HomeMy WebLinkAboutWPO202000037 Plan - VSMP 2022-07-06GENERAL NOTES
OWNERS: TMPogloo-oo-oo-oo9oo
GALAXIE FARM INVESTMENTS, LLC
600 EAST WATER STREET, SUITE H
CHARLOTTESVILLE, VA 22902
TMP ogioo-oo-oo-o25oo
GALAXIE FARM INVESTMENTS, LLC
600 EAST WATER STREET, SUITE H
CHARLOTTESVILLE, VA 22902
DEVELOPER: RNERBENDDEVELOPMENT, INC.
455 SECOND STREET SE, SUITE 400
CHARLOTTESVILLE, VA 22903
ENGINEER: COLLINS ENGINEERING
Zoo GARRETT ST, SUITE K
CHARLOTTESVILLE, VA 22902
TAX MAP: 09100-00-00-00900
D.B. 5445, PG. 5o
5.og ACRES
09200-00-00-02500
D.B. 5445, PG. 54
8.27 ACRES
ZONING: PLANNED RESIDENTIAL DEVELOPMENT (PRD) WITH ENTRANCE CORRIDOR OVERLAY
DISTRICT(EC) AND MANAGED & PRESERVED STEEP SLOPES OVERLAY DISTRICT
PRD ZONING WAS APPROVED BY THE BOS ON DECEMBER 4TH, 2029.
TOTAL PROJECT AREA: 09100-00-00-00900 - 5.09 AC.
09100-00-00-01500 - 8.27 AC.
TOTAL = 23.36 AC
PROPOSED USE: 65 TOTAL DWELLING UNITS
(43)SlNGLE-FAMILY DETACHED UNITS
(6) TOWNHOUSE UNITS W/ ACCESSORY UNITS (12 UNITS TOTAL)
(io)TOWNHOUSE UNITS
NOTE: THE TYPICAL NUMBER OF BEDROOMS IN THETH UNITS WILL BE (3)
BEDROOMS. THE (6) BASEMENT ACCESSORY UNITS WILL BE 2 BEDROOM UNITS
& THE UPPER TH UNITS WILL BE 2 BEDROOM UNITS.
(no) - 3 BEDROOM UNITS, (6) - 2 BEDROOM UNITS, & (6) 2 BEDROOM UNITS
THE SINGLE FAMILY DETACHED UNITS SHALL HAVE (3) OR (4) BEDROOMS.
ALLOWABLE DENSITY: 65 UNITS PER APPROVED PRD REZONING & APPLICATION PLAN
65 TOTAL DWELLING U N ITS123.36 ACRES = DWELLING UNITS/ACRE
PROPOSED DENSITY: 65 DWELLING UNITS/23.36 ACRES = 4.42 DWELLING UNITS/ACRE
OPEN SPACE: REQUIRED: 3.83 ACRES PER APPROVED PRD REZONING & APPLICATION PLAN
PROVIDED=4.3aAC
OPEN SPACE A: 0.24 ACRES OPEN SPACE D: 2.25 ACRES
OPEN SPACE B: 0.44 ACRES OPEN SPACE E: 2.44 ACRES
OPEN SPACE C: 0.04ACRES
NOTE: OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS
ASSOCIATION. ALL OPEN SPACE SHALL BE RESERVED IN A DEED FOR COMMON
USE OF LOTS OWNERS IN THE SUBDIVISION.
RECREATION AREA: OPEN SPACES D & E SHALL PROVIDE ACTIVE & PASSIVE RECREATIONAL
AMENITIES, INCLUDING A WALKING TRAIL ALONG THE STREAM AS SHOWN ON
THE SITE PLAN SHEETS. ACTIVE RECREATION SHALL BE PROVIDED WITHIN OPEN
SPACE B, INCLUDING A GRASS RECREATIONAL FIELD, MEETING AREA, AND
PLAYGROUND EQUIPMENT.
TOTAL RECREATIONAL AREA REQUIRED: zoo SF x 65 UNITS = 13,000 SF (o.3oAC)
TOTAL RECREATIONAL AREA PROVIDED: 29,267 SF (0.44 ACRES)
BUILDING HEIGHTS: NO MINIMUM HEIGHT REQUIREMENT.
MAXIMUM - 35 FEET PER PRD REZONING APPLICATION PLAN
SETBACKS: FRONTSETBACK:5'MIN.
SIDE SETBACK: 5' MIN.
REAR SETBACK: 20' MIN. (EXCEPT FOR UNITS ADJACENT TO VERA RUBIN PLACE
WHICH SHALL HAVE A 5' REAR SETBACK)
GARAGE SETBACKS: a8' MIN.
NOTE: FRONT LOADED GARAGE UNITS, THE PORCH OR BUILDING FACE SHALL BE
A MINIMUM OF FEETCLOSERTO THE STREET AS MEASURED FROM THE FACE
OF THE GARAGE DOOR.
SUBDIVISION STREETS:
CURB & GUTTER
WATERSHED:
MOORES CREEK (MOORES CREEK IS NOT A WATER SUPPLY RESERVOIR
WATERSHEDAREA)
AGRICULTURAL/FORESTAL
DISTRICT: NONE
TOPOGRAPHY& SURVEY:
BOUNDARY ANDTOPOGRAPHY INFORMATION WAS PROVIDED BY ROGER RAY &
ASSOCIATES, INC IN FEBRUARY, 2020. FIELD VERIFIED BY COLLINS ENGINEERING
IN FEBRUARY OF 2021.
DATUM:
NAVD 88
EXISTING VEGETATION:
PARTIALLY WOODED WITH (2) EXISTING RESIDENTIAL HOUSES
PRESERVED MANAGED SLOPES: MANAGED AND PRESERVED STEEP SLOPES ARE SHOWN WITHIN THE
LIMITS OF THE PROPERTY. SEE EXISTING CONDITIONS SHEET 2 FOR LOCATIONS.
LIGHTING:
NO STREET LIGHTING IS PROPOSED WITH THIS PROJECT.
PARKING:
TWO (2) OFF-STREET PARKING SPACES ARE PROVIDED FOR EACH DWELLING
UNIT AND (i) OFFSTREET SURFACE PARKING SPACE IS PROPOSED FOR EACH
ACCESSORY UNIT. ADDITIONAL PARKING SPACES PROVIDED ALONG THE
PROPOSED ROADWAYS.
PARKING REQUIRED:
59 RESIDENTIAL UNITS ==8 PARKING SPACES
6 ACCESSORY UNITS = 6 PARKING SPACES
22 ATTACHED UNITS x (i PARKING SPACE/4 UNITS) = 6 SPACES
TOTAL PARKING REQUIRED: 230 PARKING SPACES
PARKING PROVIDED:
GARAGE PARKING SPACES: 53 GARAGE PARKING SPACES
DRIVEWAY PARKING SPACES: 65 DRIVEWAY PARKING SPACES
SURFACE PARKING SPACES: 9 SURFACE PARKING SPACES
ON -STREET PARKING SPACES: 4 TOTAL ON -STREET SPACES
TOTAL PARKING PROVIDED: 3.32 SPACES
BUILDING SITES:
EACH LOT CONTAINS A BUILDING SITE THAT COMPLIES WITH THE
REQUIREMENTS OF SECTION 4.2.2 OF THE ALBEMARLE COUNTY ZONING
ORDINANCE,
LAND AREAS:
OPEN SPACE: 187,744SF 4.31 ACRES (32.3%)
LOTS: 265,375 SF 6.og ACRES (48.3646)
ROW DEDICATION: 128,464SF 2.95 ACRES (22.1%)
PROPOSED IMPERVIOUS AREAS: ROADS: 72,750SF
SIDEWALKS: 29,450 SF
BUILDINGS, PATIOS/DECKS: 93,178 SF
DRIVEWAYS: 28,320 SF
TOTAL IMPERVIOUS AREAS: 224,098SF (5.24ACRES)
BURIAL SITES:
NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THIS
PROPERTY.
FLOODPLAIN:
THERE IS NO FLOODPLAIN LOCATED ON THIS SITE. FEMA MAP ID 53.003Co426D
DATED FEBRUARY 4, 2005.
LANDSCAPING:
A LANDSCAPING PLAN WILL BE PROVIDED WITH THE FINAL SITE PLAN IN
. . STREET
ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 2.79
3
TREES ARE INCLUDED WITH THE LANDSCAPING DESIGN TO INCORPORATE
STREET TREES EVERY 4o' ALONG THE ROADWAYS.
RETAINING WALLS:
RETAINING WALLS ARE PROPOSED WITH THIS PROJECT. SEE GRADING &
DRAINAGE PLAN FOR WALL LOCATIONS.
TRASH SERVICE:
EACH LOT SHALL HAVE AN INDIVIDUALTRASH CONTAINER.
UTILITIES:
ALBEMARLE COUNTY WATER & SEWER
AFFORDABLE HOUSING:
AFFORDABLE HOUSING TO BE PROVIDED IN ACCORDANCE WITH THE
APPROVED PROFFERS.
TOTAL PROPOSED NUMBER OF AFFORDABLE HOUSES: io UNITS
SEE LAYOUT SHEETS FOR LOCATION OF AFFORDABLE UNITS, AS SHOWN WITH
AN ASTERISK (*)
PHASING:
THIS PROJECT SHALL BE DEVELOPED IN ONE PHASE.
GALAXIE FARM SUBDIVISION
T.M.ga-a3
COUNTY SCHOOL BOARD OF
ALBEMARLE COUNTY, VIRGINIA
D.B.1033-313
D.B.2033-313
D.B.629-368 PLAT
40
LOT 3
LOT 38 /
LOT 37
T.M.goA.a-E
AV IN ESTATES LLC
AVINITY ESTATES OPEN SPACE E
D.B.2267-750
D.B.5124, PG.676
A
VSMP PLAN AMENDMENT #2
(AMENDMENT TO WP0202000037)
GMPHIC/ SCALE
( INS 8T )
1 inc 80 ft.
