HomeMy WebLinkAboutWPO201500066 Plan - As-built 2019-01-02I
OLD TRAIL VILLAGE
SITE DATAB,Lc CK E 5 & PHE 11, BLC CK 2
OWNER / DEVELOPER: MARCH MOUNTAIN PROPERTIES LLC CONTACT. • DAVE BROCKMAN
1005 HEATHERCROFT CIRCLE, SUITE 100 OLD TRAIL VILLAGE
CROZET VA, 22932 CELL: (702)-985-9088
dove@old trail vill age. com
PLAN PREPARER: ROUDABUSH, GALE, & ASSOCIATES SWM AS� UILT LAN
914 MONTICELLO ROAD
CHARLOTTESVILLE, VA. 22902
(434)- 977- 0205
TAX MAP PARCEL No: 55E-01-12-A 1 FOR
ZONING: NEIGHBORHOOD MODEL DISTRICT IN ACCORDANCE WITH PROFFERS
OF ZMA-04-024 APPROVED ON SEPTEMBER 14, 2005 AM N D M NT TO W 0 0 1500066
AREA SUMMARIES: LOTS 1.7 Ac.
OPEN SPACE 2.2 Ac.
RIGHT OF WAY 1.0 Ac.
PRIVATE ALLEY 0.2 Ac.
TOTAL AREA 5.1 Ac.
MAGISTERIAL DISTRICT: WHITE HALL MAGISTERIAL DISTRICT
DRAINAGE DISTRICT:
LICKINGHOLE CREEK
WATERSHED:
SLABTOWN CREEK
TOPOGRAPHY.
LOUISA AERIAL SURVEYS, AUGUST 2012
DATUM:
VERTICAL - NAVD 88, HORIZONTAL - NAD 83
CRITICAL SLOPES:
NO CRITICAL SLOPES EXIST WITHIN THE PROJECT LIMITS.
FLOODPLAIN:
THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN
LIMITS AS SHOWN ON FLOOD INSURANCE RATE MAP
COMMMUNI TY PANEL NUMBER 510006 0237 D.
EFFECTIVE DATE: FEBRUARY 4, 2005.
EROSION CONTROL:
PHASE I EROSION CONTROL PROVIDED BY THE EXISTING
SEDIMENT BASIN CONSTRUCTED WITH BLOCK 11 AND
EXPANDED WITH BLOCK 14.
STORMWATER:
ORIGINAL SWM BIO-RETENTION POND, BLOCK 14, WPO 2012-0013
WET POND BMP (NWS): 0.82 ACRES
TOTAL PROPOSED IMPERVIOUSNESS = 10.25 ACRES OR 67%
LANDSCAPING: SEE LANDSCAPING PLAN FOR PLANTINGS, SCHEDULE AND SPECIFICATIONS, NOTES
AND DETAILS.
NO EVIDENCE OF A BURIAL SITE WAS FOUND ON THIS PORTION OF PARCEL Al.
THE STREAM BUFFER(S) SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH
THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE.
THIS SITE IS NOT LOCATED WITHIN AN AGRICULTURAL -FORESTAL DISTRICT.
THIS SITE IS LOCATED WITHIN THE WATERSHED OF A PUBLIC WATER SUPPLY RESERVOIR.
GENERAL CONSTRUCTION NOTES FOR
STORMWATER MANAGEMENT PLANS
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.
GENERAL EROSION AND
VICINFrY MAP
SCALE: 1 "=1000 FEET
AS -BUILT SHEET INDEX
SEDIMENT CONTROL NOTES SHEET 1---------- AS -BUILT COVER SHEET
ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND
SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING
TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE "VIRGINIA EROSION AND SEDIEMNT
CONTROL HANDBOOK" AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND
SEDIMENT CONTROL REGULATIONS.
ES-2: 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.
ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS
THE FIRST STEP IN CLEARING.
ES-4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE
MAINTAINED 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, 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 REVIEWING AUTHORITY.
ES-6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION
CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
DETERMINED BY THE PLAN REVIEWING AUTHORITY.
ES-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 HAS BEEN ACHIEVED.
ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED
FILTERING DEVICE.
ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
AFTER EACH FUNOFF-PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP
TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE
IMMEDIATELY.
SHEET 4AA ------ AS -BUILT PLAN AMENDMENT TO WP0201500066
SHEET 4B-------- PROFILE AMENDMENT TO WP0201500066
SHEET 4BB ------ AS -BUILT PROFILE AMENDMENT TO WP0201500066
SHEET 5A-------- AS -BUILT LANDSCAPE PLAN (SEE NOTE)
ALBEMARLE CO UNT Y RECORD DRA WING REQ UIREMENTS
(AS BUILT) FOR VSMP
(DISPOSITION IN ITALICS)
• A SIGNED AND DATED PROFESSIONAL SEAL OF THE PREPARING ENGINEER OR SURVEYOR. (INCLUDED)
• THE NAME AND ADDRESS OF THE FIRM AND INDIVIDUAL PREPARING THE DRAWINGS ON THE TITLE SHEET.
(INCLUDED)
• THE CONSTRUCTED LOCATION OF ALL ITEMS ASSOCIATED WITH EACH FACILITY, AND THE INSPECTION RECORDS TO
VERIFYPROPER 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.
(GEOTECH REPORTS INCLUDED)
2. VIDEO PIPE INSPECTION FOR ANY PIPES WHICH ARE NOT ACCESSIBLE OR VIEWABLE. (N/A)
3. UPDATED LOCATION WITH GEO-COORDINATES OF ALL FACILITIES. (INCLUDED ON SHEET 4AA)
4. VERIFIED DRAINAGE AREA MAPS FOR THE DRAINAGE AREA TREATED, AND FOR DRAINAGE TO THE FACILITIES.
(N/A)
5. 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. (INCLUDED)
6. PLANTS, LOCATION AND TYPE. (NOT INSTALLED AT THIS TIME- SEE NOTE ON SHEET 5A)
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.
(INCLUDED)
8. COMPUTATIONS: FOR SIGNIFICANT DEVIATIONS FROM DESIGN, PROVIDE SEALED COMPUTATIONS VERIFYING THAT
THE AS -BUILT CONDITION IS EQUIVALENT OR BETTER THAN DESIGN. (INCLUDED)
9. DITCH LINES - DISPLAY THE CONSTRUCTED LOCATION OF ALL DITCH LINES AND CHANNELS, INCLUDING TYPICAL
SECTIONS AND LININGS. (N/A)
10. EASEMENTS - SHOW ALL PLATTED EASEMENTS WITH DEED BOOK REFERENCES LABELED. FACILITIES AND
DRAINAGE MUST BE WITHIN PLATTED EASEMENTS. PROVIDE COPIES OF RECORDED DOCUMENTS. (INCLUDED)
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. (N/A)
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 MUST BE AN APPROVED STATE MIX. (N/A)
13. ACCESS ROADS -SHOW LOCATION OF ACCESS ROADS, SURFACE TREATMENT, DRAINAGE, ETC, AS APPLICABLE.
(INCLUDED)
14. COMPACTION REPORTS ARE REQUIRED TO VERIFY FILL COMPACTION IN DAMS. (GEOTECH REPORTS INCLUDED)
15. MANUFACTURERS CERTIFICATIONS FOR PROPRIETARY BMP'S CERTIFYING PROPER INSTALLATION AND FUNCTIONING.
(N/A)
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Jimmy L. Taggart
Lic. No.
22841 <v�
���SS/ONAL _
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
ENGINEERING
INSPECTIONS
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REVISIONS
July 30, 2014
Sept. 29, 2015
Nov. 09, 2015
ct. 13, 2017
Nov. 10, 2017
County Comments
July 2, 2018
AS -BUILT PLAN
January 02, 2019
AS -BUILT PLAN COUNTY
COMMENTS
DATE
May 9, 2014
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FILE NUMBER
8053
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SHEET
1
IF
GENERAL EROSION CONTROL NOTES °
WORK AREA PROTECTION & MAINTENANCE
1. ALL FENCES REQUIRED TO BE REMOVED OR DISTURBED BY CONSTRUCTION SHALL BE SALVAGED, STORED, PROTECTED AND RE -INSTALLED BY CONTRACTOR AT THE DIRECTION `
OF AND LOCATION DESIGNATED BY THE PROJECT MANAGER. IF SUCH FENCE MATERIAL CANNOT BE REUSED DUE TO DAMAGE CAUSED BY CONTRACTOR, CONTRACTOR SHALL °
INSTALL NEW FENCE OF THE SAME TYPE OF MATERIAL. TEMPORARY FENCING REQUIRED BY PRIVATE PROPERTY OWNERS SHALL BE PROVIDED BY CONTRACTOR. CONTRACTOR a
IS ADVISED TO CONTACT PROPERTY OWNERS AT LEAST FORTY-EIGHT (48) HOURS IN ADVANCE OF REMOVING ANY FENCE IN ORDER TO COORDINATE RELOCATION AND/OR I D
PROTECTION OF ANY ANIMALS, AND TO ESTABLISH AND CONFIRM WITH THE OWNER THE PRE -CONSTRUCTION CONDITION OF ANY FENCE TO BE REMOVED, DISTURBED OR �\ a
REPLACED.
2. CONTRACTOR IS PERMITTED TO WORK IN THE PUBLIC RIGHT-OF-WAY (FOLLOWING ISSUANCE OF VDOT APPROVAL) AND ANY TEMPORARY OR PERMANENT EASEMENT
(FOLLOWING VERIFICATION OF EXISTENCE OF EASEMENT) SHOWN ON THE PLANS. HOWEVER, CONTRACTOR SHALL NOTIFY PROPERTY OWNER(S) FORTY-EIGHT (48) HOURS J a \
PRIOR TO WORKING ON ANY PRIVATE PROPERTY TO GAIN AND COORDINATE ACCESS AND TO DETERMINE A STORAGE AREA FOR MATERIALS IF NEEDED. COORDINATION OF
ACCESS TO PUBLIC RIGHT-OF-WAY AND STORAGE OF MATERIALS THEREON SHALL BE COORDINATED WITH VDOT AND THE PROJECT MANAGER. CONTRACTOR'S FAILURE TO SO °
NOTIFY AND COORDINATE WITH PROPERTY OWNERS AND/OR THE PROJECT MANAGER MAY RESULT IN DELAYS.-
3. CONTRACTOR SHALL, AT HIS EXPENSE, MAINTAIN THE WORK SITE IN A CLEAN AND ORDERLY APPEARANCE AT ALL TIMES. ALL DEBRIS AND SURPLUS MATERIAL COLLECTED
SHALL BE DISPOSED OF OFF THE WORK SITE BY CONTRACTOR, AT HIS EXPENSE.
