after three days, this is a clear sign that clogging is a problem.
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2. Inspect the surface of the permeable pavement for evidence of sediment deposition, or mic debris staining or Funding that may indicate
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surface clogging. If an signs of clogging are noted schedule a vacuum sweeper no brooms or water spray) to remove deposited material.
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Then test sections b pouring water from a five gallon bucket to ensure the work.
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3. Inspect the structural rote of the pavement surface looking for signs of surface deterioration such as slumping, cracking, spatting or
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broken pavers. Replace or repair affected areas, as necessary.
4. Check inlets pretreatment cells and an flow diversion structures for sediment buildup and structural damage. Note if an sediment needs
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to be removed.
5. Inspect the condition of the observation well and make sure it is still capped.
6. Generally inspect any contributing drainage area for any controllable sources of sediment or erosion.
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APPROx, DRAIN AREA =1604 SO IN
APPRO%,WEIGHT =67.50LBS
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DIMENSIONS ARE FOR REFERENCE ONLY
ACTUAL DIMENSIONS MAYVARY THIS PRINT MSCLOSEMIDECT MATTER IN WHICH ORAWNBY CM WiMtlAL TOOVERDMATE
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REPRODUCTION OF THIS PRNTORANYINFORMATION TIDE
SIZE OF OPENING MEETS REQUIREMENTS OF AMERICAN DISABILITY CONTAINED HEREIN, ORMWUFACTUREOF,WY DATE yy11 xN NDROP IN
ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENT OF ARTICLE HEREFROM, FOR TTE DOQWURE TDOTHERS
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ADS N-121HANCOR DUAL WALL, SDR 35
1501 D
SEWER PVC, 8 SCH 40 DWV PVC PIPE
_=
1801DI
2401 DI
L_
TNIS PRINT DISCLOSES SUBJECT MATTERIN WHICH
DRAWNSY AWA MATERIAL
BINAROMAVE
NYLOPUST HAS PROPRETARY RIGHTS, THE RECEIPT
BUFORD, CA 9051E
OR POSSESSION OF THIS PRINT DOES NOT CONFER
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
DATE w"
NN(770) 99LW
Nylo ast FAA(710) 90E-2000
TECH INFORMATION SHOWN HEREIN
REVISED BY EBC PROTECT NO.RMME
M"AwnYbPlasws,mn
REPRODUCTION OF THIS PRIM OR ANV INFORMATION
TIM
CONTANEOHERRN.ORMANUFACMREOFANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTTERS
DATE 7d10
EIN• N N DROP IN GUTS INSTALLATION
IS FORBIDOEN.EACEPi EYY SPECIFIC WRITTEN BIMG SIZE A SCALE 10 WU 10F1
PERMISSIONFROMNYLOPLST. �,omavnr
BOB NO. 7011A1D011 REY E
10 IN 24 IN DROP -IN LOCKING KIT- P/N 1024DROPLOCK
DRAIN BASIN
LOCKING DEVICE SHALL BE STAINLESS STEEL
TO BE USED WITH PVC RISER ONLY
WALL MOUNT SHOULD
BE INSTALLED 1.3W-2A0"
_�......-..RE TOP 1
WALL MOUNT SHOULD
BE INSTALLED 1.3r-2.00'
BELOW THE STRUCTURE TOP
OR POSSESSION OF THIS PRINT DOES NOT CONFER
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRWORMY INF~TW
CCNTAMEDHEREN ORMANUFAC1JREOF ANY
ARTICLE HEREFROM. FOR THE DNOLOSURETOOTIMM
INLINE DRAIN
TRAS
F
559.56-
P
557.18
PROFILE SCALES
1"=5' (V)
1"=50'(H)
570
570
EXISTING
00-yr PEAK WSE
m561.25
GRADE
TOP OF
10-yr PEAK WSE
5598
RY DETE
TION
2-yr PEAK WS
=559.6
BASIN EL
EV.-
TYP.
1-yr PEAK WSE
559.5
\\\\
562.22
565
565
CONTR
CTOR
INSTALL
EMB
IN AC
ORDAN
SIGNS
ON SH
ET 9.
560
560
ASBUILT
RADE
11
33. LF
STIR. 12, A 048"
TRACK TO SERVE AS
HOPE S7
THE RIS
LF
24HDPE
ANDPIPE
R. RISE
WITH A
SHALL
BE SET IN TH
REINED
CED CONCRETE
ASBUILT
555
OUNDATION. 048"
ELEVATIONS
' & TO
INCLUDE
(1) ONE
BAS
N FLOO
s LU
SHALL H
=RMANENT 012" LOW
-FLOW
RIFICE
ITH AN
(o.5
i MIN.)