33
SCOTTSVILLE MAGISTERIAL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
L9
Je
\ LOT 30
,
T.M.9a-a6D
SCOTTSVILLE ROAD HOLDINGS,LLC
CIO KAPPA SIGMA FRATERNITY
D.B.3257, PG.7o2
D.B.550, PLAT6o8
T.M.9a-aa
SCHOOL BOARD COUNTY OF
ALBEMARLE,VIRGINIA
D.B. 5258-620
D.B-979-46 & 47 PLAT
OT \ OPEN
;�PACEA \
\ \
, OT 5 � \
Al �
OPEN
/ CO tB SPACE B
LOT aB , `` PROPOSED
RECREATION AREA
STREAM BUFFERS: THE STREAM BUFFERS SHOWN HEREON SHALL BE MANAGED IN
ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION
ORDINANCE
BUILDING SITES. LOTS 1-59 SHALL EACH CONTAIN A BUILDING S17E THAT COMPLIES WITH
SECTION 4.2.1. OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
PRIVATE STREET.- VERA RUBIN PLACE IN THIS SUBDIVISION MAY NOT MEET 774E STANDARDS
FOR ACCEPTANCE INTO THE SECONDARY SYSTEM OF STATE HIGHWAY AND
WILL NOT BE MAINTAINED BY THE DEPAR7MENT OF TRANSPORTA77ON OR
THE COUNTY OF ALBEMARLE.
OFFSITE DISTURBANCE. OFFSI7E DISTURBANCE IS PROPOSED WITH THIS PLAN ON THE ADJACENT
AVINITY EST47ES PROPERTY, WHICH IS ALSO OWNED BY THE SAME
DEVELOPER.
AVAILABLE FIRE FLOW." 1,750 GPM AT MINIMUM 20 PSI
ISO CALCULATIONS: MAXIMUM REQUIRED FIRE FLOW FOR RESIDEN77AL STRUCTURE IS 1,100 GPM.
T.M.ga-w
COUNTY OF ALBEMARLE,VIRGINIA
D.B.a979.44,46&47PL,
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SWM FACILITY
T.M.9a a6Aa��
SCOTTSVILLE ROAD HOLDINGS,LLC
C/O KAPPA SIGMA FRATERNITY
D.B.3257, PG.7oa
D.B.wBo, a73 PLAT
i
SHEET LAYOUT �� �� ScoRo�Ez
SCALE: 1" = 80'
GENERAL BUILDING DEPARTMENT NOTES.-
1. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVA77ON OF THE MANHOLE COVER
OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER THE FIXTURES SHALL BE PR07ECTED BY A
BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF 774E BUILDING DRAIN OR HORIZONTAL
BRANCH SERVING SUCH FIXTURES PLUMBING FIXTURES HAVING FLOOD LEVEL RIMS ABOVE 774E ELEVA77ON OF
THE MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE
THROUGH A BACKWATER VALVE.
2. DUE TO REQUIRED DISTANCES FROM LOT LINES AND STRUCTURES AS REQUIRED BY THE NFPA, UNDERGROUND
PROPANE TANKS MAY BE PROHIBITED. 774E BUILDER/DEVELOPER SHALL PLAN ACCORDINGLY.
J. RETAINING WALLS GREATER THAN 3' IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4'
IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN. WALLS CROSSING LOT LINES REQUIRE AN EASEMENT.
4. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL
INSPEC77ON PERFORMED BY THE BUILDING DEPARTMENT.
NO7ES-
1) 77-#S PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FORESTAL DISTRICT
2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED.
3) STREET TREES SHALL BE PROVIDED ALONG ALL 774E PUBLIC S7REETS 50' (MAXIMUM) O.C. IN ACCORDANCE
WITH VDOT AND ALBEMARLE COUNTY STANDARDS AND REZONING DOCUMENTS.
4) THIS PROPERTY IS NOT LOCATED 1417HIN A DAM INUNDA77ON ZONE.
5) ROADWAYS AND PAVED CIRCULATION AREA = 60,634 SF.
70 RICHMOND
SOUTHERN PARKWAY
MILL CREEK
JO
P 1NfERSTOe 6A
PIEDMONT
VIRGINIA
COMMUNITY
COLLEGE
u
MONTICELLO HIGH
LAKE REYNOVIA
i
MOUNTAIN VIEW),ELEMENTARYLJ SCHOOL THIS
Q/ PROJECT
MILL CREEK r0A
4!
SOUTH O� R
P
VSMP PLAN AMENDMENT#2:
VICINITY MAP:
SCALE: 1" = 2000'
A A
BELOW IS A SUMMARY OF THE PROPOSED REVISIONS TO THE APPROVED VSMP PLAN
AMENDMENT #a WITH THIS VSMP PLAN AMENDMENT #2.
A NEW RISER (STR. A14) AND OUTFALL SYSTEM IS PROPOSED, RELEASING RUNOFF TO
. :
A LEVEL SPREADER AND A VEGETATED FILTER STRIPTHIS ADDITION PROVIDES j
1 STORMWATER QUALITY TREATMENT ONSITE. i
YARD DRAINS HAVE BEEN ADDED TO THE DEVELOPMENT SENDING ADDITIONAL i
RUNOFF TO THE DETENTION BASIN W. THIS ADDITIONAL RUNOFF WILL RECEIVE i
ATTENUATION IN THE BASIN, AND WILL REDUCE THE RUNOFF EXITING THE SITE <
UNDETAINED. THE BASIN's GRADES AND RISER (STIR. A6) HAVE ALSO BEEN MODIFIED i
WITH THIS AMENDMENT. AN UPDATED SWM ANALYSIS HAS BEEN COMPLETED & IS i
ATTACHED. THIS ANALYSIS SHOWS COMPLIANCE WITH CHANNEL & FLOOD <
PROTECTION REQUIREMENTS FOR THE ONSITE SUBAREAS A & B. THE ANALYSIS ALSO <
j
SHOWSTHE PEAK POST -DEVELOPMENT LOWS IN THE COW BRANCH STREA
M
DOWNSTREAM FROM THE GALAXIE FARM SUBDIVISION ARE LESS THAN THE PEAK i
j
PRE -DEVELOPMENT FLOWS AT THE POINT OF ANALYSIS (POA) SHOWN & LABELED
ON SHEET12.
APPROVED
by the Albemarle County
Community Development Department
Date 08/02/2022
File WP0202000037
Amendment #2
WRC41VIA EROSION & SEDIMENT CONTROL
EROSION CONTROL HANDBOOK SPECIFICA77ON NUMBER
CE
CONSTRUCTION ENTRANCE
J..02
0CR
CONS7RUC77ON ROAD
J..03
STABILIZA77ON
SF
SILT FENCE
3.05
X x
ST
SEDIMENT TRAP
J..13
SB
SEDIMENT BASIN
3.14
OP
OUTLET PROTEC77ON
318
RR
R/PRAP
3.19
CD
CHECK DAM
3.20
�'
TEMPORARY SEEDING
3.31
PS
PS
PERMANENT SEEDING
3.32
OTREE
PROTECTION
3.38
DC
DC
DUST CON7ROL
3.39
• •-
PUMP AROUND DIVERSION
Lic. No. 035791
7/6/22
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JOB NO.
202194
SCALE
1 "=80'
SHEET NO.
1
STORMWATER MANAGEMENT AMENDMENT #2 NARRATIVE: POST -DEVELOPMENT STORMWATER MANAGEMENT PLAN, SCALE 1"=80' 1 1 I / / \ I / / / / /
// TH OOVERVIEW F
THIS VSMP AMENDMENT #2 WAS CREATED TO PROVIDE ONSITE WATER QUALITY TREATMENT AND TO DETAIN ADDITIONAL RUNOFF WITHIN THE /� / / " /< / 1 \ \ I I 1 I I I / / / \ • / / / / / / / / Q����
PROPOSED SWM FACILITY, WHILE SIMULTANEOUSLY REDUCING THE RUNOFF EXITING THIS DEVELOPMENT UNDETAINED. / \ / I j / / I I I I / / PROPOSED ESLIMITS O DISTURAN�E / / / �
/ 1 I // BOUNDARY DEFINES THE THE�OPO ED/ SCOTT R. LINS'Z.
WATER QUALITY SUMMARY / J I I + ♦LEI. VRRM WATER QUALIT4 BO NO P. �-+
THE DEVELOPMENT REQUIRES THE REMOVAL OF 9.21 Ibs/yr OF PHOSPHOROUS. THE REMOVAL RATE IS BASED ON THE DEQ VRRM. THIS VSMP / / II ✓ -� / /� UPLAND r OFFSITE DRI�INAG@ TO RF7MAIN I , 100' OF OLF w/ A E\;EV.=6', a 7�� �TO AL BOUNDARY ARE/P�-12.72 ACRES.