4. EXISTING LAWNS, TREES, SHRUBS, FENCES, UTILITIES, CULVERTS, WALLS, WALKS, DRIVEWAYS, POLES, SIGNS, RIGHT-OF-WAY MONUMENTS, MAILBOXES AND THE LIKE SHALL
BE PROTECTED FROM DAMAGE DURING THE WORK. ANY DAMAGE CAUSED TO SUCH ITEMS SHALL BE REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST. a
PROPERTY PINS DISTURBED BY CONTRACTOR THAT ARE NOT SHOWN ON THE PLANS TO BE DISTURBED SHALL BE RESTORED BY A LICENSED SURVEYOR AT CONTRACTOR'S
EXPENSE.
5. CONTRACTOR SHALL EMPLOY EROSION CONTROL DEVICES AND METHODS AS REQUIRED TO MEET THE REQUIREMENTS AND INTENT OF THE LOCAL EROSION CONTROL a
ORDINANCE. CONTRACTOR SHALL PROVIDE THE NECESSARY DIVERSION DITCHES, DIKES OR TEMPORARY CULVERTS REQUIRED TO PREVENT MUD AND DEBRIS FROM BEING
WASHED ONTO THE STREETS OR PROPERTY. CONTRACTOR'S VEHICLES SHALL BE KEPT CLEAN TO PREVENT MUD OR DUST FROM BEING DEPOSITED ON STREETS. NO AREA a
SHALL BE LEFT DENUDED FOR MORE THAN SEVEN (7) CALENDAR DAYS.
VEGETATION
1. PRIOR TO REMOVING ANY VEGETATION, CONTRACTOR SHALL MEET WITH THE PROPERTY OWNERS AND THE PROJECT MANAGER TO REVIEW THE LIMITS OF CONSTRUCTION AND
OBTAIN PERMISSION TO REMOVE VEGETATION REQUIRED TO DO THE WORK. I"
2. TREE AND PLANT ROOTS OR BRANCHES THAT MAY INTERFERE WITH THE WORK SHALL BE TRIMMED OR CUT ONLY WITH THE APPROVAL OF THE PROJECT MANAGER. ANY I
TREES OR PLANTS WHICH ARE SHOWN TO REMAIN THAT DO NOT INTERFERE WITH THE WORK, BUT ARE DAMAGED BY CONTRACTOR OR HIS SUBCONTRACTORS, SHALL BE
REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST. ° €X. ACSA UTIL. ESM'T
3. CONTRACTOR SHALL CLEAN UP, RESTORE, SEED AND MAINTAIN ALL DISTURBED AREAS IMMEDIATELY UPON COMPLETION OF WORK ON EACH SITE. TOPSOIL, SEED, FERTILIZER 111 a DB 4704 PG 379
AND MULCH SHALL BE PLACED IN ACCORDANCE WITH ESC AUTHORITY STANDARDS ON ALL DISTURBED AREAS. A PERMANENT STAND OF GRASS ADEQUATE TO PREVENT / °_1 D
EROSION SHALL BE ESTABLISHED PRIOR TO FINAL ACCEPTANCE.
4. THE ACT OF RESEEDING SHALL NOT QUALIFY AS "STABILIZED". THE CONTRACTOR SHALL BE RESPONSIBLE TO ESTABLISH VEGETATION, NOT SIMPLY APPLY SEED AND 1� - - - / 4 MATERIALS. -
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DAM CONSTRUCTION NOTES: III a ' \
1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING 1 \I \
III a \\
REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS. �
2. IMPERVIOUS CORE SHALL EXTEND TO THE 10-YR WATER SURFACE ELEVATION UNLESS OTHERWISE NOTED. ��
a II \ '
3. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEARED, GRUBBED AND STRIPPED OF ALL VEGETATION ° \ - - -
/I
TOPSOIL AND/OR ORGANIC SOIL AND OTHER UNSUITABLE MATERIALS.
4. AFTER CLEARING, GRUBBING, STRIPPING, AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE SUBGRADE SHALL BE PROOF -ROLLED WITH
COMPACTION EQUIPMENT UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPMENT SHALL CONSIST OF THE HEAVIEST
POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE MATERIALS SHALL I \
BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL
SHALL BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE INSPECTED AND APPROVED BY INSPECTOR OR ENGINEER ,
PRIOR TO PLACEMENT OF FILL. III II a \\
5. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY FROZEN I ,
SURFACE. COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED ON THE APPROVED CONSTRUCTION PLAN. COMPACTED
FILL MATERIAL SHALL BE OF THE TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, OR OF A BETTER QUALITY \ '
MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM (USCS). RESTRICTIONS ON LIQUID LIMIT AND PLASTICITY INDEX OF MATERIAL IIII I °
MAY BE INCLUDED WHERE APPLICABLE. COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBISH, FROZEN SOIL, SNOW,
ICE, AND PARTICLES WITH SIZES LARGER THAN 3" OR ANY OTHER DELETERIOUS MATERIAL. '
6. COMPACTED FILL SHALL BE PLACED IN HORIZONTAL LAYER of 10"-12" IN LOOSE THICKNESS. ACTUAL LIFT THICKNESS SHALL BE SPECIFIED BY THE
GEOTECHNICAL CONSULTANT. THE MOISTURE CONTENT SHALL BE CONTROLLED SUCH THAT COMPACTION IS ACHIEVED WITHOUT YEILDING OF THE -
IIISURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEAST 95% OF STANDARD PROCTOR
MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-698, AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL WHICH BECOMES SMOOTH SHALL BE SACRIFICED TO A DEPTH OF 2" TO ALLOW ADEQUATE BONDING BETWEEN LAYERS. 11
7. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACTION TO THE SPECIFIES DENSITY STANDARD SHALL BE SACRIFICED,
DRIED, OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION. I \ \
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AMENDMENT TO WP0201500066 NOTES:
1. ALL DRAINAGE AREAS FROM THE
2-YR POST DEVELOPMENT APPROVED PLAN WP0201500066 WILL 3:
Input Data: 'I� ,,' a
REMAIN UNCHANGED. Uj o'
Depth: 3.68 in III °
Rainfall Distribution Type: Type II
Rainfall De 2. SWM CALCULATIONS WERE GENERATED -��
P � U� I
Base Flow: 0.000 cfs 1 // I '
la/P Interpolation: On FROM DESIGN PARAMETERS �/- II p __j CD
CD I
DETERMINED IN THE APPROVED PLAN II J D
Subarea Downstream Area CN Tc Tt
t � C) (0
Name Subareas (acre) (min) (min) WP0201500066. II I00
a
DA-POST2YR N/A 15.30 85 15.00 12.00 p III
3. ALL OTHER DESIGN PARAMETERS
Computed Results: II �� III ~ � � /a
EXCEPT THE NOTES AND DETAILS CD 0 . III °
Peak Discharge (Qp): 35.133 cfs SHOWN HEREON THE AMENDED I III Q o II a
0
Time to Peak: 12.20 hrs I � � \ I/1 J
Runoff Volume: 1.74 acre-ft SECTIONS OF WP0201500066 (SUCH I S�I�\�, > °a '
AS EROSION CONTROL PLAN
10-YR POST DEVELOPMENT
Input Data: LANDSCAPE PLAN, ETC.) ARE TO
Rainfall Distribution Type: Type II REMAIN UNCHANGED AND SHALL
Rainfall Depth: 5.57 in ADHERE TO THE APPROVED PLAN I I I a //
Base Flow: 0.000 cfs I I I ° /s ,
la/P Interpolation: On WP0201500066.
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Subarea Downstream Area CN Tc Tt 1 I I I ° / �' ,�'
Name Subareas (acre) (min) (min) , I ' I I / ; ,' / / , �40- 6�6
DA-POST1OYR N/A 15.30 85 15.00 12.00
6c�2
Computed Results:
Peak Discharge (Qp): 63.001 cfs
Time to Peak: 12.20 hrs
Runoff Volume: 3.11 acre-ft
100-YR POST DEVELOPMENT �I I II I \ , i \ �I �I �� I �' ------ --
Input Data:
P --
I
Rainfall Distribution Type: Type II I -
Rainfall Depth: 9.14 in 1 ----
Base Flow. 0.000 cfs � tiTH OF � / I 11 11 11 11 , ,'
la/P Interpolation: On rp III 1 1 1 1
,moo
Subarea Downstream Area CN Tc Tt
Name Subareas (acre) (min) (min) U J7 % III I 11 11 1 \
DA-POST100YR N/A 15.30 85 15.00 12.00
Jimmy L. Taggart
Computed Results: Lic. No.
p `0 22841 I I \ \ I
Peak Discharge (Qp): 118.255 cfs FSS/ONAL �-Na
Time to Peak: 12.20 hrs I 1 \ \\\ \
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Runoff Volume: 5.85 acre-ft
SCALE I" = 20
20 10 0 20 40 I I I 11 `� �` \ \ \ `�\ ---�I / �✓ -----____-_- \
SCALE IN FEET
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REVISIONS
Oct. 13, 2017
AMENDMENTTO
�WPO201500066
Nov. 10, 2017
County Comments
July 2, 2018
AS -BUILT PLAN
January 02, 2019
AS -BUILT PLAN COUNTY
COMMENTS
DATE
October 13, 2017
SCALE
1 " = 20'
CONTOUR INTERVAL
2 Feet
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FILE NUMBER
8053
SHEET
4A
665
No
655
650
645
640
635
630
625
AMENDED
BMP
CONVERSION
FOR
WP0201500066
SCALE 1" = 5' VERTICAL
5
2.5
,o
0
SCALE IN FEET
SCALE 1" = 20' HORIZONTAL
60" RCP
(RISER
20 10 0 20 40
SCALE IN FEET
CREST =
48.00
T
P OF DAM
649.50
(SEE DESIGN
DETAILS)
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EXISTING
STORM OU�
FALLS
m
------
12' Gf
ASS LINED
SPILLWAY
2.5:1 ��
_
WITHIN
rROPOSED FOREBAY
=648.50
ICE --I_-3:1
a ��
20' 0
1' DEEP #3
STONE
2
3;; ORIFI =
644.50
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WEIR
TOP= 642I.25
2
1 3 ORIFI =1
643.50
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2
3 ORIFI =
642.50
01
POND
NwsET�
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3:1
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BOTTOM
OF FORE
AY
I = 635.50
BOTTOM OF
WET POND
633.50
120' OF 36"
REQUIRED
OREBAY VOLUME=
10%
F TV (7,254
CF)
RCP BARRE
PROVIDED
OREBAY VOLUME=
16,89T
CIF
REQUIRED VET
POND VOO-UME=
72,5
4 CIF
INV IN
633.50
ii��
OUIILET
PROTECITION
-----
-----_1.50%
CHANNEL T9
CREEK
PROVIDED
ET POND VOLUME=
77,2
0 CIF
INV OUT
632.75
SEE
ESIGN DETAI
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I
I
I
URE 8" SS
O 17
0010 Lo Co1
J MnJ
co to L, co W L,
10+00 +20 +40 +60 +80 11 +00 +20
NOTE:
The existing conditions include a sediment basin that currently outfalls into
the downstream channel (Slabtown Branch). For practical design
calculations, the pre -development conditions used for analyzing the
adequacy of the downstream channel includes the routed values of the
original approved WP0201500066, which can be found on sheet 11/14.