ALL LO
NVERT ELEV_-
. ALL ORIFICE
0
ENINGS
SHALL HAVE STATE
APPROVED
TRAS
(RACKS,
TO PRE\
ENT FLO
ATION T
E RISER
TYPICAL. SEE THE
DETAILS
ON SHE
9, OR
FIRMLY
MBEDD
D 6" INT
AN 18" T
:QUIVALENT, FORA
DITIONA
L INFOR
ATION.
REINFORCED
CON
CRETE F
UNDATI
w w
JJ
W W
L7 LO
W L1-
550
M
Ln
w
C)O
CU V
In Ln
CD550
C)
CU
L
+ + + +
0 00 0 50 1 00 1 25
HALL
VKMENT
w/
SHOWN
557.21
V ELEV.=95ga9.
IVE POSITIVE SLOPE
\TIONS TO THE RISER.
SASE SHALL BE
TICK
IN THAT IS 8'x8'.
DETENTION BASIN CROSS SECTION
COORDINATES FOR DETENTION BASIN SWM FACILITY:
N: 5397.0704; E: 5077.6391
A
ASBUIL
PROfeSH
FLOOR SH.
MIN.) If
570
570
XISTINC
GRADE
565
-yr PE
K WSE
56125
565
-yr PE
K WSE
5 9.85
'-yr PE
K WSE=559,6
STR.1
-yr PE
K WSE
559.54
24" YA
RIM EL
RIM TO
560
560
SBUILT
PR9Pe
ED
GRA
E
f
558.93
,CELL's L
W ELEV.
ELL
55'9:'B�
SLOPE(
ALLHAV
POSITIV
.5%
LALLLO
ATIONSIOTHERISER.
555
555
5' P
C
LF
@ ,
93.5
LIF°
550
550
J J
D
o
W W
N
N
�
LE, �
L7 L3
Ln
1n U7
LE, Ln
N
W LE.
0+50 0+75
D DRAIN INLET
V.=559,0W. 558.93
BE SET AT FLOOR ELEV
-TOP OF NORTHERN
PRE-TREATM ENT CELL
ELEV.=g6iRP ' TYP.
� 562.3
-CONTRACTOR SHALL
INSTALL EMBANKMENT
IN ACCORDANCE w/
THE DESIGNS SHOWN
ON SHEET 9.
NORTHERN PRE-TREATMENT CELL
CROSS SECTION
COORDINATES FOR NORTHERN PRE-TREATMENT SWM FACILITY:
N: 5314.8088; E: 5017.1779
STR. 24
24" YARD DRAIN INLET
RIM ELEV.=5 +-_-0' 561.50 559.94
EXISTING 015" ORIFICE WITH INV. SET AT i
100-yr PEAK WSE=561,25 GR DE 565 FLOOR ELEV. OF 568-89'. ORIFICE
INCLUDE TRASHRACK. SEE SHEET 8
TOP
562.26 PRE-TRE
ELEV.
ASBUILT
ASBUILT
ARAP95ES CELL's LOW E
FLOOR SHALL HAVE POS
MIN.) IN ALL LOCATI
OF
ATMENT
�RRPR4F+1
GRADE
ONS
565
SOUTH
RN
ELL
560
"7
560
55994
LEV.=
CELL
ITIVE SL
E(0.5%
TOT
E RISER.
555
555
TOP
EVENT F
OTATIOI
I STIR.
24's
ASE SHALL
BE FIRMLY
EM
EDDED 6.'
INTO A
3.8"
THICK
REINFORCED
CON
RETE
FOUNDATION
THAT IS
'x4'
550
550
LLI
n
o
(U
CD
ELL
M
(U ('7
(ULn
Ln�
FOR DETAIL, OR EQUIVALENT
CONTRACTOR SHALL
INSTALL EMBANKMENT
IN ACCORDANCE w/
THE DESIGNS SHOWN
ON SHEET 9.
23
15' PVC
129.W LF @ 0.58f
121.8 LF 0.5%
0+50
Ow MATERIAL $134VIIAO1AAE SOUTHERN PRE-TREATMENT CELL
EMPORD,wDN1E
" N to last'�9 CROSS SECTION
JJC PRO.ECTNOMAME
TTL
'TAT ROUND.
LOIN-NNORDP-INLOGNMD NIT COORDINATES FOR SOUTHERN PRE-TREATMENT SWM FACILITY:
A SCALE 11>S MEET 10i1 DPIf NO. 7N1A10.A5! REV A
N: 5170.4056; E: 5018.9404
fl PROPOSED DRY DETENTION BASIN & PRE-TREATMENT CELLS DETAIL
LOW AREA DRAINS TO YARD INLET. SCALE: 1"=20'
-AREA DOES NOT PROVIDE ANY SWM
P - _ FUNCTIOP. THE YARD INLET CAPTURES
OFFSITE RUNOFF AND- ROUTES IT fl
- - THROUGH THE SITE VIA STORM SEWER.