� I U Lie. No. 0357911n
AMENDMENT #2 PROPOSES A LEVEL SPREADER THAT WILL DISCHARGE THE TREATMENT VOLUME TO A VEGETATED FILTER STRIP WITH TYPE B SOILS. I / UNDIyfURBED & T0,8E RO,I/1TED TO THE I 25' of CONC. FLOW W/ / �0 7�6�22
l / 1h�
THIS BMP IS SUPPLEMENTED WITH THE BEST MANAGEMENT PRACTICE OF PURCHASING NUTRIENT CREDITS. SEE BELOW FOR A BREAKDOWN OF THE \ \ X / PRO�P JSED BYPASS STORM SEWER/ RUNOFF I ELEV.=14' & 825' OF CHNL. FLOW /�j ' / / / / tV
PHOSPHOROUS REMOVALS ASSOCIATED WITH THIS PLAN AMENDMENT #2, AND SHEET 13A FOR THE LEVEL SPREADER & FILTER STRIP DESIGN. I \ / / / TO BE DIRECTED Ify'f0 STR. 4. I I .� ' '�'�s Gti z
Overall Phosphorous Removal Rate Required = 9.21 Ibs/yr / / A \ ��0� NA
25% of the Phosphorous Removal Rate Required to be Onsite = 2.30 Ibs/yr
� /
Phosphorous Removal Rate Provided via previously purchased Nutrient Credits = 5.59 Ibs/yr ��
Phosphorous Removal Rate Provided via a Vegetated Filter Strip with B Soils= 5.41 Ibs/yr \ f I
Total Phosphorous Removal Rate Provided (Purchased Nutrient Credits + Vegetated Filter Strip) = 11.00 Ibs/yr
Percent of Total Required Phosphorous Removal Rate Provided Onsite (min. 25% required)= 59 % \ / jai
Overall Phosphorous Removal Rate Surplus / Credit = 1.79 Ibs/yr �� �� I oT i ���{tE CU PDA
WATER QUANTITY SUMMARY I / M�'PRIV c -- / �� z
THIS VSMP AMENDMENT #2 CONTINUES TO TREAT THE BULK OF THE DEVELOPMENT VIA A PROPOSED DRY DETENTION BASIN NAMED DETENTION BASIN / OT 3 - �
'A'. DETENTION BASIN 'A' PROVIDES STORMWATER QUANTITY TREATMENT, BUT NOT STORMWATER QUALITY TREATMENT, AND DISCHARGES INTO SITE \ I �� O
OUTFACE #1. THIS AMENDMENT #2 SENDS MORE RUNOFF TO THE DETENTION BASIN, AND SUBSEQUENTLY DETAINS MORE RUNOFF BEFORE THE FLOWS _ �� _ 'I "
ARE RELEASED TO SITE OUTFALL #1. THIS AMENDMENT #2 ALSO RESHAPES THE BASIN & MODIFIES THE RISER STR. A6. WITH THESE IMPROVEMENTS, I a k O a
THIS AMENDMENT #2 SENDS LESS DRAINAGE TO SITE OUTFALL #2 UNDETAINED AND REDUCES THE PEAK RUNOFF RATES EXITING THIS DEVELOPMENT
VA
TO THE COW BRANCH STREAM. �. RROPOSED�STOW SEWER �'� ' _ � � m rV
2 TO REDIRECT THEi OFFS TE
CHANNEL PROTECTION & FLOOD PROTECTION REQUIREMENTS ARE MET FOR THE ONSITE SUBAREAS A & B. CHANNEL PROTECTION IS MET FOR THE - \ LO 4 / w ri
Q \ \ \ \ \ - - - '� \ \ 1 \ \ RUNOFF THROUGH TH / ( '
\ 45' OF OLF w/ A ELEV.=B', Z o
ONSITE RUNOFF VIA 9 VAC 25-870-66, SUBSECTION 6.3.a ENERGY BALANCE).THE LIMITS OF ANALYSIS FOR THE CHANNEL PROTECTION TERMINATE AT ' O z s
THE SUBAREAS SINCE SUBSECTION 6.3.a IS SATISFIED. FLOOD PROTECTIONFORSUBAREAS A & B IS MET VIA 9 VAC 25-870-66, SUBSECTION C2.b \ �' \ 1 IMPROVEMEPOTS ASSOCIATED
DEVELOPMENT, INTO STR 4 : 1. - - 300' OF CHNL FLOW _ O O
I I
(POST -DEVELOPMENT 10-yr PEAK FLOW < PRE -DEVELOPMENT 10-yr PEAK FLOW). THE LIMITS OF ANALYSIS FOR THE FLOOD PROTECTION ALSO ENDS AT UPLAND„OFFIT�E DRAINAGE T\REMAIN / -� WITH T S VSMP AMENDMENT #2, ___ -%'_ . ` - ����� �XIEF M" > z w o
V U 0 BE ROUTED THE DIRECT NG ADD TIONA RUNOFF / V ONSITE DA 'B' Lu p o
THE SUBAREAS SINCE SUBSECTION C2.b IS MET. P Q U y�j -* , , ____---� �' -�'� //� w a c
PTOO BE DIRECTED T . "` _ - Lu
UNDISTURBED U
BYPASS STOW -SEWER. SEWER. R F 1 - '� I I \ \ TO DETENTIO BAS TY `-_- //
PLEASE SEE THE TABLES BELOW FOR A SUMMARY OF THE ONSITE AREAS USED IN THE CHANNEL &FLOOD PROTECTION COMPLIANCE. NDIST CTED INTO S�ES-1.Air .. _ Vol-�'�- - �' • l �I [n �n
ONSITE SUBAREAS A & B w
(USED IN THE CHANNEL & FLOOD PROTECTION CALCULATIONS)
Area, 1-year Flow, 2-year Flow, 10-year Flow, I I I I I _X _56 OUTFACE #1
Pre -Development CN
ac. cfs cfs cfs / - - - _
Onsite DA A Pre-Dev. 64 6.40 4.45 7.29 18.02
tr- -L--- / - - --1 ( )
Onsite DAB (Pre-Dev.) 64 3.00 2.10 3.43 8.46
64 9.40 6.55 10.72 26.49
Post -Development CN Area, 1-year Flow, 2-year Flow, 10-year Flow, II III I I I \
Onsite DA A (Post-Dev.) 78 8.67 0.35 1.22 21.56
l �- N �
Onsite DAB (Post- Dev.) 83 0.73 1.73 2.34 4.28 �e L r ^'
79 9.40 2.08 3.56 25.84 / - -�� I / / I I 1 ( 1 /tl ` _ ,y. PROPOSED LEVEL SPREADER 'A'. LEVEL \ n o
SPREADER W TO OUTFALL INTO A VEGETATED
� FILTER STRIP WITH B SOILS. VEGETATED °
NOTES: � I � - � - I , ' � I � (�y;S FILTER STRIP TO TREAT RUNOFF FROM ONSITE -a
1. COLLINS ENGINEERING PERFORMED AN ENERGY BALANCE CALCULATION FOR THE ONSITE SUBAREAS A & B. THIS CALCULATION DETERMINED A - '�+�FY - DA 'A'. SEE SHEET 13A FOR DETAILS.'
MAXIMUM PEAK FLOW OF 2.10 cfs WAS ACCEPTABLE TO BE IN COMPLIANCE WITH MINIMUM CHANNEL PROTECTION CALCULATIONS. THE PROPOSED
VSMP AMENDMENT #2 MEETS THIS THRESHOLD. PLEASE SEE THE CALCULATIONS PACKET FOR DETAILS.-
2. THE ORIGINALLY APPROVED WPO 202000037 PLAN BY SHIMP ENGINEERING PERFORMED ENERGY BALANCE CALCULATIONS ALONG THE COW / / // O�J
BRANCH STREAM AS WELL. SHIMP ENGINEERING USED THE 'REDUCTION METHOD' IN THEIR ENERGY BALANCE CALCULATIONS, AS SHOWN IN / / ) I - # .. - I I
/ J -
THEIR 10/16/20 SWM CALCULATION PACKET. SHIMP ENGINEERING DETERMINED A 4.25 cfs RUNOFF REDUCTION WAS REQUIRED DURING THE 1-YR
STORM EVENT TO MEET ENERGY BALANCE REQUIREMENTS FOR THE PROJECT. THIS VSMP AMENDMENT #2 REDUCES THE 1-YEAR RUNOFF BY 4.47 0�
cfs, AS SHOWN ABOVE (6.55 2.08). THIS 4.47 cfs IS CONSISTENT WITH THE PREVIOUSLY APPROVED SHIMP ENGINEERING RUNOFF REDUCTION OF \ M M
4.52 cfs, AND EXCEEDS THE MINIMUM 4.25 cfs REQUIRED REDUCTION COMPUTED IN THE 10/16/20 CALCULATION PACKET. / / / , n.. , M- M- n - ��
3. THE PEAK 10-YEAR POST -DEVELOPMENT FLOWS ARE LESS THAN THE PEAK 10-YEAR PRE -DEVELOPMENT FLOWS, HEREBY SATISFYING FLOOD - , �� /� ,.emu �' i PPROVED AVINITY II SWM - L -� / NOTE:
t
/ / x;: °'I - ��� / THE REAR DOWNSPOUTS FOR LOTS 1, 2, 12 14 & "
PROTECTION REQUIREMENTS. PLEASE SEE THE CALCULATIONS PACKET FOR DETAILS. SITE OUTFACE #3 (REDIRECTS _... i '�i;.u, L FACILITY OUTFACE OMENDMENT #2 - f LA RAI E T RE IN I / 53-59 SHALL BE CONNECTED TO THE DRAINAGE UJ
OFFSITE RUNOFF AROUND THE "rda- ?i. �-% = -osr
/" _ TO WPO 201500057 - UNDi5TUR8 TO E ROUTE E \ SYSTEM OUTFALLING INTO DETENTION BASIN A'.
PROPOSED DEVELOPMENT APPROVED AVINITYI - �� 00 `>
\, -- PROPOSED -BYPASS STORM PROPOSED STOR EWER RUNG / >
/ i� SWM FACILITY 4 THE FRONT DOWNSPOUTS FOR LOTS 54-59 N
IN ADDITION TO MEETING THE ONSITE CHANNEL &FLOOD PROTECTION REQUIREMENTS DISCUSSED ABOVE, THIS VSMP AMENDMENT #2 ANALYZED THE r /� % --- / � -�------�N/ER TO REDIRECT THE C DIN O STRU UR S 6 & B.