These approved routed values that the channel is currently experiencing
are used in the stream erosion and flooding calculations shown hereon this
sh eet.
EVENTS FOR AMENDED BMP CONVERSION FOR WPO201500066
EVENT
INFLOW (CFS)
ROUTED (CFS)
ELEVATION -CET
2-YR
35.13
2.34
646.41
10-YR
63.00
18.23
647.91
100-YR
118.26
96.05
648.84
FOREBAY STAGE STORAGE
Elev(Ft)
Storage(CF)
Storage(CY)
Storage(Acre-Ft)
Area(SF)
635.000
0.000
0.000
0.000
370.227
636.000
524.892
19.440
0.012
695.183
638.000
2759.206
102.193
0.063
1598.523
640.000
7134.957
264.258
0.164
2832.259
642.000
14282.132
528.968
0.328
4356.811
644.000
24715.908
915.404
0.567
6112.829
WET POND STAGE STORAGE
Elev(Ft)
Storoge(CF)
Storage(CY)
Storage(Acre-Ft)
633.000
0.000
0.000
0.000
634.000
3933.768
145.695
0.090
636.000
14357.925
531.775
0.330
638.000
28571.317
1058.197
0.656
640.000
47030.115
1741.856
1.080
642.000
70190.597
2599.652
1.611
644.000
98508.959
3648.480
2.261
AMENDMENT TO WP0201500066
NOTES:
1. ALL DRAINAGE AREAS FROM THE
APPROVED PLAN WP0201500066 WILL
REMAIN UNCHANGED.
2. SWM CALCULATIONS WERE GENERATED
FROM DESIGN PARAMETERS
DETERMINED IN THE APPROVED PLAN
WP0201500066.
3. ALL OTHER DESIGN PARAMETERS
EXCEPT THE NOTES AND DETAILS
SHOWN HEREON THE AMENDED
SECTIONS OF WP0201500066 (SUCH
AS EROSION CONTROL PLAN,
LANDSCAPE PLAN, ETC.) ARE TO
REMAIN UNCHANGED AND SHALL
ADHERE TO THE APPROVED PLAN
� WP0201500066.
Area(SF)
3535.442
4339.502
6120.208
8126.622
10363.206
12828.276
15521.121
V) Ln U')�N N-
ItNiD totoJ r�MJ
t000 totoL, totoE
+40 +60 +80 12+00 +20 +40 +60 +80
9VAC2"70-97 STREAM CHANNEL EROSION.
b. Adequacy of all channels and pipes shall be verified in the following manner:
(2) (a) Natural channels shall be analyzed by the use of a two-year storm to
verify that stormwater will not overtop channel banks nor cause erosion of channel
bed or banks.
Q2YR PRE -DEVELOPMENT = 25.26 CFS
Q2YR POST -DEVELOPMENT = 2.34 CFS
Q2YR POST -DEVELOPMENT = 2.34 CFS S Q2YR PRE -DEVELOPMENT = 25.26 CFS
VA DCR SWPP
Performance Based Water Quality Calculation Procedure
Project: Old Trail Village Amendment for WP0201500066
Locality: Albemarle Co.
nut. 1111 nnni 7 u-du
Worksheet No. 1
Step 1 Determine the applicable area (A) and the post -developed impervious cover ((post).
Applicable area (A) = 666480 s.f. or 15.30 acres
Post -development impervious cover:
structures
parking lot =
roadway =
other
s.f. or
0.000
acres
s.f. or
10.250
acres
s.f. or
0.000
acres
s.f. or
0.000
acres
s.f. or
0.000
acres
s.f. or
0.000
acres
Total - 446490 s.f. or 10.250 acres
Ipo, = (total post -development impervious cover - A) x 100 = s7%
Step 2 Determine the average land cover condition (Iwatershed) or the existing impervious cover (I g).
- eaistin
Average land cover condition (I,xaterche �:
If the locality has determined land cover conditions for individual watersheds within its
jurisdiction, use the watershed specific value determined by the locality as Iwatershed.
Iwatershed 0%
Otherwise, use the Chesapeake Bay default value:
Iwatershed 16%
I,,.tCrsh d= 16%
Step 3 Determine the appropriate development situation.
The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate
development situation under which the performance criteria will apply. Check (, the appropriate development situation as follows:
No Situation 1: This consists of ]and development where the existing percent impervious cover (Iexisting) is less than or
equal to the average land cover condition (Iwatershed) and the proposed improvements will create a total percent
impervious cover (Ipost) which is less than or equal to the average land cover condition (Iwatershed).
False Ipost 67% :! )Iwatershed 16%
Yes Situation 2: This consists of ]arid development where the existing percent impervious cover (Iexisting) is less than or equal
to the average land cover condition (Iwatershed) and the proposed improvemerts will create a total percent
impervious cover (Ipost) which is greater than the average land cover condition (Iwatershed).
True Iexisting 0% <Iwatershed 16%
and
Title (post 67% � Iwatershed 16%
No Situation 3: This consists of land development where the existing percent impervious cover (Iexisting) is greater than
the average land cover condition (Iwatershed).
False Iexisting > Iwatershed 16%
No Situation 4: This consists of land development where the existing percent impervious cover (lexisting) is served by an
existing stormwater management BMP(s) that addresses water quality.
Iftbe proposed development meets the criteria for development Situation 1,
than the low density development is considered to be the BMP and no pollutant removal is required.
The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development
Situations 2, 3, or 4, then proceed to STEP 4 on the appropriate worksheet.
Ln n 10 ib
LO
to
d- M
M
M
to 0 0 to
to
to
13+00 +20 +40 +60 +80
14+00 +20
+40 +60
9VAC2"70-98 FLOODING.
A. Downstream properties and waterways shall be protected
from damages from
localized flooding due to
changes in runoff rate of flow and hydrologic characteristics,
including, but not
limited to, changes in
volume, velocity, frequency, duration, and peak flow rate of
stormwater runoff in
accordance with the
minimum design standards set out in this section.
B. The 10-year postdeveloped peak rate of runoff from the
development site shall
not exceed the 10-year
predeveloped peak rate of runoff.
Q10YR PRE -DEVELOPMENT
= 28.81 CFS
Q10YR POST -DEVELOPMENT = 18.23 CFS
Q10YR POST -DEVELOPMENT = 18.23 CFS S Q10YR PRE -DEVELOPMENT =
28.81 CFS
Step 4 Detennnine the relative pre -development pollutant load (Lpre)•
■■II
655
650
645
640
635
630
625
+80 15+00
DESIGN PARAMETERS
,
Outflow
Total Discharge:
187.5724
cfs
Maximum Water Surface Elevation:
649.50
ft
Tailwater Elevation:
632.00
ft
Detention Base Elevation:
0.00
ft
Outlet #1: Riser, Drop Pipe
Riser Top Elev:
648.00
ft
Riser Base Elev:
633.50
ft
Riser Diameter:
60.00
in
Orifice Coefficient:
0.60
Weir Coefficient:
3.33
Culvert Length:
120.00
ft
Culvert Diameter:
36.00
in
Culvert Invert Out:
632.75
ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.10
Discharge:
133.64
cfs
Outlet #2: 01, Orifice
Shape:
Circular
Diameter:
3.00
in
Invert Elevation:
642.50
ft
Coefficient:
0.60
Number of Openings:
2
Discharge:
1.24
cfs
Velocity:
12.62
ft/s
Outlet #3: 02, Orifice
Shape:
Circular
Diameter:
3.00
in
Invert Elevation:
643.50
ft
Coefficient:
0.60
Number of Openings:
2
Discharge:
1.15
cfs
Velocity:
11.67
ft/s
Outlet #4: 03, Orifice
Shape:
Circular
Diameter:
3.00
in
Invert Elevation:
644.50
ft
Coefficient:
0.60
Number of Openings:
2
Discharge:
1.04
cfs
Velocity:
10.63
ft/s
Outlet #5: Grass Emergency Spillway, Weir
Shape:
Trapezoidal
Side Slope Ratio (V: H):
6.00
Crest Length:
12.00
ft
Invert Elevation:
648.50
ft
Coefficient:
3.33
Number of Openings:
1
Discharge:
50.51
cfs
Velocity:
4.15
ft/s
Outlet #6: Forebay #3 Stone Weir, Weir
Shape:
Rectangular
Crest Length:
20.00
ft
Invert Elevation:
642.25
ft
Coefficient:
3.33
Number of Openings:
1
Discharge:
0.00
cfs
Velocity:
0.00
ft/s
Based on Existing Impervious Cover
1 Lpre(e:fisting) _ [0.05 + (0.009 x Iexisting)] x A x 2.28 (Equation 5-16)
where: I.pre(ex;gt;ng) = relative pre -development total phosphorous load (pounds per year)
lexisting = Existing site impervious cover (percent expressed in whole numbers)
A = applicable area (acres)
VA DCR SWPP
Lpre(existing)-[0.05+(0.009X 0% )] x 15.30028 x2.28
Performance Based Water Quality Calculation Procedure
pounds per year
Project: Old Trail Village Amendment for WP0201500066
2 Lpre(rratershed) = [0.05 + (0.009 x Iwatershed)] x A x 2.28 (Equation 5-16)
Locality: Albemarle Co.