THIS AREA IS ENCOMPASSED WITHIN'
THE SWM MAINTENANCE & ACCESS \ •�?2\ -
ESMT. IN THE EVENT THE PIPE NEEDS TO
-BE`CLEANED DUE TO A CLOGGING. \ fl \
STIR. 10
24" YARD DRAIN INLET fl
RIM ELEV.=56B-B64 559.99'
RIM TO BE SET AT FLOOR ELEV.
\
FACILITY, ACCESS, & \
DRAINAGE EASEMENT. A v
DB.5504, PG.281-297 \ \
\ \\ FLOOR DIMENSIONS ARE f \
` APPROXIMATELY- 16'Lx6'W �` A
\ GENTLY SLOPED DRIVE
\ \ \ L TOP OF DETENTION BASIN -� \\ AISLE CROSS SLOPE & 6" _
\ _ CURB TO SERVE AS
\ - V.- ' TYP. \ ELE 56�,
6 2' SAFETY MEASURE ABOVE
DRY DETENTION BASIN
\ E, \
, , 7
561.73' \CURB CUT (TYP.) TO PROVIDE
CURB LOW=b6-
\ TO PREVENT FLOTATION THE RISER / STORM WATER INFLOW TO POND
/BASE SHALL BE FIRMLY EMBEDDED 6" T C56222' yn
INTO AN 18" THICK REINFORCED ,ti.. CEDAR-
CONCRETE FOUNDATION
V A
THAT IS 8'x8'
OHF o
A
CURB CUT
56L7
LOW
T/C s \
562.22•
\END RIP AP' AT \
Oy P
\FLOOR,. 35T3� 5 .2
STIR 12 - 48" HOPE STANDPIPE
END 0 RAP AT
- W/TRASH RACK
FLOOR, S5�
RIM _-_."_ 559.56'
\ ` \
\END RIPRAP AT
\FLOOR 5rr7-9R .2
r i
ONE 12" LOW FLOW ORIFICE
W/ TRASH RACK (INV= 554ai9)
557.18'
56 .
I\
I\
I/
Elevation
(ft)
Area of Contours
(sf)
Volume
(cf)
557.19
272
0
558.1
549
326
559.00
1,017
1,097
560.00
1,624
2,406
561.00
2,318
4,367
562.00
3,068
7,051
562.25
3,260
7,842
Southern Pre -Treatment Cell
Elevation
(ft)
Area of Contours
(sf)
Volume
(cf)
557.19
0
0
558.00
0
0
559.00
0
0
560.00
11
4
561.00
60
36
562.00
332
214
562.25
-
-
Northern Pre -Treatment Cell
Elevation
(ft)
Area of
Contours (sf)
Volume
(cf)
557.19
0
0
558.00
0
0
559.00
123
41
560.00
348
267
561.00
685
774
562.00
1117
1,666
562.25
Total Facilitv Geometry
Elevation
(ft)
Area of
Contours (sf)
Volume
(cf)
557.19
272
0
558.00
558
329
559.00
682
948
560.00
1,468
1,998
561.00
1,807
3,633
562.00
2,241
5,653
562.25
3,260
6,337
`v .? CURB CUT LOW-SFr+-.G-
CURB. Cu,T Low=56?61.82 - - C= * 562 30'.
\ ` v v v _..v IPRAP AT FLOOR,-U
�T/C
\ \ \ INV 557.25' END R PRAP T PR8PEISEDETENTION BASIN. FLOOR
`\ FLOOR _ 557.2 ' DIMENSIONS APPROXIMATELY=
VARIABLE WIDTH PUBLIC 43'Lxll'W. SEE THIS SHEET FOR
FACILITY, ACCESS, & SCALED PROFILE OF THE DETENTION
15 DRAINAGE EASEMENT. BAS( N's CROSS SECTION, TYP.
\ CURB vCUT LOW
\ \ 0.6.5504, PG.281-297
\\ T/C 562 2.2 % '--8 BASIN FLOOR LOW ELEV. 5Fr7='C''
�l ASBUILT 557.21.
\ ` `
\
\ I
\ ` ND RIP AP A I
FLOOR,
` �\ vn ` STR. 14 558.9 CURB CUT W 563.33 563.10 EP
24" YARD DRAIN INLET T%G ELEV.= 62.75
563.60 TC o
` \ ` RIM ELEV.=55999� 558.89'° >\ - STR. 16
\ 56Y3.60C °° 5632 "£P
\ \\ \ RIM TO BE SET AT FLOOR ELEV. .A I: •. `� , � I I � � � '�, p ° 24" YARD DRAIN INLET,
a o °
\ ` ` °'I L-- LLLJJJ L RIM ELEV.=56+-60i 563 82 T[,
Toy
STORMWATERMANAGEMENTFACILITYGRADING NORTHERN PRE-TREATMENT
562.00 --
CELL. FLOOR DIMENSIONS i
Dry Detention Basin Asbuilt Dry Detention Basin APPROXIMATELY 20'Lx7'W. SEE --------- ------ --
THIS SHEET FOR SCALED `
--- -
Asbuilt Southern Cel I
Elevation
(ft)
Area of
Contours (sf)
Volume
(cf)
557.21
0
0
558.00
0
0
559.00
0
0
560.00
4
1
561.00
87
38
562.00
366
248
562.25
-
-
r
Asbuilt Northern Pre -Treatment Cell
Elevation
(ft)
Area of
Contours (sf)
Volume
(cf)
557.21
0
0
558.00
0
0
559.00
92
31
560.00
398
258
561.00
711
805
562.00
1159
1,731
562.25
Asbuilt Total Facility Geometry
Elevation
(ft)
Area of
Contours (sf)
Volume
(cf)
557.21
251
0
558.00
610
330
559.00
1,113
1,179
560.00
2,156
2,785
561.00
3,126
5,411
562.00
4,641
9,269
562.25
3,259
10,252
PROFILE OF ITS CROSS SECTION.