I .- \ � � N o
II `.\-�- / OUTFALL AMENDMENT \ _ I SHALL BE CONNECTED TO THE DRAINAGE
FLOWS TO THE COW BRANCH STREAM AT THE POINT OF ANALYSIS, OR'POA' AS LABELED ON THIS SHEET. THE FLOWS IN THE COW BRANCH STREAM ARE I I (
' ,�,,.,�,. ---- - FFSITE RUNOFF AROUND- OUTFALLING INTO DETENTION BASIN 'A'. o
LESS IN THE POST -DEVELOPMENT STATE AT THE POINT OF ANALYSIS THAN IN THE PRE -DEVELOPMENT STATE. THIS ANALYSIS ACCOUNTED FOR THE - - - .,,�, TO WPO 201300044) `. j a ---_ \ 1 I SYSTEM
- +. THE SUBJECT PROPERTY -� / 3
PROPOSED GALAXIE FARM IMPROVEMENTS OUTSIDE OF ONSITE SUBAREAS A & B THAT ARE RELEASED IN ANON -CONCENTRATED FASHION. PLEASE SEE '` ' � "" -- � ..- " "`� `'" '
THE TABLES BELOW FOR A SUMMARY OF THIS, AS WELL AS THE ATTACHED EXHIBIT SHOWING THE OVERALL WATERSHED TO THE COW BRANCH STREAM. °J
PRE -DEVELOPMENT STORMWATER MANAGEMENT PLAN, SCALE 1'-80' // / LU e
OVERALL FLOWS TO COW BRANCH STREAM (AT POA) \ I /
, 100' OF LF w/ A ELEV.=10', / / � n
/ \ 265' of 4NC. FLOW W/ A ELEV.=42'// / o
/ /
(USED TO CONFIRM POST -DEVELOPMENT FLOWS ARE LESS THAN PRE -DEVELOPMENT FLOWS
100' OF OLF w� A ELEV.=6% PROPOSED ESC/LIMI'rS O,F DISTURBANCE
DOWNSTREAM FROM THE GALAXIE FARM DEVELOPMENT) // I I / 1 S
/ / / Ir25' of CONC. FLOW W A ELEV.=3 y. BOUNDARY DEFINES THE N OPO ED/ O
//// 1 `l �^ VRRM WATER QUALITY BO ND•°po-V• TyP. N
Area, 1-year Flow, 2-year Flow, 10-year Flow, / / /� UPLANDr OFFSITE DRAINAGE TO REMAIN % I I , • � TOTAL BOUNDARY AREA=12.72 AREES. / � I � Z �
Pre -Development CN / UNDISTURBED & TO,BE ROUTED TO THE I / /
ac. cfs cfs cfs / PROPASED BYPASSSTORM SEWER/ RUNOF� I �/
TO BE DIRECTED I 0 STR. 4.
Onsite DA A (Pre-Dev.) 64 6.40 4.45 7.29 18.02 ♦ /
Onsite DA B (Pre-Dev.) 64 3.00 2.10 3.43 8.46 Q o
Offsite DAC (Pre-Dev.) 58 226 13.58 27.35 68.39 / l \ �� �� y / �/ > a
Offsite DAD (Pre-Dev.) 57 146 7.95 17.72 47.84 �� ����
Avinity I Routings 61.9 35.37 3.41 4.74 37.20 o
Avinity II Routings 80.5 7.95 1.04 2.09 8.50 w a
Spring Hill Village DA'A' Routings 74.4 19.10 2.34 12.60 39.91 \ \ \ f / / / / , \ LU o
Spring Hill Village DA'B' 72 12.25 7.41 11.54 25.66 ` \ / / I I I / / / U/ LU
59 456.07 42.28 86.75 253.99 ! \ ) / / / / / / \ \ \ ; ^� / 2 � W LLI 0
PDA
Area, 1-year Flow, 2-year Flow, 10-year Flow, \ / r / / J r Q '
Post -Development CN ♦ V �/�
ac. cfs cfs cfs / / - oN B/ / Z z Z
Onsite DA A (Post-Dev.) 78 8.67 0.35 1.22 21.56 \ Q O Q o
Onsite DA B (Post-Dev.) 83 0.73 1.73 2.34 4.28
1 15" CMP CULVERT RELEASES RUNOFF FROM
Offsite DA C (Post-Dev.) 58 226 13.69 27.48 68.47 \ I \ OFFSITE AREAS ONTO THE SUBJECT \ �� �• U ( n
Offsite DA D (Post-Dev.) 57 146 7.95 17.72 47.84 \\ �� \ \ \'�� PROPERTY. IN THE POST -DEVELOPMENT" //z
l STATE THE RUNOFF WILL CONTINUA TO 0E I c
Avinity I Routings 61.9 35.37 3.41 4.74 37.20 I \ /
\ COLLECTED WITH A CULVERT & THP' RUNOFF / A >
Avinity I I Routings 80.5 7.95 1.04 2.09 8.50 I 1 \ \ ' ' \ \ \ WILL OUTFALL INTO STR. 4. \ , /- / OS / E
Spring Hill Village DA'A' Routings 74.4 19.10 2.34 12.60 39.91 / _� /i r
Spring Hill Village DA'B' 72 12.25 7.41 11.54 25.66 h-�uP�ND,IOFF�ITit VR INAGE IV V Klz ry �� �� o j
-' U DISTURBED &TO BE ROUTED H _ I , / // LLI z
60 456.07 37.92 79.74 253.42 POSEDBYPASS 'STOW -SEWER. F w' I I \ �,� I �/ ■
TO E DI I_CTtD INTO SAES-1. � \ _: `� �. _
140
' -'
Post -Development DA A Impervious Areas Pre -Development DA A Impervious Areas 2 I I I I III \ / ( y / / -' O z
---
Residences 76,625 sf Buildings 1Q175 sf I / -
g �� II �� / �O L
Driveways 27,700 sf Paved Roads 1Q000 sf I / / / 1 W r z
Roads 44,950 sf Y Y I�� - - /Z/ �ON E A'� 1- '�fi, 0 o
Paved Walkways & Driveways 1,025 sf / /'�/
Sidewalks 17,375 sf 21,200 sf I I / \ / / �� //�/ / / / / y�� /' I - / Z Cn r+ >
Existing Impervious Areas toRemain 8,550 sf Pre -Development DABlmperviousAreas
175,200 sf
Buildings 2,800 sf II II II II I f1/00-Ow/ L�EV./-/ue
LL
Post- Development DA B Impervious Areas Paved Roads 3,25Y50i0D FL W
Residences 1,500 sf 4,100' OF OLF w/ .T,Paved Walkways & Driveways
n°
/ 200' OF CON FLOW N�/
Roads 16,975 sf 10,825 sf \� /� mil/ / ✓�� //� / / / V. oo' O CH TI of n J Il I / �_ a ~ x
Sidewalks 750 sf
VRRM WaterQuality Im ervious Area Summary J I I l /`,//SOW ft/rs R�ACILITI'
SED
19,225 sf tY p rY � I I �� //� �/ i � / / � �
Proposed Impervious Areas to Offsite DA C
Total Impervious Areas Undetained 32,450 sf
Proposed Impervious Areas to Offsite DA D
Total Impervious Areas Undetained 1,125 sf
219,450 5f w 0219
PPROVED AVINITY II SWM
CHANNEL AND FLOOD PROTECTION SUMMARY
- L- --� \�\ SCALE
FACILITY OUTFACE (AMENDMENT #2 �� LAND, OF RAINAGE T RE IN
/" = TO WPO 201500057) _ UNDiSTURB TO BE ROUTE TOE AS SHOWN
Method of 9VAC25-870-66 Method of 9VAC25-870-66 Method of 9VAC25-870-66 Method of 9VAC25-870-66 _ _ . APPROVED AVINITY I _ PROPOSED STOR EWER RUNOFF
Channel Protection Compliance Limits of Analysis for Channel Protection Flood Protection Compliance Limits of Analysis for Flood Protection SWMOUT FACILITY C D I o STRU uR S 6 & 8.
p Y P Y ( I I 4 , �SHEET N0. n
OUTFACE AMENDMENT �__ m
Onsite Subareas A & B Section B.3.a (Energy Balance) N/A (Energy Balance Satisified) Section C.2.b (10-yr Post < 10-yr Pre) N/A (Section C.2.b) ff 7o wao zol3000aa) Y -� UI \ % �12
/
- - /
=. , ,
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 3:1 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 ROOTBALL 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 FORTH ESTATE 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 VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS,
VIRGINIA NURSERYMEN'S ASSOCIATION, INC. AND THE VIRGINIA 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 SUFFICIENTLY TO
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 SUFFICIENTTO 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 STRIP THE PROJECT AREA IF REQUIRED TO THE DESIRED SUB -GRADE.
5. 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 INSTALLTHE 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 ATTHE 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 SpecRcadons
Property
Test Method
Unit
Specification
Perrneabiltty
ASTM D-2434
CnI
1 x 10
Plasticity Index of Gay
ASTM D-4231424
%
Not less than 15
Liquid mdofClay
ASTM D-2216
%
Not less than 30
Clay Particles Passing
ASTM D-422
%
Not less than 30
Clay Compaction
ASTM D-2216
%
95%of standard pfoctlordens
9.
RADE 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. INSPECTTHE CONDITION OF STORMWATER INLETS TO THE BASIN FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING.
4. INSPECTTHE 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.. INTERIM AND FINAL ELEVATIONS
5. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT/DIRECTING IF APPLICABLE)
6. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE)
nceVirgnwater Management Handbook {1999)
nn THE FAAOAs KNI GRADING ruo
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 SWM NOTES:
2. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS. SEE THIS SHEET, OR EQUIVALENT, FOR DETAILS.
2. CONCRETE FOUNDATIONS SHALL BE INSTALLED ON ALL RISER STRUCTURES MEETING MINIMUM VESCH 3.14 SPECIFICATIONS.
3. CONTRACTOR SHALL HIRE ATHIRD PARTY GEOTECHNICAL ENGINEER TO ENSURE THE EMBANKMENTS ARE STRUCTURALLY SOUND. ALL
EXISTING AND PROPOSED FILL MATERIAL AND PROPOSED CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL
ENGINEER PRESENT DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS, AND PRESENT DURING THE CORE
SAMPLING.