Date: 10-Nov-17
Situation Worksheet No. 2
where: Lpre(watershed) = relative pre -development total phosphorous load (pounds per year)
4atershed = average land cover condition for specific watershed or locality or the Chesapeake Bay default value of 16% (percent expressed in whole munbers)
Summary of Situation 2 criteria: from calculation procedure STEP 1 thra STEP 3, Worksheet 1:
A = applicable area (acres)
Area= 15.30 ac.
I post= 67%
Iwatershed= 1%
30028 x 2 16% x 15 009 0 05 + 0..x ..28
Lpre(Ratershed) - - [ ( )]
I CX1Sting= 00%
pounds per year
2. Select BMP(s) from Table 5-14 and locate on the site:
Step 5 Determine the relative post -development pollutant load (Lp°St).
Drainage Impervious
Type Efficiency Area (s.f.) Area (s.f.) Description:
BMP 1: Wet Pond 75 1 666468 446490 BMP A
Lpost = [0.05 + (0.009 x Ip.A x A x 2.28 (Equation 5-21)
3. Determine the pollutant load entering the proposed BMP(s):
where: Lpost = relative post -development total phosphorous load (pounds per year)
LBO = [0.05 + (0.009 x IBMP)] x ApropBMP x 2.28 (Equation 5-23)
Ipost = post -development impervious cover (percent expressed in whole numbers)
A = applicable area (acres)
where: LAP = relative post -development total phosphorous load entering proposed BMP (pounds per year)
IBNT = post -development percent impervious cover to proposed BMP (percent expressed in whole numbers)
Lpost = [0.05 + (0.009 x 67% )] x 15.30028 x 2.28
_
Apropgngp - drainage area to proposed BMP (acres)
= 22.78 pounds per year
Step 6 Determine the relative pollutant removal requirement (RR).
LBmpl = [0.05 + (0.009 x 67% )] x 15.30 x 2.28
4. Calculate the pollutant bad removed by the proposed BMP(s):
RR = Lpost - (0.9 X Lpre(existing))
RR = 22.8 1.6
Lremoved = EffBMP x LBMP (Equation 5-24)
RR= 21.21 pounds per year
or
where: Lrm.ve = post -development total phosphorous bad removed by proposed BMP (pounds per year)
RR = Ll,ost - Lpre(watersbed)
EffBmp = pollutant removal efficiency of BMP (expressed in decimal form)
RR = 22.8 6.8
LBmp = relative post -development total phosphorous bad entering proposed BMP, Equation 5-23 (pounds per year)
RR= 16.01 pounds per year
Lremove"Wi = 17.08 Pounds per year removed
Use RR=1 16.01 (lesser value)
5. Calculate the total pollutant load removed by the BMP(s):
Step 7 Identify best management practice (BMP) for the site.
Lremoved/total _LremovedBMPI + LremovedBMP2 + Lremoved/BMP3 + - - - (Equation J-25)
1. Determine the required pollutant removal efficiency for the site:
where: Lre vednotat = total pollutant load removed by proposed BMPs (pounds per year)
EFF = (RR - Lp°A ) x 100 (Equation 5-22)
LremovedBMPI =pollutant load removed by proposed BMP No. 1, Equation 5-24
Lremoved/total = 17.08 Total Pounds per year removed
where: EFF = required pollutant removal efficiency
RR = pollutant removal requirement (pounds per year)
6. Verify compliance: L > RR
Lremoved/total -
Lpost = relative post -development total phosphorous load, Equation 5-21 (pounds per year)
L = 17.08 Total Pounds per year removed
removedtotal - P Y
Req'd Removal= 16.01 Total Pounds per year removed
EFF = 16.01 / 22.78 x 100= 70%
OK, Removal Rate Exceeded
mr_'�'LTH op D 00
j�
Jimmy L. Taggart
Lic. No.
22841 �v
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REVISIONS
Oct. 13, 2017
AMENDMENTTO
WPO201500066
Nov. 10, 2017
County Comments
July 2, 2018
AS -BUILT PLAN
January 02, 2019
AS -BUILT PLAN COUNTY
COMMENTS J
DATE
October 13, 2017
SCALE
1 " = 20'
CONTOUR INTERVAL
2 Feet
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FILE NUMBER
8053
SHEET
4113
GENERAL EROSION CONTROL NOTES
WORK AREA PROTECTION & MAINTENANCE
1. ALL FENCES REQUIRED TO BE REMOVED OR DISTURBED BY CONSTRUCTION SHALL BE SALVAGED, STORED, PROTECTED AND RE -INSTALLED BY CONTRACTOR AT THE DIRECTION \\\ a
OF AND LOCATION DESIGNATED BY THE PROJECT MANAGER. IF SUCH FENCE MATERIAL CANNOT BE REUSED DUE TO DAMAGE CAUSED BY CONTRACTOR, CONTRACTOR SHALL
INSTALL NEW FENCE OF THE SAME TYPE OF MATERIAL. TEMPORARY FENCING REQUIRED BY PRIVATE PROPERTY OWNERS SHALL BE PROVIDED BY CONTRACTOR. CONTRACTOR
IS ADVISED TO CONTACT PROPERTY OWNERS AT LEAST FORTY-EIGHT (48) HOURS IN ADVANCE OF REMOVING ANY FENCE IN ORDER TO COORDINATE RELOCATION AND/OR
PROTECTION OF ANY ANIMALS, AND TO ESTABLISH AND CONFIRM WITH THE OWNER THE PRE -CONSTRUCTION CONDITION OF ANY FENCE TO BE REMOVED, DISTURBED OR
REPLACED.
2. CONTRACTOR IS PERMITTED TO WORK IN THE PUBLIC RIGHT-OF-WAY (FOLLOWING ISSUANCE OF VDOT APPROVAL) AND ANY TEMPORARY OR PERMANENT EASEMENT
(FOLLOWING VERIFICATION OF EXISTENCE OF EASEMENT) SHOWN ON THE PLANS. HOWEVER, CONTRACTOR SHALL NOTIFY PROPERTY OWNER(S) FORTY-EIGHT (48) HOURS
PRIOR TO WORKING ON ANY PRIVATE PROPERTY TO GAIN AND COORDINATE ACCESS AND TO DETERMINE A STORAGE AREA FOR MATERIALS IF NEEDED. COORDINATION OF \\\�\� 66 /
ACCESS TO PUBLIC RIGHT-OF-WAY AND STORAGE OF MATERIALS THEREON SHALL BE COORDINATED WITH VDOT AND THE PROJECT MANAGER. CONTRACTOR'S FAILURE TO SO '
a 4 \\\ \\ ,, / is ,
NOTIFY AND COORDINATE WITH PROPERTY OWNERS AND/OR THE PROJECT MANAGER MAY RESULT IN DELAYS. \\\ - 4 1'� '
3. CONTRACTOR SHALL, AT HIS EXPENSE, MAINTAIN THE WORK SITE IN A CLEAN AND ORDERLY APPEARANCE AT ALL TIMES. ALL DEBRIS AND SURPLUS MATERIAL COLLECTED
SHALL BE DISPOSED OF OFF THE WORK SITE BY CONTRACTOR, AT HIS EXPENSE.
4. EXISTING LAWNS, TREES, SHRUBS, FENCES, UTILITIES, CULVERTS, WALLS, WALKS, DRIVEWAYS, POLES, SIGNS, RIGHT-OF-WAY MONUMENTS, MAILBOXES AND THE LIKE SHALL a ,
BE PROTECTED FROM DAMAGE DURING THE WORK. ANY DAMAGE CAUSED TO SUCH ITEMS SHALL BE REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST. \\\ 4 a �4''664 X 6,58 �6/�
PROPERTY PINS DISTURBED BY CONTRACTOR THAT ARE NOT SHOWN ON THE PLANS TO BE DISTURBED SHALL BE RESTORED BY A LICENSED SURVEYOR AT CONTRACTOR'S
EXPENSE.
5. CONTRACTOR SHALL EMPLOY EROSION CONTROL DEVICES AND METHODS AS REQUIRED TO MEET THE REQUIREMENTS AND INTENT OF THE LOCAL EROSION CONTROL
ORDINANCE. CONTRACTOR SHALL PROVIDE THE NECESSARY DIVERSION DITCHES, DIKES OR TEMPORARY CULVERTS REQUIRED TO PREVENT MUD AND DEBRIS FROM BEING \\ _ \\\ 4 656
WASHED ONTO THE STREETS OR PROPERTY. CONTRACTOR'S VEHICLES SHALL BE KEPT CLEAN TO PREVENT MUD OR DUST FROM BEING DEPOSITED ON STREETS. NO AREA --� \\\ ° X 662.87 / _ -
SHALL BE LEFT DENUDED FOR MORE THAN SEVEN (7) CALENDAR DAYS. \\ 4° `�\ \`\\ ao ' 660 ,65 AS -BUILT RIP I`AP
SWM
VEGETATION `\ 4 J \ \\ \\\\`\ DB 4V704 PGEASEMENT -6 379-386 / y �652
/� 650
1. PRIOR TO REMOVING ANY VEGETATION, CONTRACTOR SHALL MEET WITH THE PROPERTY OWNERS AND THE PROJECT MANAGER TO REVIEW THE LIMITS OF CONSTRUCTION AND 4 ° \� i
OBTAIN PERMISSION TO REMOVE VEGETATION REQUIRED TO DO THE WORK. I" S ,� 648, 0.=642. 1�\
2. TREE AND PLANT ROOTS OR BRANCHES THAT MAY INTERFERE WITH THE WORK SHALL BE TRIMMED OR CUT ONLY WITH THE APPROVAL OF THE PROJECT MANAGER. ANY AS -BUILT
I a / _ 646 .