\ I
ASBU � I I
\ I
I'R6P65E� CELL FLOOR ` \
564.00 EP I•
vv 564.50 TC
\
\\ \ 564.25 PVMT 1
\\ , xHIGH PT
\ \ \ LOW AREAS DRAINING TO YARD INLETS. THESE
AREAS DO NOT PROVIDE ANY SWM FUNCTION.
YARD INLETS OUTFALL INTO PRE-TREATMENT
` \ CELLS #1 & #2. THESE AREAS ARE
` \\ \ 562 00 ENCOMPASSED WITHIN THE SWM MAINTENANCE
` \ & ACCESS ESMT. IN THE EVENT THE PIPES
\\ \ \ DISCHARGING INTO THE PRE-TREATMENT CELLS
NEED TO BE CLEANED DUE TO A CLOGGING.
'AT SOUTHERN
PRE-TREATMENT CELL, THE
RIPRAP FROM
THE 4 CURB CUTS SHALL
\ EXTEND TO,
AND COVER, THE CELL's FLOOR.
CURB CUT LOW=56i6G562.07'
\\\
T/C=5Fri-&+562.54'
\ \a.. \\
CURB CUT (TYP.) TO PROVIDE
STORMWATER INFLOW TO POND
vv `� 562 22 EP
v
562 72 TC \ -
\ STR. 24
24' YARD DRAIN INLET v,1
A 561.48 v
\ RIM ELEV.-56+_w
\
`��
24" YARD DRAIN INLET
015" ORIFICE WITH INV. SET AT FLOOR ELEV.
RIM ELEV.=5&1-- �
\ OF 566H@94 ORIFICE TO INCLUDE TRASHRACK. _
561.50'
II
$59.9q /SEE SHEET 8 FOR DETAIL, OR EQUIVALENT.
\ ,
ii \ \ t \ ... v \\% \ 1 1 559.94' I
P49PQ-&E CELL FLOOR LOW ELEV.=56968:
TO PREVENT FLOTATION STR. 24's
pSBUILT\ \ C T LO =5 1 72 _
BASE SHALL BE FIRMLY EMBEDDED 6"
INTO AN 18" THICK REINFORCED
3'
CONCRETE FOUNDATION THAT IS 4'x4'
16
i A vCURB UT = 62.
562.00
\ \\ \1.64
CUR C\
\v
vv T `,56 .15'
SOUTHERN PRE-TREATMENT m �I
ENTRANCE
CELL, FLOOR DIMENSIONS
562.40
APPROXIMATELY=10'Lxl'W. SEE
THIS SHEET FOR SCALED
24"YARD DRAIN INLET
PROFILE OF ITS CROSS SECTION.
` \\
561.79'
\ `
Lic. No. 035791
12/12/22
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LU =
w
c
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LU/ E1 0
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m
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L.L 0
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°
w 0
LU E
^o (V = o
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JOB NO.
192171 0
SCALE °
AS SHOWN °
c
SHEET NO. o
9A
Elevation
(ft)
Area of
Contours (sf)
Volume
(Cf)
557.21
251
0
558.00
610
330
559.00
1,021
1,136
560.00
1,754
2,508
561.00
2,328
4,542
562.00
3,116
7,254
562.25
3,259
8,051
PIPE DESIGN
n = 0.013 for RCP
n = 0.01 for HDPE
Pipe
Hydrology
Pipe
su
w
ib
J
L
E
C
N
�°.'
V
._'
N
6
E
2
°
2
m
o
a°i
°
°
o
c
"
m
in
m
E
m
o
=
'o
m
c
m
E
rn
c
o
E
m
E
o
m
°
c
m
2
c
o.