4. THE DOWNSTREAM EMBANKMENT SIDE SLOPES OF ALL PERMANENT FACILITIES SHALL HAVE A MAXIMUM 3:1 SLOPE.
5. CONTRACTOR SHALL EXCAVATE SEDIMENT LADEN MATERIAL IN THE ESC SEDIMENT BASINS ATTHE TIME OF THE FACILITIES'
CONVERSIONS TO PERMANENT SWM FACILITIES, IF APPLICABLE. AT SUCH TIME THE CONTRACTOR SHALL REGRADE THE SEDIMENT
BASINS TO THE PROPOSED GRADES SHOWN ON THE SWM SHEETS. THE CONTRACTOR SHALL MINIMIZE SOIL COMPACTION DURING THE
CONVERSIONS.
ALL SLOPES GREATER THAN 3:i SHALL BE PLANTED WITH NON -EROSIVE
LONG GRASSES OR OTHER TYPES OF NON -EROSIVE PLANTINGS.
SECTION A-9: TYPICAL GRAPHICAL DETAELS
Homogeneous till
- - - - -------1
1 I
4' min �\
Cut off trench-4- below suitable )
material
Sal or rock L-----------,
TYPICAL HOMOGENEOUS
EMBANKMENT
Perforated a
FOUNDATION DRAIN
Blanket drain
BLANKET DRAIN
III
or grovel
/ dMin
Sorel, qr. Or ral
dlou outlet
Rode or gravel
Rat Fa Aftin
aTronsition tiller Tronvillim filter
CHIMNEY DRAIN TOE DRAIN
Figure A -la. Homogeneous Embankments ts: Seepage Controls
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 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.
StermRJgxTM
ROUND SERIES TRASH RACK (OR EQUIVALENT)
CONCRETE MANHOLE
STANDARD 60 INCH RACK SHOYVN
DIMENSIONS IN INCHES
PLAN
StormRI Round Series for Concrete Manhole
Part Nor
Blow
Dim Is
dlmC
Min ID
MIIOD
RS-24
17k
14%
28 -
24
3D
RS-36
21W
14
40
36
43
RS48
27
18
57
RS-60
27%
.V,
66?i
6o
70
Plastic SOIUUons, Inc. CUSTOMER
PO Box 4356, N'Irclrsicr, VA 12604
23e NkC3ei W. WmJxsttr, VA 22603
:977) 877-5727 phone PROJECT.
4540)722-2219 fax
httµ//www.plutle-eoWtlon.em,
Splash Block Instructions
Before installation of the Splash Block, or any
rain diverting accessory, make sure the grade
around the foundation slopes away from the
house. There should be a 6 inch fall in the first
10 feet from the house.
s 10 Feet �
6 in
1
•
xoe emucruxwr vwncer
MA9rC90rUnP19. IX4
ISOMETRIC
CONCRETE STRUCTURE DIMMEONS
INSIDE STRUCTURE DIMENSION
OUTSIDE STRUCTURE DIMENSION
AVAILABLE OPTIONS
CROSS BRACING FOR OVERHANG
HDPE ANTI -VORTEX PLATE
DAM
DRAWN P.
APPO BY:
DETAIL
Patent -pending cut-out to allow
for fitment of downspout with
low clearance of elbow
Water directing chevron pattern
reduces washout
AMERIMAX
amerimax.com 1 800-347-2586
mfnrrrlamwn... rnm
Hole for landscape spike at
front of splashblock allows
it to be secured to ground
BASIN A DETAIL, SCALE 1"=3D'
I
-
^
/I
0
CONTRACTOR SHALL FASTEN A 12 GAUGE STEEL PLATE TO
THE INSIDE OF THE CONCRETE STR. A6's RISER WHERE STR.
AS's 018" OPENING IS LOCATED. STEEL PLATE TO BE
CONTRACTOR SHALL FASTEN A 12 GAUGE
FASTENED VIA GROUT, OR IN A SIMILARLY SUFFICIENT
STEEL PLATE TO THE CONCRETE STR. A6
MANNER, AND SHALL COVER THE UPPER io"OF THE
RISER VIA GROUT, ORIN A SIMILARLY
/ \
OPENING. BLOCKING THE UPPER io"OF THE OPENING
SUFFICIENT MANNER, TO PLUG ITS
/
WILL REDUCE THE OPENING's AREA, RESULTING IN AN
OPENING. STEEL PLATE TO COVER THE
/
EQUIVALENT AREA TO A 12" OUTFALL PIPE. STEEL PLATE
AMENDMENT ft s 05" LOW -FLOW ORIFICE
I
TO EXTEND BEYOND THE LIMITS OF THE 018" OPENING &
OPENING(INV.=47o.o0). STEEL PLATE TO
TO BE INSTALLED AT THE TIME OF THE CONVERSION FROM
EXTEND BEYOND THE LIMITS OF THE OS"
A TEMPORARY ESC BASIN TO A PERMANENT SWIM BASIN.
OPENING & TO BE INSTALLED AT THE TIME
F THE CONVERSION FROM ATEMPORARY
\
CONTRACTOR SHALL RETROFIT THE ASBUILT STR. A6 RISER. THE AMENDMENT #Vs LOWER
ESC BASIN TO A PERMANENT SWM BASIN.
SECTION SHALL REMAIN, WHICH CONSISTS OF A VDOT STD. B-1 (CONCRETE MANHOLE
BASE WITH A 048") & A REINFORCED CONCRETE FOUNDATION. THE ASBUILT STR. A6's 05"
/
LOW -FLOW ORIFICE OPENING SHALL BE PLUGGED WITH A STEEL PLATE. SIMILARLY, A
018" OPENING FOR STR. AS PORTION OF THE RISER's 018" OPENING FOR STR. AS SHALL BE BLOCKED WITH A STEEL
RISER STR. A6 �
� /
TO BE PARTIALLY BLOCKED.
� PLATE. SEE STR. A6 PLUGS DETAIL ON THIS SHEET. ABOVE THESE TWO PLATES, THE
RISER'S UPPER RINGS SHALL BE REMOVED. NEW UPPER 48" RINGS SHALL BE INSTALLED
- - --
- - -
WITH A RIM ELEVATION OF 481.50'. UPPER 048" RINGS TO INCLUDE (5) FIVE Oil3"
05" LOW -FLOW ORIFICE
----
MID -FLOW ORIFICES WITH INVERT ELEVATIONS=479.75'. IF THE STRUCTURAL INTEGRITY
TO BE PLUGGED.
IS NOT MAINTAINED WITH THE RETROFIT, CONTRACTOR SHALL REMOVE & REPLACE STR.
A6 WITH A NEW RISER & FOUNDATION MEETING THIS PLAN's SPECIFICATIONS. ALL
STR. A6 PLUGS DETAIL
ORIFICE OPENINGS SHALL HAVE STATE APPROVED TRASHRACKS, TYPICAL. SEE THE
NOT TO SCALE
DETAILS WITHIN THIS SET FOR ADDITIONAL INFORMATION.
io' WIDE TOP OF
_
-
485 ELEV.1-484.0(
MH-2 (60"
^��
ID)
2
INV IN: 471.30 (4)
INV IN: 468.90 (A3)
INV OUT: 468.80 (1)
2
EMBAN MENT ACCO DANCE /
THE DE IGNS S OWN WTHIN THIS SET.
2
10' ELIEV.TO 4.00 M �'
PROPOSED
485 , 485 480 GRADE PROPOS D VDOT STD. EC 1, CLAS 148
100-yr PEAK WSE1482.97 ry STR A4 FILTER ABRIC NDERLA MENTT
10-yr PEAK WSE=481.98
VDOT MH-1 EXTENDTO THE CHANN 's BANK
2-yr PEAK WSE-479.93 RIM-478.28'
ONTRA OR SHALL NOT MPACT T E
1-yr PEAK WSE=478.63 -- 11=469.16 TREAM' CHANNEL WITH HE BYPASS
0� 10-469.06 (A3) STORM SEWE INSTAL ATION.
480 480 475 { (L=110' , W,=1 .5, W2 8', D=2) 47
EXISTING
PRO PO OS-_D 2 GRADE
PROPOSED 40' WIDE VDOT CL. Al RIPRAP PROPOSED BASIN s FLOOR SHALL PROPOS D VDOT
LINED EMERGENCY SPILLWAY w/4:1SIDE ES
PEDTODRAINTOTHE
SLOPES & FILTER FABRIC UNDERLAYMENT. T . A14 ISER (o.5%MIN.) WITH 468.2 '
SPILLWAY CREST ELEV.= 4 2.5o. 2 475 LOPES THROUGHOUT. STRq , 124.80 LF OF 47
o
TO PREVENT FLOTATION THE RISER BASE INV OU 469.9
SHALL BE FIRMLY EMBEDDED 6" INTO AN 18" STR A3, 26.3 LF OF
THICK REINFORCED CONCRETE FOUNDATION 018 HOPE @ 0.61%
THAT IS 8'x8', AND BURIED BELOW GROUND. S R 1, 36. 2 LF OF
EXISTIN 0 6 HOPE
ROXIMA E LOCATION OF
470 GRADE 470 465 EXISTING8" ANITARY SEWER jn/A 46
"i OrO Jcli O O OJ J 0 LO JJ
W W 00 r-) N 00 W 7 rN to N00 Nroi 00 00
00 r- 1-- 00 00 1-- I-- 1-- r- -
r M c0 (D (D
W lei W 't
0+50 1+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 3+75
BASIN A SPILLWAY PRO FILE1°=5' S(CA
V)LES BASIN A SECTION
lT
SCOTT/R. ClUINSZ
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Lic. No. 035791,a
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JOB NO.
202194
SCALE
AS SHOWN
SHEET NO.