TREES OR PLANTS WHICH ARE SHOWN TO REMAIN THAT DO NOT INTERFERE WITH THE WORK, BUT ARE DAMAGED BY CONTRACTOR OR HIS SUBCONTRACTORS, SHALL BE 11 4J i
REPAIRED OR REPLACED BY CONTRACTOR AT NO ADDITIONAL COST. 11 ° €X. ACSA UTIL. ESM'T �
/. ''-644
A �,' ,'
3. CONTRACTOR SHALL CLEAN UP, RESTORE, SEED AND MAINTAIN ALL DISTURBED AREAS IMMEDIATELY UPON COMPLETION OF WORK ON EACH SITE. TOPSOIL, SEED, FERTILIZER 111 4 DB 4704 PG 379 %�,'' - X -� 642.83 650
AND MULCH SHALL BE PLACED IN ACCORDANCE WITH ESC AUTHORITY STANDARDS ON ALL DISTURBED AREAS. A PERMANENT STAND OF GRASS ADEQUATE TO PREVENT / I °J , / i P
EROSION SHALL BE ESTABLISHED PRIOR TO FINAL ACCEPTANCE. , °e5 /� '
Iy- - _ / _ SWM ACCESS 61.1 ,co /
4. THE ACT OF RESEEDING SHALL NOT QUALIFY AS "STABILIZED". THE CONTRACTOR SHALL BE RESPONSIBLE TO ESTABLISH VEGETATION, NOT SIMPLY APPLY SEED AND - ,
MATERIALS. I Ja, ROAD 1 i ,' ' ' 1.0.=644.56 / 0P 1 _ 642 o i �AS-BUILT)
640
1\I 4 / �
DAM CONSTRUCTION NOTES: a AS -BUILT METAL 63$
III J GUARDRAIL / � ,
1. GEOTECHNICAL CONSULTANT TO SPECIFY DAM EMBANKMENT MATERIAL, SEEPAGE CONTROL DEVICES, CUT-OFF TRENCH DESIGN, CULVERT BEDDING IIII "I,
REQUIREMENTS, AND OTHER APPROPRIATE GEOTECHNICAL DESIGN REQUIREMENTS. III 4
2. IMPERVIOUS CORE SHALL EXTEND TO THE 10-YR WATER SURFACE ELEVATION UNLESS OTHERWISE NOTED.
3. FOUNDATION AND ABUTMENT AREA EXTENDING 10' BEYOND DAM FOOTPRINT SHALL BE CLEARED, GRUBBED AND STRIPPED OF ALL VEGETATION II \ I 4 °
TOP=65 .94
TOPSOIL AND/OR ORGANIC SOIL AND OTHER UNSUITABLE MATERIALS. / / 1=645.14 ,�roh-%' 642.
4. AFTER CLEARING, GRUBBING, STRIPPING, AND REMOVING ANY OTHER UNSUITABLE MATERIALS, THE SUBGRADE SHALL BE PROOF -ROLLED WITH III 41 1.0.=646.14
COMPACTION EQUIPMENT UNDER THE OBSERVATION OF A QUALIFIED ENGINEER. THE COMPACTION EQUIPMENT SHALL CONSIST OF THE HEAVIEST , I I �\ _ X 661.44 (AS -BUILT) '
POSSIBLE EQUIPMENT THAT WILL NOT CAUSE DISTURBANCE OF SUITABLE SUBGRADE SOILS. EXCESSIVELY SOFT OR UNSUITABLE MATERIALS SHALL I 4 - -rd i
BE REMOVED AND REPLACED WITH COMPACTED FILL. WHERE ROCK IS EXPOSED AFTER STRIPPING OR UNDERCUTTING, ALL LOOSE ROCK MATERIAL
SHALL BE REMOVED PRIOR TO PLACING COMPACTED FILL. ROCK SUBGRADES SHALL BE INSPECTED AND APPROVED BY INSPECTOR OR ENGINEER
PRIOR TO PLACEMENT OF FILL. III II 4 , i 6
5. COMPACTED FILL SHALL NOT BE PLACED PRIOR TO PERFORMING THE REQUIRED FOUNDATION AND ABUTMENT PREPARATION, OR ON ANY FROZEN
SURFACE. COMPACTED FILL SHALL EXTEND TO THE FILL LIMIT LINES AND GRADES INDICATED ON THE APPROVED CONSTRUCTION PLAN. COMPACTED III I I 4 660.24 ' /' ,' / / 6D10 _ J
FILL MATERIAL SHALL BE OF THE TYPE CLASSIFICATION SYMBOL SPECIFIED BY THE GEOTECHNICAL CONSULTANT, OR OF A BETTER QUALITY W SWM EASEMENT
MATERIAL AS DEFINED BY THE UNIFIED SOIL CLASSIFICATION SYSTEM USCS 4 RESTRICTIONS ON LIQUID LIMIT AND PLASTICITY INDEX OF MATERIAL II I DB 4704 PG 379-386 �� ,' / ��� '' '' ,' i �X 642.50
MAY BE INCLUDED WHERE APPLICABLE. COMPACTED FILL SHALL CONSIST OF MATERIAL FREE OF ORGANIC MATTER, RUBBISH, FROZEN SOIL, SNOW, 6�� Pl
ICE, AND PARTICLES WITH SIZES LARGER THAN 3" OR ANY OTHER DELETERIOUS MATERIAL. \G
6 GEOOTECHTED NICALLL SHALL BE CON ULTANT.PTHEED IN MOISTUREI CONTAL ENT ENTAYER SHALL of
BE CONTROLLED OSE SUCH ITHATSS. ACTUAL COMPACTIONLIFT THICKNESS SHALL BE S ACHIEVED WITHOUT YEILDINGFIOED B E THE�\ ,I II 4° �� / �'� / % ,' / f6 PQVP� 6
SURFACE. EACH LAYER SHALL BE UNIFORMLY COMPACTED WITH SUITABLE COMPACTION EQUIPMENT TO AT LEAST 95% OF STANDARD PROCTOR \ 'II } 4 /� , i ' ,' , 642.78
MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-698, AASHTO T-99, OR VDOT SPECIFICATIONS. ANY LAYER OF FINE GRAINED FILL WHICH �� , I �\ -_ s� / / ; / ; / ' 6N2
BECOMES SMOOTH SHALL BE SACRIFICED TO A DEPTH OF 2 TO ALLOW ADEQUATE BONDING BETWEEN LAYERS. 7. COMPACTED FILL WITH A MOISTURE CONTENT WHICH WILL NOT PERMIT COMPACTION TO THE SPECIFIES DENSITY STANDARD SHALL BE SACRIFICED, I I 1 \ , , , / , / 6N6
DRIED, OR WETTED AS NECESSARY TO PERMIT PROPER COMPACTION.
' �I I
' '� ` AS -BUILT RIP -RAP �
AMENDMENT TO WP0201500066 NOTES: I �\ --\� I ' "
`1 ,III f \co i I I / d 636 STONE WEIR
�I I II a N
4 I co i i / \ WET POND
1. ALL DRAINAGE AREAS FROM THE
2-YR POST DEVELOPMENT APPROVED PLAN WP0201500066 WILL , _ -- BMPGEo-COORDINATES
I� I , NOTE: VEGETATED N:3907725.21
Input Data: REMAIN UNCHANGED. ' I I �I HEDGES TO BE PLANTED C° E:11423009.21
II AS TRESPASS/SAFETY
I LIMITS OF APPROX. W.S.E.
It
Rainfall Distribution Type: Type II 2. SWM CALCULATIONS WERE GENERATED'1 'I III \ 4 BARRIER AND X 642.5
Rainfall Depth: 3.68 in
MAINTAINED BY OLD I.I.=635.86
Base Flaw: 0.000 ifs FROM DESIGN PARAMETERS ' III '
la/P Interpolation: On 1, III 4 T\RAILH A
DETERMINED IN THE APPROVED PLAN III
III `� ` \` \'\\, , - \ \
Subarea Downstream Area CN Tc Tt 636I 4 3
Name Subareas (acre) (min) (min) WP0201500066.
DA-POST2YR N/A 15.30 85 15.00 12.00 III
3. ALL OTHER DESIGN PARAMETERS
Computed Results: I III J /4
EXCEPT THE NOTES AND DETAILS I III a vv vv I x 642.58�
Peak Discharge (Qp): 35.133 cfs SHOWN HEREON THE AMENDED II III 4 x
I
18' X 64459 �� II X
I
\ i �
I
I
i I II I,
I
FOREBAY I
I
I I
X 42.�U
I
I '
/
cbV
/
/
O 3
n
642J2
/
�/'/ co
21.1
648.98
X 642.3'
Time to Peak: 12.20 hrs `� � ,
Runoff Volume: 1.74 acre-ft SECTIONS OF WP0201500066 (SUCH s� ��I
I /I J
AS EROSION CONTROL PLAN I vv 1 v v ' 646 - 644 ,
10-YR POST DEVELOPMENT I '' jl 4 J ' \f` /-
Input Data: LANDSCAPE PLAN, ETC.) ARE TO I I S i _--_ 646
Rainfall Distribution Type: Type II REMAIN UNCHANGED AND SHALL I I \\ �% , 'X '` ---
Rainfall Depth: 5.57 in II � � I 4 / �,0 O o Y / '----____ 648
ADHERE TO THE APPROVED PLAN I C
Base Flow: 0.000 cfs 1I /S ,' ,/ X 648.76 fi48.64
la/P Interpolation: On WP0201500066. 'I II I I; ' o o 16.9V/W AS -BUILT BERM
Subarea Downstream Area CN Tc Tt 1 I I I / �`o o 648 �A-n
Name Subareas (acre) (min) (min) I I I l �` ,\\ O o 0
DA-POST1OYR N/A 15.30 85 15.00 12.00 ' '
/ i ii I I 4 ° J / / � - - 646
Computed Results: I / 20' ACSA ACCESS / , %4 o O O o
t I 644
EASEMENT
Peak Discharge (Qp): 63.001 cfs \ III I ,' X Ct1•57
Time to Peak: 12.20 hrsro°a
IRunoff Volume: 3.11 acre-ft
638
100-YR POST DEVELOPMENT 1 I II \ i - - -638- -
Input Data:
II AS -BUILT GRAVEL
II '-- /
Rainfall Distribution Type: Type II ' PEDESTRIAN TRAIL
I
Rainfall Depth: 9.14 in ��
Base Flow: 0.000 cfs �,tiTH Op
la/P Interpolation: On
V/W SWM EASEMENT
Subarea Downstream Area CN Tc Tt U 7 �� '� �� \ \ DB 4704 PG 379-386
Name Subareas acre min min \� II 1 I \ ` 20' ACSA SS EASEMENT
DA-POST100YR N/A 15.30 85 15.00 12.00 Jimmy L. Taggart
Lic. No. 1 '
Computed Results: 22841
Peak Discharge (Qp): 118.255 cfs �FSS/ON4U
Time to Peak: 12.20 hrs
Runoff Volume: 5.85 acre-ft i
SCALE I" = 20'
20 10 0 20 40
SCALE IN FEET
a 4
------------ --
see
,
,
/
/
20'ACSA WL EASEMENT
DB 4452 PG 1497
DB 1971 PG 23-33
/
I '
/
48.15
I i /
I I /
I
I
I ,
17.5'
<1
i
D1
i
m ,
/
/
17.9'
649.00
N �
/ c(o
CID /
co /
/
/
X 638 1
/ 116' OF 36" RCP
® 2.68%
/
/
)� 34.89 40
s /
10
.7 ' p
X 637.56
S
s -
.=632.755
P 1
s
I
o AS -BUILT RIP RAP
O o \
o \
20' DRAINAGE EASEMENT \
DB 4592 PG 379
y
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REVISIONS
Oct. 13, 2017
AMENDMENTTO
�WPO201500066
Nov. 10, 2017
County Comments
July 2, 2018
AS -BUILT PLAN
January 02, 2019
AS -BUILT PLAN COUNTY
COMMENTS
DATE
October 13, 2017
SCALE
1 " = 20'
CONTOUR INTERVAL
2 Feet
L N \
r r
z .