E
m
0
Y
c
'O
Cl
L�
c
c
-
.-
r
N
>=
N
.t-.
m
E
°
N
Cl
LL
fn
W
Q
U
U
U
F°-
CJ
fJ
-
-
J
c
(n
❑
IL
IL
Pipe run: 12-EX IVY
12
8
1.66
0.57
0.946
0.946
7.50
5.94
5.62
9.72
557.19
557.01
35.6
0.01
0.0051
24
17.42
5.68
0.10
8
6
0.00
0.30
0.000
2.296
19.51
4.02
0.00
9.72
556.91
556.19
143.0
0.01
0.0050
24
17.39
5.67
0.42
6
2B
2.19
0.35
0.767
3.063
19.93
3.98
3.05
12.18
556.09
555.82
53.7
0.01
0.0050
24
17.38
5.97
0.15
2B
2
0.00
0.30
0.000
3.063
20.08
3.96
0.00
12.18
555.72
555.29
85.7
0.01
0.0050
24
17.36
5.96
0.24
2
1 B
0.00
0.30
0.000
3.063
20.32
3.94
0.00
12.18
555.19
554.10
218.9
0.01
0.0050
24
17.29
5.94
0.61
1B
1A
0.00
0.30
0.000
3.382
20.93
3.88
0.00
13.12
554.00
553.15
170.3
0.01
0.0050
24
17.31
6.06
0.47
1A
EX IVY
2.14
0.76
1.626
5.008
21.40
3.84
6.24
19.22
553.05
552.43
1 77.4
0.01
0.0080
1 24
21.92
7.86
0.16
Pipe run: 10-8
10
8
1 3.00
0.45
1 1.350
1.350
1 19.00
1 4.07
1
5.49
1 7.69
1 557.82
1 557.01
1 162.1
1 0.01
1 0.0050
1 24
1 17.33
1 5.32
1 0.51
Pipe run: 22-113
22
1
1 B
1 0.58
0.55
1 0.319
0.319
1 7.20
1 6.01
1 1.92
1 1.92
1 554.75
1 554.10
1 53.8
1 0.01
1 0.0121
1 15
1 7.69
1 5.21
0.17
Pipe run: 28-OUT
28
26
0.09
0.83
0.075
0.075
5.00
6.67
0.50
1.50
560.11
559.82
58.4
0.01
0.0050
15
4.95
3.50
0.28
26
24
0.18
0.83
0.149
0.224
5.28
6.58
0.98
1.50
559.82
559.71
21.4
0.01
0.0050
15
4.95
3.50
0.10
24
OUT
0.48
0.45
0.216
0.440
9.50
5.47
1.18
2.41
559.71
559.09
124.0
0.01
0.0050
15
4.95
4.00
0.52
Pipe run: 16-OUT
16
14
0.12
0.70
0.084
0.084
5.00
6.67
1
0.,%
0.56
558.17
557.74
85.2
0.01
0.0050
15
4.95
2.62
0.54
14
1
OUT
0.52
0.52
0.270
0.354
13.50
4.76
1 1.29
4.10
557.74
957.28
93.8
0.01
0.0050
15
4.95
4.50
0.35
Pipe run: 20-18
20
1
18
0.14
0.85
0.119
0.119
5.00
6.67
1 0.79
0.79
556.37
556.03
17.8
0.01
0.0191
24
31.27
3.99
0.07
Desimi Year: 10
Proi ect: Ivv Road
Job #: 192171
Prenared bv:
114
INLET
STATION
OUTLET WATER
SURFACE ELEV
LA
D.
Qa
zw
SfD
Hf
JUNCTION LOSS
FINAL
H
INLET WATER
SURFACE ELEV.
RIM
ELEV
V°
II°
QN
VIN
Qi*Vi
Vi /2g
HI
ANGLE
Ho
Ht
1.311t
.511t
557.63
17.79
24
0.79
0.000
0.00
0.3
0.0
20
0.00
0
0
0.00
NA
0.00
0.00
557.63
560.33
558.28
93.84
15
4.10
0.003
0.32
3.3
0.0
14
0.6
0.5
0.2555
0.0
0.00
0
0
0.04
NA
0.02
0.34
558.62
559.00
558.74
85.18
15
0.56
0.000
0.01
0.5
0.0
16
0.00
90
0
0.00
NA
0.00
0.01
558.75
561.50
560.09
123.97
15
2.41.