13
VAACR D STORMWATER DESIGN SPECIFICATION NO. 2 SHEET FLOW TO FILTER OR OPEN SPACE
KEY LEVEL SPREADER
INTO EXISTING GRADE
RIPRAP PLUNGE POOL
RIPRAP APRON
RF.ATm
.1 TI MBERS OR
CONCRETE LIP
WL
A LENGTH OF LEVEL SPREADER
Oy LIP TO BE BASED ON DESIGN FLOW
AND ALLOWABLE VELOCITY
TOP OF LEVEL SPREADER
- I A�A.Y
SHALL BE FLAT
1-3 IN. COURSE AGGREGATE
OR OTHER LINING AS
DESIGNED FOR STABILITY
PLAN VIEW
DIMENSION BASED ON UNperuRBED EXltisaVOCMDE
DESIGN DISCHARGE 5% r20:17 OR LEM IF W630ATSD
FLTER STRIP OR GONSERVW
2' MIN �4 SPPE FF34T to FEET LE96
3 MIN
10 MIN
S MIN
12
iI r--"..—a M1N. DEPTH BASEDO
REQUIRED STONES
sEcnON A -A
Figure 2.4: Level Spreader: Pipe or Chanel Flow to Filler Strip or Fraser+pA-Conserved
n Space
1 /2" zinc plates nook
attached with a/8' fastener
®®® 2-I/E' din, holes
®®m
lsomctric
1/4' HOPE plate (optiondl)
pipe
culvert
HUPB sl al plastic with
hole.
0 B-1/8' nol ea and 1/�" plate
manutaelured by Plastic
OOOSolutions lneor equal
0000
,. Ke r-= =' •-
a -
q, -L'e=''e^Y•�;•r: • III with oplie4al plate
e_Xt}
i
HDPE Ar..Wral plaetic wlth
2-I/R" holes and 1/4- plate
SCCLIOR msnufaaturea by Plaslia
Solutions Inc. or equal
8' she hole
0 0
e 0 0
00
0 0
et.
..ne singlBAP Flevation
PLASTIC
DEBRIS CAGE
Ro Rox 49116
SOLUTIONS Rinower VA P2e04
INC. 877-877-8727
ns.pletio-[slun[.eoin
Table 2.4. Vegetated Filter Strip Materials Specifications
LEVEL SPREADER 'A' & VEGETATED FILTER STRIP DETAIL, SCALE 1"=30'
LEVEL SPREADER NOTES:
1. FIRST 10' FROM LEVEL SPREADER LIP MUST BE 2% OR LESS.
2. TIE BACK ENDS OF LEVEL SPREADER INTO THE SLOPE TO AVOID SCOURING.
3. CONTRACTOR SHALL NOTIFY COLLINS ENGINEERING A MINIMUM OF i WEEK
PRIOR TO THE CONSTRUCTION OF THE LEVEL SPREADER. COLLINS
ENGINEERING's PRESENCE IS REQUIRED AT THE TIME OF THE LEVEL
SPREADER's CONSTRUCTION SO THAT THE LEVEL SPREADER's FINAL
LOCATION CAN BE FIELD VERIFIED. FINAL LOCATION MAY VARY SLIGHTLY
FROM THE APPROVED PLAN IN ORDER TO PRESERVE A LARGE TREE(s).
4. CONTRACTOR SHALL USE A GEOTEXTILE FILTER FABRIC UNDERLAYMENT
BELOW THE PROPOSED LEVEL SPREADER STONE. THE GEOTEXTILE FILTER
FABRIC SHALL BE TENSAR TX-5 TRIANGULAR GRID, OR EQUIVALENT.
Material
Specification
Quantity
Pea Gravel (#8 or ASTM equivalent) or
Diaphragm should be 2 feet wide, 1
Gravel
where steep (6% +) use clean bank -run
foot deep, and at least 2 inches
Diaphragm
VDOT #57 or ASTM equivalent (1-inch
below the edge of pavement.
maximum).
Permeable
40% excavated soil, 40% sand, and 20% pea gravel to serve as the media for the
Berm
berm.
Geotextile material appropriately selected for placement under rip rap or gravel to
Fitter Fabrc
effectively separate the stone from the ground below.
Engineered
Level Spreader lip should be concrete, metal, timber, or other rigid material;
Level
Reinforced channel on upstream of lip. VDOT EC-3.
Spreader
See Hathaway and Hunt (2006) or Hennco County Program Manual for attemate
designs.
Erosion
Control
Where flow velocities dictate, use woven biodegradable erosion control fabric or
Fabric or
mats that are durable enough to last at least 2 growing seasons. (e.g., VDOT
Erosion Control matting EC-3).
Mattis
If existing topsoil is inadequate to support dense turf growth, imported top soil
( loamy sand or sandy loam texture), with less than 5% clay content, corrected pH
Topsoil
at 6 to 7, a soluble salt content not exceeding 500 ppm, and an organic matter
content of at least 2% shall be used. Topsoil shall be uniformly distributed and
liahtly tom acted to a minimum depth of 6 to 8 inches
Compost Shall be denved from plant material and provided by a member of the
Compost
U.S. Composting Seal of Testing Assurance (STA) program, as outlined in
Stormwater Design Specification No. 4.
II 111:1a]y111tl:1:1y0:11I:1111:11111 a1.11-1a1:121oil] 1:74b1:1010
MAINTENANCE INSPECTIONS:
ANNUAL INSPECTIONS SHALL BE CONDUCTED IN THE NON -GROWING SEASON DURING THE FALL AND
WINTER MONTHS. INSPECTIONS SHALL TRIGGER MAINTENANCE OPERATIONS, AS REQUIRED.
MAINTENANCE OPERATIONS MAY INCLUDE, BUT IS NOT LIMITED TO, SEDIMENT REMOVAL, PERIODIC
MOWING, REPAIR OFTHE LEVEL SPREADER AND ENSURING A DENSE, HEALTHY VEGETATED
GROUN DCOVER. MOWING SHALL BE COMPLETED AT LEAST TW ICE A YEAR TO PREVENT FURTHER
WOODY GROWTH AND SPOT RE -VEGETATION OFTHE FILTER STRIP IS REQUIRED IN ORDER TO MAINTAIN
Ago% MINIMUM COVERAGE RATE. THE CONTRACTOR SHALL CONDUCT THE INSPECTIONS FOLLOWING
THE FIRST YEAR THE PROJECT IS COMPLETED, AND THE OWNER SHALL CONDUCT THE INSPECTIONS
THEREAFTER.
INSPECTIONS SHALL INCLUDE THE FOLLOWING AT A MINIMUM:
i. ENSURE FLOW PATHS ARE NOT SHORT-CIRCUITED IN THE LEVEL SPREADER AND THROUGH THE
VEGETATED FILTER STRIP.
2. ENSURE DEBRIS AND SEDIMENT HAS NOTACCUMULATED.
3. CHECK FOR SCOUR AND EROSION WITHIN THE LEVEL SPREADER SYSTEM AND FILTER STRIP.
4. CHECK FOR FOOT OR VEHICULAR TRAFFIC DAMAGE IN THE STONE.
S. ENSURE VEGETATIVE DENSITY MEETS OR EXCEEDS go%OFTHE FILTER STRIP AREA.
IN THE EVENT MAINTENANCE IS REQUIRED DURING THE ABOVE NOTED INSPECTIONS, CORRECTIVE
MEASURES SHALL BE COMPLETED IMMEDIATELY.
PROPOSED PUBLIC ROAD & SIDEWALK AND ` \\ / R i
GRADED GRASS LINED ACCESS TO SERVE AS
THEACCVEGETATED
ETATO TR. A14FILTER STRIP.
SPREADER'A'& \ \ \\ \ \ / ( / /
THE VEGETATED FILTER STRIP.
PROPOSED RISER STR. A14 & ITS
Ew
DOWNSTREAM PIPES TOCONVEYTHE TREATMENT VOLUME FLOW 0-10' MAX. SLOPE= 2%
TO LEVEL SPREADER W & THE ` �P'r� 685
WATER QUALITY TREATMENT. I I // 9� n as A l
�Z2
468.67— BEGINNING OF LEVEL SPREADER
\ 467.50— BOTTOM OF LEVEL SPREADER
468.50— TOP OF LEVEL SPREADER /
PROPOSED 43'LONG FLAT LEVEL
\ LINING AND PLUNGE OA SLOPED D(MIRN.) VDOT CLIGID LIP. LS DAlRPRAPLNED O INCLUDE OEMBAN KM ENTP
DOWNSTREAM FROM THE RIGID LIP EXTENDING TO THE FILTER STRIP. ALL
/ RIPRAPTO INCLUDE FILTER FABRIC UNDERLAYMENTS& BEA MIN. OF 6" DEEP.
/ S S —� S
\ / � PROPOSED 43'WX35L' VEGETATED FILTER STRIP. FILTER
STRIP TO BE UNIFORMLY GRADED TO THE SLOPES SHOWN
ENSURE SHEET FLOW BELOW THE LEVEL SPREADER.
CONTRACTOR TO TIEBACK GRADES AT 6:1 O NT SOIL
COMPACTION BY HEAVY EQUIPMENT WITHIN THE E LIMITS
rr
�- \CJ t / ' OF THE FILTER STRIP SEE THIS SHEET FOR ADDITIONAL
so-+ FILTER STRIP DETAILS &DESIGN REQUIREMENTS.
SLOPE RANGE=
4%
SITE OUTFACE ),
SEE THIS SHEET FOR A SCALED
\ PROFILE OF THE DRAINAGE '
SYSTEM, LEVEL SPREADER 'A'&
Lill THE VEGETATED FILTER STRIP. \
IIIIIII�I— IIIIIIII �/ / / \�� •'� ��\���
llI0000.
1—woo
sees C� ��� 1 I ( /
TO PREVENT FLOTATION THE RISER
BASE SHALL BE FIRMLY EMBEDDED 6" INTO AN 18" THICK REINFORCED Too' WPO
ICONCRETE FOUNDATION THAT IS 4'4- / BUFFER, TYP.