W
2 j
OW W
z
W
ZQ
= z
Q
J
Z > 06
g �, � z
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> 0
FILE NUMBER
8053
SHEET
4AA
665
No
655
650
645
640
635
630
625
AMENDED
BMP
CONVERSION
FOR
WP0201500066
SCALE 1" = 5' VERTICAL
5
2.5
,o
0
SCALE IN FEET
SCALE 1" = 20' HORIZONTAL
20 10 0 20 40
SCALE IN FEET
II
" 60RCP
(RISER
�
II
CREST =
646.6
T
P OF DAM
6.49-�9 649.
0 +/-
\
Z
Ld
-
EXISTING
STORM OU�
FALLS
NEW STORMRAX
TRASH
ACK
(SEE DESIGN
DETAILS)
Z
-I-
12' Gf
ASS LINED
PIILLWAY
2.5:1 ��
_
rROPOSED FTREBAY
m
M=
01648.05
�MWITHIN
NEW ORIFICE
DEBRIS gAGESI//-
Q
15 � 0
1 DEEP #3
STONE
2
3" ORIFI =
fi�4�4-F59
0 0
645.94
; Q
`�
�3.4:1
_
�
WEIR
TOP=
642.35
2
3" ORIFI =1
o o
1644.94
G B
(3)
3 ORIFI -
642.94
�G
i
131 NWSET=
P6 2.50
31
V3*
POND ELE
ATIONS WER
SLIGHTLY gLTERED
IN
IOF
__________
___THE
T
______4----------�
FIEL
DUE TO TH
PRESENCE
ROCK
---_-_
__
\
AS -BUILT -BASIN
STOR
GE INDICATES
VOLUME
BOT
OM OF FORE
AY
MEETS 0
= � 1638.00
EXCEEDS DESIGN
REQUIREMENTS.
GE DESIGN
(VOLUME = 108,166
BOTTOM OF
WET POND
63z3.58- 635.86
36"
BASIN STOR�
CIF
REQUIRED I
OREBAY VOLUME=
10%
F TV (7,2541
CF)
RCP BARRE
BASIN STOR�
GE PROVIDEp
VOLUME =
243,680 CIF
PROVIDED
OREBAY VO
UME= 1
9,8751
CIF
REQUIRED VET
POND VO-UME=
72,5
4 CF
116' INV IN
6� 631.86
ii��
OUIILET
PROTECTION
----
----__1.50%
CHANNEL T9
CREEK
**58
OF DESIGN
*
PROVIDED
ET POND VOLUME=
64,897
CIF
INV OU=
P ID
632.75
SEE
ESIGN DETAI
S FOR
-`----
**13
% OF REQ*
**84%
OF DESIGN**
-
DIMENSIONS
I
I
I
I
I
I
I DUE
TO ROCK
I
I
I
I *DUE
*
I
I
I
I
I
I
I
I
I
I
I
OF ROCK
EXIST.
K-ING
8" Ss
O 11
0010 LoODN
J Mn-j
cocoL, coWL,
10+00 +20 +40 +60 +80 11 +00 +20
NOTE:
The existing conditions include a sediment basin that currently outfalls into
the downstream channel (Slabtown Branch). For practical design
calculations, the pre -development conditions used for analyzing the
adequacy of the downstream channel includes the routed values of the
original approved WP0201500066, which can be found on sheet 11/14.
These approved routed values that the channel is currently experiencing
are used in the stream erosion and flooding calculations shown hereon this
sh eet.
EVENTS FOR AMENDED BMP CONVERSION FOR WPO201500066
EVENT
INFLOW (CFS)
ROUTED (CFS)
ELEVATION -CET
2-YR
35.13
2.34
646.41
10-YR
63.00
18.23
647.91
100-YR
118.26
96.05
648.84
Elev(Ft)
Orage(CF)
Storage(CY)
St0rage(Acre-Ft
Area(SF)
635.000
0.000
0.000
370.227
636.000
524.
19.440
0.012
695.183
638.000
2759.20
102.193
0.063
1598.523
640.000
7134.957
264.258
0
2832.259
642.000
14282.132
528.968
28
4356.811
644.000
24715.908
.404
0.567
6112.829
WET POND STAGE STORAGE
Elev(Ft)
Storoge(CF)
Storage(CY)
e(Acre-Ft)
Area(SF)
633.000
0.000
0.000
0.0
3535.442
634.000
3933.
145.695
0.090
4339.502
636.000
14 25
531.775
0.330
6120.208
638.000
71.317
1058.197
0.656
8126.622
640.000
47030.115
1741.856
1.080
10363.206
642.0
70190.597
2599.652
1.611
828.276
64
98508.959
3648.480
2.261
.121
AMENDMENT TO WP0201500066
NOTES:
1. ALL DRAINAGE AREAS FROM THE
APPROVED PLAN WP0201500066 WILL
REMAIN UNCHANGED.
2. SWM CALCULATIONS WERE GENERATED
FROM DESIGN PARAMETERS
DETERMINED IN THE APPROVED PLAN
WP0201500066.
3. ALL OTHER DESIGN PARAMETERS
EXCEPT THE NOTES AND DETAILS
SHOWN HEREON THE AMENDED
SECTIONS OF WP0201500066 (SUCH
AS EROSION CONTROL PLAN,
LANDSCAPE PLAN, ETC.) ARE TO
REMAIN UNCHANGED AND SHALL
ADHERE TO THE APPROVED PLAN
� WP0201500066.
V Ln Lo� N N
It r7 to --j r7MJ
co 0 0 co co L, co 6 v-
+40 +60 +80 12+00 +20 +40 +60 +80
9VAC2"70-97 STREAM CHANNEL EROSION.
b. Adequacy of all channels and pipes shall be verified in the following manner:
(2) (a) Natural channels shall be analyzed by the use of a two-year storm to
verify that stormwater will not overtop channel banks nor cause erosion of channel
bed or banks.
Q2YR PRE -DEVELOPMENT = 25.26 CFS
Q2YR POST -DEVELOPMENT = 2.34 CFS
Q2YR POST -DEVELOPMENT = 2.34 CFS S Q2YR PRE -DEVELOPMENT = 25.26 CFS
FOREBAY AS -BUILT STAGE -STORAGE REPORT
Elev(Ft)
Storage(CF)
Storage(CY)
Storage(Acre-Ft)
Area(SF)
Area(Acre)
638.000
0.000
0.000
0.000
1150.589
0.026
640.000
3184.674
117.951
0.073
2077.858
0.048
642.000
8485.219
314.267
0.195
3266.415
0.075
644.000
16425.244
608.342
0.377
4717.338
0.108
646.000
27529.480
1019.610
0.632
6430.627
0.148
WET POND AS -BUILT STAGE -STORAGE REPORT
Elev(Ft)
Storage(CF)
Storage(CY)
Storage(Acre-Ft)
Area(SF)
Area(Acre)
636.000
0.000
0.000
0.000
4606.323
0.106
638.000
10904.260
403.861
0.250
6339.159
0.146
640.000
25518.469
945.128
0.586
8320.166
0.191
642.000
44336.154
1642.080
1.018
10536.658
0.242
644.000
67823.243
2511.972
1.557
12988.049
0.298
TOTAL BASIN AS -BUILT STAGE -STORAGE REPORT
Elev(Ft)
Storage(CF)
Storage(CY)
Storage(Acre-Ft)
Area(SF)
Area(Acre)
636.000
0.000
0.000
0.000
4606.323
0.106
638.000
11974.575
443.503
0.275
8722.017
0.200
640.000
32180.151
1191.857
0.739
11534.997
0.265
642.000
58278.198
2158.452
1.338
14606.098
0.335
644.000
96486.950
3573.591
2.215
23737.966
0.545
646.000
147740.334
5471.864
3.392
27553.575
0.633
648.000
206853.877
7661.255
4.749
31598.124
0.725
650.000
274285.950
10158.739
6.297
35871.781
0.824
n n 00
d- M
co co c� co
13+00 +20 +40 +60 +80
n
M
co
14+00 +20
LO
M
co
+40 +60
9VAC2"70-98 FLOODING.
A. Downstream properties and waterways shall be protected
from damages from
localized flooding due to
changes in runoff rate of flow and hydrologic characteristics,
including, but not
limited to, changes in
volume, velocity, frequency, duration, and peak flow rate of
stormwater runoff in
accordance with the
minimum design standards set out in this section.
B. The 10-year postdeveloped peak rate of runoff from the
development site shall
not exceed the 10-year
predeveloped peak rate of runoff.
Q10YR PRE -DEVELOPMENT
= 28.81 CFS
Q10YR POST -DEVELOPMENT = 18.23 CFS
"Q10YR POST -DEVELOPMENT = 18.23 CFS S Q10YR PRE -DEVELOPMENT =
28.81 CFS
OUTLET PROTECTION SPECIFICATIONS
p 1 1 M
W N E _YIIV F TFi�
O I{
APRON LENGTH =4i!- 18
17 YG
OP'2 � , -E Y
.APRON LENGTH =4W 25
STR iN3
OUTFLOW
It- 15"
910= 2_68 cf-.