0.001
0.15
2.0
0.0
24
1.5
1.2
1.8284
0.0
0.01
0
0
0.02
NA
0.01
0.16
560.25
561.50
560.71
21.36
15
1 1.50
10.000
0.01 1
1.2
1 0.0
26
1.5
1.2
1.8284
0.0
0.01
60
0.013
0.03
NA
0.01
0.02
560.73
561.50
560.82
58.40
15
1.50
0.000
0.03
1.2
0.0
28
0.00
90
0
0.01
NA
0.00
0.03
560.85
561.75
555.33
53.78
15
1.92
0.001
0.04
1.6
0.0
22
0.00
89
0
0.01
NA
0.00
0.05
555.38
560.20
558.61
162.08
24
7.69
0.001
0.16
2.4
0.0
10
0.00
0
0
0.02
NA
0.01
0.17
558.78
560.00
554.03
77.40
24
19.22
0.006
0.48
6.1
0.1
1A
13.1
4.2
54.798
0.3
0.09
66
0.149
0.39
NA
0.19
0.67
554.70
558.28
554.75
170.31
24
13.12
0.003
0.49
4.2
0.1
I
12.2
3.9
47.205
0.2
0.08
23
0.037
0.19
NA
0.09
0.58
555.33
560.50
555.70
218.88
24
12.18
0.002
0.54
3.9
0.1
2
12.2
3.9
47.205
0.2
0.08
78
0.142
0.28
NA
0.14
0.68
556.38
559.50
556.89
85.71
24
12.18
0.002
0.21
3.9
0.1
2B
12.2
3.9
47.205
0.2
0.08
90
0.163
0.30
NA
0.15
0.36
557.25
563.00
557.42
53.69
24
12.18
0.002
0.13
3.9
0.1
6
9.7
3.1
30.045
0.1
0.05
90
0.104
0.21
NA
0.11
0.24
557.66
562.75
557.79
143.04
24
9.72
0.002
0.22
3.1
0.0
8
7.7
5.3
40.917
0.4
0.15
64
0.241
0.43
NA
0.22
0.44
558.23
562.40
558.61
35.63
24
9.72
0.002
0.06
3.1
0.0
12
1
0.00
90
0
0.04
NA
0.02
0.10
1 558.71
559.45
DRAINAGE
DESCRIPTIONS
STR.
NO.
PIPE INFORMATION
INLET I NFORMATI ON
COMMENTS
DIA.
(in.)
LENGTH*
(ft.)
SLOPE
(%)
INVERT
IN
INVERT
OUT
MATERIAL
INLET TYPE
Curb
Type
INLET
STATION
SLOT
LENGTH
RIM*
ELEVATION
12
24" RISER SEE
SIN
CG-6
0.00
-
559.45
VDOT STD. IS-1 REQ'D
11
24
35.63
0.51%
557.19
557.01
PVC
8
VDOT MH-1
CG-6
0.00
-
562.40
VDOT STD. IS-1 REQ'D
7
24
143.04
0.50%
1 556.91
556.19 1
PVC
6
VDOT MH-1
CG-6
0.00
-
562.75
VDOT STD. IS-1 REQ'D
5 1
24
1 53.69
0.50%
556.09
555.82
PVC
2B
VDOT MI -1
CG-6
0.00
-
563.00
VDOT STD. IS-1 REQ'D
2C
24
85.71
0.50%
555.72
555.29
PVC
2
VDOT MI N1
CG-6
0.00
-
559.50
VDOT STD. IS-1 REQ'D
2A
24
218.88
0.50%
555.19
554.10
PVC
1B
VDOTMH-1
CG-6
0.00
-
560.50
VDOTSTD. IS-1 REQ'D
1C
24
170.31
0.50%
554.00
553.15
PVC
NTRACTOR SHAL
1A
VDOTMH-1
CG-6
0.00
-
558.28
VDOTSTD.IS-1 REQ'D
[STR. 30 SUC
S FLUSH WITH '
1AA
24
77.40
0.80%
553.05
552.43
PVC
& THAT IT INTE
10
24" YARD DRAIN
CG-6
0.00
-
560.00
VDOT STD. IS-1 REQ'D
KISTING STORN
ITLY OUTFALLIN
9
24
162.08
0.50%
557.82
557.01
PVC
STR. IVY, AS f
22
DI-3C
CG-6
0.00
8
560.20
VDOT STD. IS-1 REQ'D
21
15
53.78
1.21%
554.75
554.10
PVC
3 STR IVY CAN
28
24" YARD DRAIN
CG-6
0.00
-
561.75
VDOT STD. IS-1 REQ'D
), A NEW DRO
EQUIVALENT 1
-
27
15
58.40
0.50%
560.11
559.82
PVC
SHALL BE INS
NEW DROP IP
26
24" YARD DRAIN
CG-6
0.00
-
561.50
VDOT STD. IS-1 REQ'D
DATE THE PR(
TION FROM ',
25
15
21.36
0.51%
559.82
559.71
PVC
24
24" YARD DRAIN
CG-6
0.00
-
561.50
VDOT STD. IS-1 REQ'D
23
15
123.97
0.50%
559.71
559.09
PVC
16
24" YARD DRAIN
CG-6
0.00
-
561.50
VDOT STD. IS-1 REQ'D
15
15
85.18
0.50%
558.17
557.74
PVC
14
24" YARD DRAIN
CG-6
0.00
-
559.00
VDOT STD. IS-1 REQ'D
13
15
93.84
0.49%
557.74
557.28
PVC
20
1
DI-313
CG6
1 0.00 1
8
560.33
VDOT STD. IS-1 REQ'D
19
24
1 17.79
1 1.91%
556.37
556.03
RCPIII
PROFILE NOTES:
1. SEE THIS SHEET FOR THE DRAINAGE PROFILES RELATED TC
THE PROPOSED SWM FACILITY AND ITS TRUNK OUTFALL. St
THE FINAL SITE PLAN FOR ALL OTHER PROFILES, INCLUDIN
THE REMAINING DRAINAGE PROFILES THAT TIE INTO THE
TRUNK STORM SEWER OUTFALLING THE SWM FACILITY.