Vegetated Filter Strips Planting Requirements
0
Vegetated Filter Strips shall be )anted at such a density to achieve a 90 /o grass/herbaceous
herbaceous
9 P P Y 9 /
cover after the second growing season. Vegetated Filter Strips shall be seeded, not sodded.
Seeding establishes deeper roots, and sod may have muck soil that is not conducive to infiltration
(Wisconsin DNR, 2007). The filter strip vegetation shall consist of turf grasses, meadow grasses,
other herbaceous plants, shrubs, and trees, as long as the primary goal of at least 90% coverage
with grasses and/or other herbaceous plants is achieved. Vegetation at the toe of the filter, where
temporary ponding may occur behind the permeable berm, shall be able to withstand both wet
and dry periods. The planting areas can be divided into zones to account for differences in
inundation and slope. Additionally, the trees selected to be planted shall be 10' on -center and
shall be an even mix of River Birch (Betula Nigra), Red Maple (Ater Rubrum) and Sweetgum
(Liquidambar Styraciflua). No trees shall be planted within the ACSA easement.
TO PREVENT FLOTATION THE RIS
SHALL BE FIRMLY EMBEDDED 6" INT
THICK REINFORCED CC
FOUNDATION THAT IS 4k4'. FOUL`
TOP TO BE SET AT GRADE, BURY
REMAINDER OF THE FOUN
D
O
Z CD
N
W a
N
NFr
STR: Al
24" RISER w/ TRASHRACK
RIM=481.50'
485
INV.=469.75'
11.
(2-j" ORIFICE)z
,
/I
CONTRACTOR SHALL CALL THE COUNTY R&
ENGINEERING DEPARTMENT 24-HOURS BEFOREAN
ANTICIPATED CONSTRUCTION ACTIVITIES FOR THE BIVI THIS
IS INCLUSIVE OF WHEN THE LEVEL SPREADER IS READY FOR
� \ � CONSTRUCTION, BUT BEFORE STRUCTURE A715 INSTALLED.
NOTE:
STRUCTURES Ag-A14, LEVEL SPREADER W
AND THE FILTER STRIP SHALL BE
INSTALLED ATTHE TIME OF THE
TEMPORARY ESC BASIN'S CONVERSION TO
A PERMANENT SWM FACILITY.
.1
PROPOSED
GRAD
H
480
0
Z
^
480
.
a
Li
II
PROPO
ED
WAL
N
N Y
Z
475
RAINA
STR. 3
E
468.67— BEGINNING
467.50— BOTTOM C
ER BASE
468.50— TOP OF
Ji AN z8"
NCRETE
DATION
J
ING THE
XISTINGRADE
JATION.
470
1.0'
470
_
STR
13— 7 C
'
.53 LF
\
OF 01
HDPE
0 0.57
STR
11— 11
.39 LF
OF 01
HDPE
@ 0.5
465
1 STIR
-2.)465
012'
HDPE
2.67
460
460
1
W W
00 O
N
000 �
M N
N
I
J J
ww
N M7
O N
N�
N
(30
w w
0+50 1+00 1+50 2+00 2+50
STR. A14 -FILTER STRIP
PROFILE SCALES
1"=5' (V)
1"=50' (H)
OF LEVEL SPREADER=STR. A9 INV. OUT
F LEVEL SPREADER
LEVEL SPREADER
IROPOSED 43'WX35L' VEGETATED FILTER STRIP. FILTER
iTRIPTO BE UNIFORMLY GRADED TO THE SLOPES SHOWN
r0 ENSURE SHEET FLOW BELOW THE LEVEL SPREADER.
:ONTRACTOR TO TIE BACK GRADES AT 6:1 & PREVENT SOIL
:OMPACTION BY HEAVY EQUIPMENT WITHIN THE LIMITS
DF THE FILTER STRIP. SEE THIS SHEET FOR ADDITIONAL
:ILTER STRIP DETAILS & DESIGN REQUIREMENTS.
PROPOSED 43' LONG FLAT LEVEL SPREADER W. LS TO
HAVE A 12" DEEP PLUNGE POOL & A 6" WIDE RIGID LIP. LS
TO INCLUDE A VDOT CL. Al RIPRAP LINING AND A SLOPED 3'
(MIN.) VDOT CL. Al RIPRAP LINED EMBANKMENT
DOWNSTREAM FROM THE RIGID LIP EXTENDING TO THE
FILTER STRIP. ALL RIPRAP TO INCLUDE FILTER FABRIC
UNDERLAYMENTS & BE A MIN. OF 6" DEEP.
1PPROXIMATE LOCATION OF
:XISTING 8" SANITARY SEWER
INV.=461.04't)
/T
SCOTT/R. C!1UINSZ
Lic. No. 035791,a
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JOB NO.
202194
FSCALE
AS SHOWN
SHEET NO.
1
Pie No.
Size inches
Easement Width Required feet
Easement Width Provided feet
1
36
29.8
30
3
30
29.1
30
5
30
23.9
25
7
30
22.9
23
9
30
21.3
22
15
24
24.2
25
17
24
21.2
22
19
15
15.7
20
22A
24
15.8
20
21
15
15.7
20
23
24
21.4
Within SWM Esmt.
25
24
24.2
25
27
18
31.1
32
39
15
20.5
21
43
18
17.9
20
NOTE: VDOT WILL ONLY MAINTAIN WITHIN DRAINAGE EASEMENTS TO THE EXTENT OPO MONG PREWTED 49 B S 8 B 8 / / / / v \ \\ ) CCr'- F / P O/ SED s7/ HD EVAkD ' � /
E INGWAOL_, 498BW - ALLA-
NECESSARYTO PROTECT THE ROADWAY FROM FLOODING OR DAMAGE. 498E 0 4 1 A.3+oo TH 0
COLOBLUE RIDGE rj PP
PROPOSED 8" HDPE YARD f 502 TW 6 BW �� DRAIJ7NV SY TEfvf w/ YD-4H 506 BG / L�
18" YARD DRAIN DRAIN SYSTEM w/ 30' / / 4@6 gG 49 ! PIj-IVAT DR INA / / 508 TW 498BG CO- G I /
NOTE: WALLS o" AND HIGHER SHALL REQUIRE A HANDRAIL PRIVATE DRAINAGE qgq g \ `\� EA E -NI. 508 T 500(3G 505 BW _ 4 {7
3 TOP=49975 EASEMENT. / \ _ \ YD-4E D PG. / \ 498BW
INV.=498.2$ DB_PG �5 Soo G \ SCOTT R. LINS'Z
50 TW YD B _ - - \ \/ CONY DEFINED / U Lic. No. 035791 a
VARIABLE WIDTH WALL 4w I I PRESERVED STEEP �08 TW 49 gW \
495 BG L \ / 500BG \ / ,. \� CCt�-4F / �o w
& MAINTENANCE - - I SLOP S, TYP / 506�TW
BW_ � I 498BW � A _ / A 4�29�22 Q'
EASEMENT __ ...\ _ � SOOBG /
8° jo DB.PG. YD-41 \ \ - 1 LOT MATCM / / �� / / 8 BW 50 \ Ak S 500 TW / /
TOP=501.33 /' 495 B \ / P DRA SY TE Dw/ 7°NAL 'G
/ P,O, S DD1 E,Y° D S G
�ALLA INV.=49 5/ ,494BW S V A ov A (� i E \ Pam'"EASEEI
STA9+00� YD 4 OT I / - A AV � YD 4E D
500 TW ALA / ' \ \ \ GAR=492.42 \ FFE=494.33 / / / LOT . < / - - I I \ \/
499
\ 8 FFE=494.42 V � -____ "/ / /
i' �' \ \ \ - ` I /
yi494BW 0� �' �' V A � \ V � - / / 6
L A \ _�i . y 2 CO_L}C ) / ,VI �-
YO-4A A - �� FFE=s�4.33 / / LOT / / C E
/ PROPOSED 18" YARD a o 62 \ \ / / / l I �I J t
DRAIN INLET, TYP \ �� \ // \ YD-4D / A/V i�I'�pT F
\ 9 \ �... LOT op /? `ff
49i p • ; I �07, / / / / / \ L
/ N 9 FFE=a9aso V / -
PROP SE 21` 484 •� g
\� \ PUBLIC DRAINAGE LOT
�. ASEM NT GAR=492.50
\ 10 '%' 5' M N. H RI NT LSE ARA ION REO IR D BETWEE '
= J DB. G.
FFE 494.50
/ �� - a' .G0AOa n �-o. . 3;.1 cFFE=4�9� V V 4.,..• `m �
4 2g ACSAO�UTTo ILITIES -STORM
V\ SEWER, AS SHOWN. TYPICAL. � �L1O AR=491.92
3.92 PROJECT -6
f491.13 t` BOUNDARY, V. - / i uG41,00e Pi 07 O
91.42A FE=4939
SMT=�83.7�<c
GAR 493.3311 a.z%a9zs1 °• ?0 , ' /
`' a . 12+00 H W y9Mo / �- 100' WP /
r i V� � BU FER,7P.Ln
- FFE=�}93.67 11 ( w 2: t
LOT A 4901 s 1- w
v - z+7a a9o.z9 /
i
y+oo w w MARK COURT 1 / �� �% - -
1 / / /,�,/
12 3$A 39"" • CQ
1 -mow PR( D U LIC RO D / I CO
BRANCH STREAM / Ln
w t
SLOPES STEEPER THAN 3:1 SHALL BE PLANTED WITH NATIVE STEEP SLOPE MIX I I I 3 w w 6 (49' PUB IC RAW) N z) J / / < H
WITH ANNUAL RYEGRASS BY ERNST CONSERVATION SEEDS AT A RATE OF I\ 4� \ 01" $/ �j / / / % / / ) W Z f
6o LBS. PER ACRE, OR i LB PER i,000 SF, UNLESS SPECIFIED OTHERWISE (TYP) �,V I - - - 38 ' (
- - l \ •" g as w j/W'.. /491.26 i - /� , ^�rp' / / c
�j"c
- +M
r
• I I \ I � __ � 0 ..,.• • •9os5, // / / / /�
4909 Pf�OPOSED SEGME D y /
PROPOSED to I I LOT \ \\ - ,"• STD: CD-z N \ RETAINING LL, / CONTRACTOR SHALL EXTEND EXISTING /
PRIVATE DRAINAGE I I •\ \ - I I m, \ DIAMOiS PRO- / ULVERTSSHALL BE / CULVERT BENEATH RTE.zo WITH PROPOSED
EASEMENT I I I �13 Gq.R=491.00 i1 75%a89 3]� NF GAR=491.83� _ i h COLOR: BLUE RIOUN�TTERSUNKA WIDENING. SEE PROFILE ON SHEET 21 FOR
DB._PG. I I FFE=491.33 II N ' \ I LOT I / / \� NiMUM5F 6" ' / DETAILS, OF HE CULVERT EXTENSION.