STIR #27A
OUTFLOW
- 30"
01D= 37-0 eft
POND
OUTFLGW
35"
O1 Q- 8.1 cis
a�> KQN LtNIZ 1 y _ „1. OP DIMENSIONS MEETS OR
40' EXCEEDS DESIGN REQUIREMENTS
FOR AS -BUILT CONDITIONS
•.•
655
650
645
640
635
630
625
+80 15+00
,
DESIGN PARAMETERS
Outflow
Total Discharge: 649.00187.5724
cfs
Maximum Water Surface Elevation:
649.5e
ft
Tailwater Elevation:
632.00
ft
Detention Base Elevation:
0.00
ft
Outlet #1: Riser, Drop Pipe
Riser Top Elev: 646.67
648.E
ft
Riser Base Elev: 635.86
CZ�9-
ft
Riser Diameter:
60.00
in
Orifice Coefficient:
0.60
Weir Coefficient:
3.33
Culvert Length: 116
1-28.88-
ft
Culvert Diameter:
36.00
in
Culvert Invert Out:
632.75
ft
Culvert Friction Coefficient:
0.01
Culvert Entrance Loss Coefficient:
0.10
Discharge:
133.64
cfs
Outlet #2: 01, Orifice
Shape:
Circular
Diameter:
3.00
in
Invert Elevation:
642.94
642.58r
ft
Coefficient:
0.60
Number of Openings:
3
2__
Discharge:
1.24
cfs
Velocity:
12.62
ft/s
Outlet #3: 02, Orifice
Shape:
Circular
Diameter:
3.00
in
Invert Elevation:
644.94
643.§9
ft
Coefficient:
0.60
Number of Openings:
2
Discharge:
1.15
cfs
Velocity:
11.67
ft/s
Outlet #4: 03, Orifice
Shape:
Circular
Diameter:
3.00
in
Invert Elevation:
645.94
6445E
ft
Coefficient:
0.60
Number of Openings:
2
Discharge:
1.04
cfs
Velocity:
10.63
ft/s
Outlet #5: Grass Emergency
Spillway, Weir
Shape:
Trapezoidal
Side Slope Ratio (V: H):
6.00
Crest Length:
12.00
ft
Invert Elevation:
648.05
6.48459-
ft
Coefficient:
3.33
Number of Openings:
1
Discharge:
50.51
cfs
Velocity:
4.15
ft/s
Outlet #6: Forebay #3 Stone
Weir, Weir
Shape:
Rectangular
Crest Length:
15
2.9.9G-
ft
Invert Elevation:
642.35
ft
Coefficient:
3.33
Number of Openings:
1
Discharge:
0.00
cfs
Velocity:
0.00
ft/s
AS -BUILT ROUTING OUTPUT FOR 2 & 10 YEAR STORM EVENT
2 YEAR
10 YEAR
Reservoir Routing: Storage Indication Method Tue Oct 9
Reservoir Routing: Storage Indication Method Tue Oct 9
' Input Files:
Input Files:
Inflow Hydrograph Curve:
OLD TRAIL\2YR.hyd
Inflow Hydrograph Curve:
OLD TRAIL\10YR.hyd
Stage -Storage Curve:
OLD TRAIL\TOTAL.cap
Stage -Storage Curve:
OLD TRAIL\TOTAL.cap
' Stage -Discharge Curve:
OLD TRAIL\REVISED SWM.stg
Stage -Discharge Curve:
OLD TRAIL\REVISED SWM.stg
Results:
Results:
' Routed Peak Flow:
1.76 cfs
Routed Peak Flow:
9.19 cfs
Routed Peak Time:
14.55 hr
Routed Peak Time:
12.90 hr
Maximum Pond Storage:
3.2285 acre-feet
Maximum Pond Storage:
4.1935 acre-feet
' Maximum Pond Elevation:
645.72 ft
Maximum Pond Elevation:
647.18 ft
D,j,TH op
�f
C,
,j
Jimmy L. Taggart
Lic. No.
22841 <v
�A�
•
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('3 O LLL
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REVISIONS
Oct. 13, 2017
AMENDMENTTO
WP0201500066
Nov. 10, 2017
County Comments
July 2, 2018
AS -BUILT PLAN
January 02, 2019
AS -BUILT PLAN COUNTY
COMMENTS J
DATE
October 13, 2017
SCALE
1 " = 20'
CONTOUR INTERVAL
2 Feet
N \
Z r
cW ■
G
j
ZW m
W-
. ZQ
W JLL °C
06 (L
O J LO jo
ir- r Lou
0
�Q •5I
a
CO�J �w
O com
OD j
OJ -
LOOQ
T
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N
O 0
a. J
.3: 0
FILE NUMBER
8053
SHEET
4113113
PLANT SCHEDULE -❑PLANTS
QNTY.
EY
BOTANICAL NAME
COMMON NAME
SIDE
COMMENT
ONE 3 SHORELINE FRIN❑E 1013' Fr❑❑ O❑MT Ed❑❑
❑❑A❑❑❑MTB❑❑m❑
455
CP
Caltha palustris
MARSH MARI❑OLD
5" P[ID❑
12" S❑❑m❑
124
HM
Hibiscus moscheutos
MARSHMALLOW HIBISCUS
5" P®C
12" S❑❑FT7❑
3❑2
IV
Iris versicolor
BLUE FLA❑ IRIS
5" P®❑
12" S❑❑FT]T❑
331
EE
Juncus effuses
SOFT RUSH
5" P-7�
12" S❑❑FT7❑
❑ONE 2 SHALLOW WATER/BENCH 13d0' Fri O llir Ed❑❑ ❑❑A❑❑❑ nB❑❑ Ei
5 9
C
Glyceria canadensis
RATTLESNA❑E ❑I RASS
5" P
18" S❑❑FT7❑
248
PV
Peltandra virginica
ARROW ARUM
5" P®C
18" S❑❑FT70
331
PC
Pontederia cordata)
PIC❑ERELWEED
5" P®C
18" S❑❑=E
289
SA
Sparganium americanum
EASTERN BUR REED
5" P®C
18" S❑❑=❑
PLANT SCHEDULE [E]SEEDINC MIX
OF MIX
BOTANICAL NAME
COMMON NAME
COMMENT
35
Carex vul inoidea
FOX SED❑E
Er [IS ❑❑d❑
OBL W❑®❑d MI-
ERNMXd31❑
20 ❑11❑❑-❑❑Llr
1/2 1[ ❑11r 11000 m [E]
2.1 ❑R❑�d.
Or E❑❑®®❑❑S ❑❑d M L
20
Carexlurida
LURID -SHALLOW❑SED❑E
Scirpus atrovirens
REEN BULRUSH
Carex lupulina
HOP SEDLIE
6
Carex scoparia
BLUNT BROOM SED 'E
4
Sparganium eurycarpum
IANT BUR REED
4
Verbena hastate
BLUE VERVAIN
3
Juncus effusus
SOFT RUSH
2
Glyceria canadensis
RATTLESNA❑E ❑RASS
2
Sparganium americanum
EASTERN BUR REED
1
Carexcrinita
FRIN ED:NODDIN-I❑SED❑E
1
Asclepias incamata
SWAMP MIL❑WEED
1
Mimulus ringens
SQUARE STEMMED MON❑EYFLOWER
1
Scirpus validus
SOFTSTEM BULRUSH
1
Onoclea sensibilis
SENSITIVE FERN
1
Scirpus cyperinus
WOOL ❑ RAS S
0.5
Penthorum sedoides
DITCH STONECROP
0.5
Eupatorium perfoliatum
BONESET
0.5
Eupatorium fistulosum
OE PY E WEED
0.5
Alisma subcordatum
AMERICAN WATER PLANTAIN
0.5
Iris versicolor
B L U E F LAC
0.5
Bidens cernua
NODDIN❑ BUR MARI❑OLD
0.5
Ludwigia alternifolia
SEEDBOX
AQUATIC BENCH ❑ENERAL PLANTIN❑ NOTES
i
AS -BUILT LANDSCAPE INFORMATION
CHANGE ORDER #2
BLOCK 15 PHASE A BLOCK 12
Pond 12 landscape improvements
October 23,2018 OLD TRAIL
V/IL L AGE
Mr, Lee Quillen
Waynesboro Landscape and Garden Center
PO Box 717
Waynesboro, VA 22980
RE: Change Order #2 for:
Block 15 & Phase II Block 12 Pond 12 landscape improvements
Contract: AIA Contract East Village Streetscape dated August 18, 2018
Dear Lee:
Upon execution of this change order you are hereby authorized and directed to make the following change(s) in
accordance with terms and conditions of the Agreement:
1. As per September 12, 2018 proposal (attached),
a. installation of Old Trail Block 15 & Phase 11 Block 12 $16,750.00
b. Installation of Old Trail Block 15 & Phase II Blk.12 enhanced landscape $29,850.00
c. Installation offield requested material
L 46 Pyracantha;15 tree varieties $10,722.05
Total Amount not to exceed: Fifty -Seven Thousand Three Hundred Twenty -Two Dollars and no cents
57 322.05).
Original Agreement Amount $ 8_05500.00
Sum of Previous Changes $ 1,825.00
This Change Order Add $ 57,322.05
Present Agreement Amount $13147.05
Your acceptance of this Change Order shall constitute a modification to our Agreement and will be performed
subject to all the same terms and conditions in our Agreement indicated above, as fully as if the same were
repeated in this acceptance.
The ;adjustment, if any, to this Agreement shall constitute a full and final settlement of any and all claims arising
out of or related to the change set forth herein, including claims for impact and delay costs. tf you have any
questions, please contact our development manager representative, Mr. David Brockman
Sincerely, Agreed:
March Mountain Properties, LLC Waynesboro Landscape and Garden Center
Signed M�w�—r Sig -
Sent via email: mhopkins@albemarle.org
1. SITE PREPARATION SHOULD BE IN IN THE FALL PRIOR TO THE PLANTIN11 AND SEEDIN❑ IF IT IS NECESSARY TO ILL OFF ANY November 5,2018
Dig
WITH HERBICIDES. UNDESIRED SPECIES MAY INCLUDE MULTIFLORA ROSE ❑HONEYSUC❑LE AND OTHER SPECIES DEEMED TO OLD TRAIL
Mr. Mark Hopkins V I L L A G E
DEPARTMENT OF CONSERVATION AND RECREATION.