2. SEE THIS SHEET FOR THE 10-YEAR HYDRAULIC GRADE LINE
CALCULATIONS, THE PIPE CAPACITY CALCULATIONS & THE
DRAINAGE DESCRIPTIONS FOR THE PROPOSED DRAINAGE
SYSTEM. SEE THE FINAL SITE PLAN FOR THE FULL DEPICTIC
OF THE DRAINAGE SYSTEM.
NOTES:
1. ALL STORM PIPE SHALL BE CLASS III RCP UNLESS NOTED OTHERWISE.
A MINIMUM OF 2' COVER OVER STORM PIPES MUST BE PROVIDED.
2. ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY
OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE
THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE
ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE
SPECIFICATION 303.04.
3. ALL FILL MUST MEET 95% COMPACTION.
4. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER SANITARY SEWER.
5. MINIMUM 3' OF COVER MUSS BE MAINTAINED OVER W/L
6. MINIMUM 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND
1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE
PROVIDED.
7. VDOT STD. IS-1 INLET SHAPING REQUIRED ON ALL STORM STRUCTURES.
8. VDOT STD SL-1 SAFETY SLAB REQUIRED WHERE DROP GREATER THAN
12' (NO SL-1 ON SANITARY MHS).
9. THE DUCTILE IRON WATERLINES SHALL BE WRAPPED IN POLYETHYLENE
ENCASEMENT IF NEEDED BASED ON SOIL CONDITIONS, WHICH WILL BE
TESTED AND INSPECTED DURING THE CONSTRUCTION PROCESS.
VERTICAL SCALE
5 0 9 5 10
( IN FEET )
1 inch = 5 It.
HORIZONTAL SCALE
( IN FEET )
1 inch = 50 It
20
J IK: a, VUUI JIU. Mr1-1
STA. 17+72.26
570
TP=562.49 562.34
570
INV IN: §Fq;z.9; TO 10 5
INV IN: 99;49; TO 12 556.91
INV OUT: 54,51- TO 6 556.82
565
565
STR
10, 24"
YA
E
SEE
DETAI
S ON
'SL
I
SHLIET
9A
STA
11+6
.08
560
TP=
560
(A)7S57.79
59.97
N
24" PVC
555
162.88 1: 0-9.58%
555
5L
54%
552
552
J J
W LL
O
O O
(0
0)°U
N co
O
O O
M
O
It
N
O
07
10+00 10+50 11+00 11+50 12+0012+25
FSTR 3-o - STR8
Li STR:lB, VDOT STD. MH-1
w STA. 12+70.93 560.55
570 STR:30, MODIFIED VDOT STD. MH-1 TP=969.99X554.30
d STA. 10+30.95 INV IN: 9 TO 22
o O TP=558.12 558.14 INV IN: 56449 TO 2 554.22
x M�� INV IN: 55E.66 TO 32 INV OUT: §94.99 TO 32
w o o0 N EX INV IN/ 555.56± TO EX B10
Ln INV OUT: 55258 TO EX STR IVY STR:2, VDOT STD. MH-1
565 - o n 552.70 55 .59 ONT CTOR HALL STA. 14+89.82
fl� o N INSTAL STR 32's 555.45 TP=559.58
I- 0 F-) L0
(n +N0') z_ o STR:32, MODIFIED IM FLUSH WITH THE INV IN: SSS.29 TO ?&6
x oui VDOT MH-1 I XISTI G PAV MENT INV OUT: 666.+9 TO 1B
w �_ z z_ STA. 11+89.24
_ FIELD a li > 553.58 TP-
C XX
H THAT 560 n n�? w w INV IN: 553-58 TO EX B2 T71
HE EX. INV IN: �99 TO 16
2CEPT5 INV OUT: 5b3-48 TO 30 /
DRAIN -
G INTO 24" PVC 0.53% 553. 2
HOWN. 555 0 15A.441E 0 6.569' IAA
NOT BE.
INLET 29 47/731 24" PVC
HROAT 24" CL III RCP 218.88 1: 08.58%
-ALLED. -CONTRACTOR SHALL 01.69 I_F 0 0.52% 217. LF 0.5100
LET TO VERTICALLY RELOCATE THE 76.6 LF 0.660
IPOSED 550 EXISTING WATER LA ERAL V CONT CTON SHALL1 VERTI ALLY ELO( E
TR. 30. MIN. EPARA ON R ;QUIRED. THEE ISTIN PRIV TE GA LATE L, V
548 24" PVC MIN. EPARA ION R QUIRE .