Engineering Inspector II
2. IF REQUIRED THE HERBICIDE SHOULD BE APPLIED BY A LICENSED SPRAY TECHNICIAN USIN AN APPROVED HERBICIDE SUC No McIntire Road
North Wing
TRICLOPYR (GARLON(@ 3A) OR OTHER AQUATIC HERBICIDE FORMULATION TO CONTROL UNDESIRABLE VEGETATION. CAUTION Charlottesville VA 22902
SUCH AS PURPLE LOOSESTRIFE PHRA MITES OR REED CANARY RASS MAY NEED MULTIPLE APPLICATIONS OF LYPHOSAT
REMOVAL BY HAND. RE: Block 15 Pond 12 Extended Detention Basins
3. IF THE SOIL ON THE AQUATIC BENCH IS COMPACTED DURIN❑ CONSTRUCTION OPERATIONS[AT MUST BE TILLED::DIS❑ED OR P
BASIN'S CONVERSION INTO A PERMANENT WET POND. IF THE SOIL IS TOO WET TO TILL-DIS- OR PLOW THEN THIS STEP CAN Dear Mark,
COMPACTION OF THE SOIL. This letter is to serve as our agreement to provide a two-year warrantee on the recently installed double
4. THE SURFACE OF THE AQUATIC BENCH CAN BE LEFT IN A ROU HENED CONDITION TO CREATE MOUNDS AND POCETS FOR row of 46 Pyracantha shrubs between the sidewalk and embankment of the wet pond to serve as a safety
i barrier.
MICROTOPO RAPHY.
M h
SEE INSERT SEETS 4A, 4B,
& 4C FOR DESIGN
/ AMENDMENT TO
WP0201500066 DATED
OCTOBER 13, 2017, LAST
REVISED NOVEMBER 10,
2017.
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arc Mountain Properties will replace with nurse stock material, any dead plants that demonstrates a
clear failure in growth as identified through nursery
pinspections.— — —_ _ _ __ __ �� ��� ��❑❑❑❑
5. TEST SOIL PHLTHE PH LEVEL OF THE SOIL WITHIN THE AQUATIC BENCH SHOULD BE TESTED AND BROU HT TO WITHIN A RAN 1,h the County ofAlbemarle's periodic site Plant
POTENTIAL FOR WATER CONTAMINATION❑THE USE OF LIME OR FERTILI❑ER IN THE POND AND ON THE AQUATIC BENCH IS NO11
material that exhibit thriving root growth and potential to recover will be provided adequate opportunity I nV(Out)=635. 1 8
for growing care, once identified as being in a deteriorating state. Plant material that is replaced will be ■�
MATERIAL TO RAISE THE PH IF NECESSARY' OR IF THE TOPSOIL HAS BEEN REMOVED. re -installed at the same size, kind and specification as the time of the original installation. C / ♦ ♦ E fi L 0 P r
6. SEEDIN❑ AND PLANTIN SHOULD OCCUR SOON AFTER THE FINAL RADE OF THE POND IS MET WHILE SOIL IS STILL FRIABLE Anyplants and/or material that are damaged for any other reason will be covered under the Maintenance 20 10, o
EMER-E. IF SEEDIN AND PLANTIN CANNOT OCCUR PRIOR TO THE WET POND BEIN FLOODED AFTER CONVERSION THE W agreement
greementbetweenthedeveloperandtheCountyofAlbemarle.
SO THAT THERE IS NO MORE THAN 2" OF WATER STANDING ON THE LOWEST POINT OF THE AQUATIC BENCH. Please let me know ifyou have an AL ,—
y y questions. N ET
ALL PLANT MATERIAL SHOULD CONFORM TO THE AMERICAN STANDARD FOR NURSERY STOC❑❑CURRENT ISSUE❑AS PUBLISH Warm Reg ids SCHEMATIC PLANTIN ❑ DETAIL
ASSOCIATION OF NURSERYMEN.
March ntain Properties, LLC,
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8. AQUATIC/EMER❑ENT PLANTS FROM ❑ONE II PLANTS MUST BE INSTALLED IN MAY OR UNE FOR THE BEST ESTABLISHMENT. — ELEV. 645 LE C EN D NOTE
ave '
9. DORMANT ROOTS (TUBERS RHI OMESLROOTSTOC' 'S❑DBrockman
MUST BE SECURELY PLANTED. DI A HOLE WITH A SHOVELEBARE HAN Development Manager • PLANTIN❑ LAYOUT IS A❑ EXAMPLE FOR A ONE ONECHUNDRED SQUARE
THE SEDIMENT WITH A STAKE. PUSH THE TUBER, RHIZOME OR ROOTSTOCK INTO THE HOLE APPROXIMATELY 2" BELOW THE S
OVER TOP OF THE ROOT TO ELIMINATE AIR POC ETS.
10, TRIM POTTED PLANTS TO 6" IN HEIGHT BEFORE PLANTING.
11. WHEN INSTALLIN POTTED PLANTSLDIL, A HOLE THAT IS TWICE THE DIAMETER OF THE POT. REMOVE THE PLANT FROM THE
APART IF THE PLANT IS ROOT BOUND. PLACE THE PLANT IN THE HOLEI MA IN❑ SURE THE ROOT COLLAR IS EVEN WITH THE
IS UPRI HT. BAC❑FILL WITH POTTIN SOIL OR FILL FROM THE HOLE. MA❑E SURE THE FILL IS FREE OF CLODS AND STONES I
DISTRIBUTED AROUND THE PLANT. TAMP FIRMLY AROUND THE PLANT TO ELIMINATE AIR POC ETS.
12. EXCESS SOIL ENERATED FROM THE EXCAVATIONS SHALL BE DISPOSED OF RANDOMLY OVER THE SITE. THE PLANTS SHALL
THAT THEY WERE GROWN IN AND THE TRUN SHOULD BE SITUATED NEARLY PLUMB. AVOID PLANTIN SEEDLIN SIN EXTRE
CONDITIONS. HEAT AND WIND CAN QUIC LY DRY OUT LEAVES AND ROOTS. WATER THE SOIL AROUND THE SEEDLIN S IMMED
13. AREAS COMPACTED BY FOOT OR VEHICLE TRAFFIC SHALL BE AERATED PRIOR TO RESEEDIN❑ AREA AFTER TREES HAVE BEE
14. SEED AT 20 POUNDS PER ACRE OR ONE LHALF POUND PER 1 [000 SQUARE FEET FOR THE ERNST SEEDS OBL WETLAND MIX [ERNMX-131 ❑ IF AN EQUIVALENT
SEED MIX IS USED❑SEED AT THE RECOMMENDED RATE BY THE SEED SUPPLIER. BROADCAST SEED EVENLY OVER THE AQUATIC BY HAND SEEDIN❑ OR
HYDROSEEDINI-1.
15. INCORPORATE THE SEED INTO THE SEEDBED BY LI HTLY ROLLIN-i OR RA❑IN❑ TO ENSURE A COD SEED TO SOIL CONTACT. IMMEDIATELY MULCH AREA WITH
CHOPPED AND BLOWN WHEAT STRAW MULCH.
16. WATER IN PLANTS AND SEEDS. RE ULAR WATERIN MAYBE NEEDED IN DROU HT CONDITIONS DURIN THE FIRST AND SECOND ROWIN❑ SEASON THE
PLANT MATERIAL IS WELL ESTABLISHED.
1 ❑. MAINTAIN THE LOWER WATER LEVELS IN THE POND UNTIL THE SEEDS HAVE ERMINATED AND REACHED A HEI❑HT OF 2 6".
18. PROTECT PLANTIN S FROM ANIMAL AND PEST DAMA E WITH FENCIN OR OTHER METHODS TO DETER RA SIN❑ OR OTHER DAMA IN ACTIVITIES.
19. PLANTS SHALL REMAIN UPRI HT DURIN❑ TRANS PORT/STORA❑E. PLANTS STORED ONSITE MUST BE PLANTED WITHIN THREE DAYS OF DELIVERY. IN ADDITION
THE PLANTS SHOULD BE STORED IN A PROTECTED AREA UPON ARRIVAL IN ORDER TO SHADE THEM FROM EXPOSURE TO THE SUN AND DRYIN WIND. PLANTS
THAT CANNOT BE PLANTED IMMEDIATELY UPON DELIVERY SHALL BE EPT WELL SHADED PROTECTED AND WATERED. ALL DAMA❑ED PLANTS SHALL BE
REMOVED FROM STORA❑E.
20. NO STORA E OF HERBICIDES OR OTHER Ar RICULTURAL CHEMICALS SHALL BE PERMITTED NEAR THE PLANT STORA E OR MITI ATION AREAS.
21. WHEN FEASIBLE ROUND IS NOT TOO SLIPPERY OR MUC Y TO SAFELY WAL POST PLANTIN MAINTENANCE WILL PROVIDE THE BEST RESULTS FOR WET
MEADOWS AND WETLANDS. WHENEVER CANOPY (OVERALL VEGETATION) REACHES A HEIGHT OF 18"-24", USE A STRING TRIMMER TO TRIM THE MEADOW TO A
HEIGHT OF 8". THIS WILL REDUCE COMPETITION BY FAST-GROWING WEEDS FOR SUNLIGHT, WATER AND NUTRIENTS NEEDED BY SLOWER GROWING,
PERENNIAL NATIVES. MOWIN❑ SHOULD CEASE BY MID SEPTEMBER.
FOOT SECTION OF THE AQUATIC BENCH. THE PLANTIN❑S FOR THE
O❑ • U TO 3' O CP REMAININ❑ AREA OF THE AQUATIC BENCH SHOULD BE SIMILAR TO THIS
FROM EXAMPLEEUSE THE SAME PLANT SPECIES BUT SHOULD BE PLANTED IN A
OUTER ED❑E MORE RANDOMI ED ARRAN EMENT IN ORDER TO PROVIDE A NATURAL
LANDSCAPE.
THE CONTRACTOR SHALL TA E NOTE OF THE ONE IN WHICH THE PLANT
HM SPECIES SHOULD BE LOCATED TO CONFORM TO THE INUNDATION
TOLERANCE OF THE INDIVIDUAL PLANT SPECIES.
THE SEEDIN WILL COVER THE ENTIRE 10' WIDTH OF THE AQUATIC
BENCH.
IV
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FROM n El C
OUTER ED❑E /�
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ELEV. 644
10, SA
NOT TO SCALE
LTH of
Jimmy L. Taggart
Lic. No.
22841
/
- 0 N A L
AMMY MARIE GEORGE 'Z
U No. 0406001817
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REVISIONS
Oct. 13, 2017
AMENDMENTTO
/4\WP0201 W0066
Nov. 10, 2017
County Comments
July 2, 2018
AS -BUILT PLAN
January 02, 2019
AS -BUILT PLAN COUNTY
COMMENTS J
DATE
October 13, 2017
SCALE
1 " = 20'
CONTOUR INTERVAL
2 Feet
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FILE NUMBER
8053
SHEET
5A