,ter ®
J
N
r�
O
O
Co
J
W W
00
00
00
00
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u7
u7
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u7
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LO
LO
LO
LO
T)
T)
10+00 10+50 11+00 11+50 12+00 12+50 13+00
STR:26, 24" YARD DRAIN
SEE DETAILS ON VSMP
c To. �n ten" vn on nonini SET. SHEET 9A
SEE'DETAILS
ON V
MP
+
SET,
SHEET9A
TP=
61.50
570
INV
TO
28
570
59.58
E
1.48
INV OJT/
0 24
INV
T
26
59.70
59.70
ST
:28
4" YARD
DR
559.58
SE
DETA
LS ON
VSMP
SE
SHE
T 9A
565
STA'.
12+
3.73
565
TP
561.79
INV
OUT:
TO 2
559.9
560
27,
560
25
i
15" PVC YARD DRAIN
INV.
UT
15" PVC
125.97-1: 0
9.58995
U. iD
558.98
121.8 LF
1 0.5%
555
STR.
24 TO I CLUDE
pJ15" O IFICE
15" PVC YARD
DRAIN
555
559.9
. ORIFI E TO INCLUDE
20.7 F
0.6%
552
TRA
RACK.
SEE VSMP SET, SHEET 8
552
FORD
TAIL, OR EQUIVALENT.
J J
O
r
O °U
O
O
O
00
(O
W W
(D
L0 O(D
(o
N (D
N (D
N
00
N n
(DLO
(0
In
c0
n
c0
n
W U_
D DRAIN
VSMP
R:26, VO
INV IN:
INV OUT:
i
24"
r r u7 N
O O O
U) Lf) (D (DLO Ln
13+50 14+00 14+50 15+00
STR Zz - EX STR IVY
10+00 10+50 11+00 11+50 12+00 12+5012+75
STR 28 - BASIN AT STR 14
STR:14, 24" YARD DRAIN-,
SET,
SHEE
9A
570
STA
10+93.84
558.8S
570
57.72
=YAF
INV IN:
TO
16
SEE
DETAILS
ON
INV
OUT:
TO
-SET,
SHEET
9A
SIX
+
9.02
TP
561.3
565
INV
OUT:
SSSA
565
560
560
14
wv.o
T
13 15
15" PVC 15" PVC YARD DRAIN
555
98.04^ : 0 8.58% 85.18 If 0 8.58%
555
93.5
LF
0.5
°
552
552
JJ
N
O
O
.0
W W
Lo
c6 CD
N (D
O 1-
N
w0
`
L0 nL0
L0
L0 `nLO
IN
D DRAII
VSMP
Lie. No. 035791,E
12/12/22 �4J
CD
F
L
n
rn
ti
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r
w
w
f
0
o
Z
f
0
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a
k
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f
Ul
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w
w
0
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j
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0O
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00
558.20 L9 V_
r-
(y)
M
0)
N
M
N
O
WCID
N
N
W>
LU
10+00 10+50 11+00 11+50 12+0012+25 A J
STR 16 - BASIN AT STR 12
STR:6, VDOT STD. MH-1
STA. 16+29.22
556.09 TP=562.;F
INV IN: 556:+9 TO 8
INV OUT: S86.89 TO iB
1555.981 21
LF 0
STR:8, VDOT STD. MH-1 %D
STA. 17+72.26 In
556.94 TP=569-'48 562.34 03 �
INV IN:-66;z-9a TO 10 r_ '
INV IN: -&&;W91 TO 12 O
INV 0UT: FF� TO 6 N 00
55 .91 156.82
<a
fn fn �
24 PVC
" PVC 139 0 LF 0.
.69-BF 0
3.5 LF 1 O.i6%
w
Of
2
00
U
0
f
CP 00
57
LJJ
Ln
~
C0
O
Ul
(n
>
56
l__:
w
Z
U)
56
SEE S
M PL
NSF
R
j
ADDITIONAL
ETAIL
I
PERTA
NING
0 STI
1:
Of
2449.99-LPE" HD0 8 55
33.7 LF 10.80°/
0 O
O
N
55C U
O
(f�
N
L O
0 (D
to
N
(D
cD
(y r)
(0 (D
N (D
I.rj Lo
(O (D
(D
(P
�
U-)u7
�
LO U)
In Ln
LO Ln
In
15+50 16+00 16+50 17+00 17+50 18+00 18+5018+75
z
Q
m
\Lf)
1
LU
� z
Q
O
J
W J
LU LU D
0
LU Q
1
Q W
U
LU O
O
U
Q
LL
I�
Ln u
J
U
o N w
rr =
a Ln
JOB NO.
192171
SCALE
AS SHOWN
SHEET NO.
10