- I � \ i,� FFE=492.17 •� /
I - o
I
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GAR=ago 6 i A I 2 I I I I GA�2=491.0 \ / v�
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w a w w Q
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3- >
Lu
ALL B - �
i ..--i .CN
W T +54
BSMT LOT
00
N N N
_ YDl D 3 \ 4 - \ 475 BAG( ���i
3 pp - / 474 B h�
LU LLJ\ FFE-490.00 �I A .31+ 1- - I
\ I � PROPOSED B"HDPE ROOF/ �
PROPOSED 18" YARD V LOT ` ! FOUNDATION DRAIN w/1o'
e _ DRAIN INLET, TYP. / PROPOSED DRAINAGE PRIVATE DRAINAGE EASEMENT \ 75 G '
VA 1 (z) PROPOSED 48" RCP
LJJ A �I 4 _ 36A ' SYSTEM,TYP. '/ PG. C // / 480 4 BW 64 CULVERTS / J
YD V� v - LLB ST 0+00 p 76 G/ /
iC A 6 �� RF 9 48oya6 �P a7a UG CD 47p 11 1000,
-MAIN CE 0 BG I _ \ \\ I -- ,' �.•� �� P ED 8'P TENAN/ /. D7
- ' 186 \ \ ,'"b a +IiI o `PROPOSEDVA EASE
MENT
Q - ��- PROPOSED VDOT / _ 8 / _ _ � 1Z _L9 O_
•. _ -____
17+00 _ 3 E - 4 •
PROPO E6 VDOT �{ r, LAN I _ �\ __ 0)
PROPOSED 8"HDPE ROOF/ PRO SEDVID T STD�EW-1 Oi
FOUNDATION DRAIN A --
SYSTEM w/io' PRIVATE STD. CD- 18C / PROPOSED VDOT (,.
� T 16+00 15+pp _. __ --- . ___--- � �_/ OSEO PUB IC RI
I. - WIDTH
- DRAINAGE EASEMENT 18A STD. CD
r PROPOSED VDOTD. V - 14+00 (VAR 47 rq
� ; � - -
a --
DB._PG.
35 /
STCD-2
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- OPOSED V OT +00 /�- � a �
1
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STD CD-2
(2) PROP CD
PROPOSED VDO YYYYYY p
10' i LOT 34 - .. FFE 48900 � CULVERTS _ .� STD. CD-1 �, Cn
IV
DRAINAGE YD_ B 2.7% � �'� 3. ' BSMT- 78.83 �� / PROPOSED VDOTSTD. EW-7
5 GAR=490.67 -
EASEMEN a
DB. P � - F�E=491.00 54 RF A \ � 48 qz' � / � / / ALL - ST PROPOSED PUBLIC) ` `
G� - :LOT / / / DRAINAGE \`P
V PHASE LINE l 72 TW EASEMENT �ROPOSED VDOT STD. EW-7
COUNTYDEFIN D .; ;" �I P� 15 / 72.678E � � CULVERTS SHALL BE _
,5 �.9 LET tI MANAGED STE P� I ��`b"VARIABLE WIDTH WALL / 470 BW COUNTERSUNK A _ Q
GAR=490.6 55 4 PROPOSED zz" SLOPES, TY 3 0 & MAINTENANCE / 472 6- TW 1 / MINIMUM OF 6" _ /' CULVERTS SHALL BE f d- I Q
DRAIN IN Tw/01 \\ s FFE=491.00 �I CLEANOUT, TYP. - EASEMENT 468 7BG /t / V COUNTERSUNKA� r Lu
H TYP ' - DB._PG._ COW BRANCH STREAM ; MINIMUM OF 6"
/ PROPOSE o' • I \ II / 466 78WI / / � �/ �`Z �\ L1J Q � I''� \ PUBLIC DRAIN I � PROPOSEDB HDPE YAR '� � �` � / W LLF-STA. O} • J `/
Y.7 LOT 1 ��SYSTEM 3l l I \ % J / EASEMENT \ r FFE=49100 56 / Irn \ O PRIVATE DRAINAG o' / I 47 .67T / I \ / O
1 I 2 47}.67 BG PROPOSED SEGMENTED -- >
l r r{ \ PROPOSED zz' EMENT. 3 �, as ; '• / 4/p,67�)N l/ RETAINING WALL, �'' / � z
o PUBLIC DRAINAGE L - a / / 1� DIAMOND PRO
_111GAR\ EASEMENT �T �- /� - / \ COLOR:B-UE2�� =49 1.67 LOT, \ \
INTERMITT�ST�AM Lu DB.PG._ GAR aa7.00 LOT / �Q/
_ = �____= I U PROPOSED lz" HDPE ROOF/ .. �I FFE=489:00
3 w w E-491.00 57' • �� FOUNDATION DRAIN RO E V TBSMMF'---478'8 i6 / �' '
t J FF
iPROPOSED lz" I Z. >- F I :� SYSTEM w/io' PRIVATE 3D / -- / \ ' ' ' O J
CLEANOUT YP. Q 2 % LOT \ DRAINAGE EASEMENT - STD. CDa / ry o J// �N z `/'
[1. > t LFFE
0.67 _�DVDOT / �` - Z'p� nLOT 1., 58 \ DB.t/ - STD. CD_z / / a
/ w PROPOSED PUBLIC � � � Q CXJ
.LOT wa \ PROPOSED 18" _ �9 4..8 I �' ' / 3o'DRAINAGE ,���0� \ `�' _
GA �95.30 52 / J" 53 a I DRAIN INLET, TYP. 0 \ 2 2 /'�� PROPOSED RIP LINED ^ r EASEMENT QP J �(� \ U
• PROPOSED o OUTFACE TO EXTEND O / h ����LU
y
_= 4 O 2.i LOT I '• / ?y 3 g3 -,' STREAM'S BANK/ `v
F E-497.30 / GA - 93.40 ��, IGAR=49{Y.67 \ PUBLICDRAINAGE - J� P.� Q I�
' f�FE=495.40 � __-_____ a FFE=491.00 59 \ YD-2 Qlbc - :� , s 28 �r EASEMENT � .:; O.Z` `'
" J I \ I Ix PROPOSED VD T STD. ES-1 .........tom 7 �Q X Q
J .... R 5 PROPOSED 8" / / zJ I ` I r �' r GAR=485.33 / I S�
i
/ FFE=485.67 LOT
PROPOSED SWIM FACILITY &:
494.35 Vey / S D-z / / __�. - 1] / ^ MAINTENANCE EASEMENT O �'H / LJ
a9z.as // \ g / / -.. 16 p'.' / 'Og._PG._
Pass / , c9 PROPOSED 3z'PUBLIC-
•� DRAINAGE EASEMENT
U)
LOT ALL DI-
i
/ 1 _ / �j W 18 / . S 1+ 5 / oZ W
17+00 6A / / % 8s m� / ' 83 T
4 per° w w Tc99 ° LOT / / , I 485 BB \
16+00 44%� 3 i ,�� / Fp� 19
a94.zi • 49z.3 45 as6.o 26 Y �c99 s°6� / = PROPOSED SEGMENTED
LOT / RETAINING WALL, Z
d / DIAMONDPRID
LOT / $3 _L COLOR: BLUE RIDGE 1 / // / / /
--II \ / ' 475 B
...GAR 494.83 , , M� .� 11'488.y 468.0 \ 21 IIy�/
FF=495.17 3AR=492.83 w 48967 8 67 4688 4 _ d� /
I
FFE=493.17 3hill. ,.r R. \ PROPOSED EASEMENT
I ' 0
I A DRAINAGE EASEMENT /
WIDTH PUB IC
LOT D INAGEEASEMENT ' ��
29F 1 28 I DB. PG. LOT LOT, 4 CD
\�
- LOT LOT LOT LOT �3 - 2z S olJ N
` `.. S.P•BSMT=487.1
II I I I •-• \ ////
/\ w225Lu
27 26 .FFE=485.77
OPOSED FFE 496.33 FFE 496.33 BSMT=486.43 dF FFE=497.0 FFE=497.0 BSMT-486.43BST=486.43 /
BM.1 23
JOB NO.
--80
/�
PROPOSED VDOT STD. ES-1 _ = / `? SWIM FACILITY. SEE WPO
- --� - - �l- - - / 202194
zozoaoF AMENDMENT#z
g - e _ //__V - a� FOR DETAILS. / . `� �� >a GRAPHIC SCALE
�4� - - ��p �' SCALE
- � 4 1+75 / TG.�� � j � � � � �� � 30 � 0 15� 30 60 120 1 - 30
8C>--0+00 4 1+00 6 -- -- \ \ I COW BRANCH STREAM �J / / // °
u.
zz ROP SED DQT PROP $ED z PROPOSED z5 - WALL D - STA.D+00. - - / I O / '\� / / `. SHEET N0.
PU DRAINAGE BENEATH PRIVATE ACCESS5 - �PR�POSEV OT STD. ES 1 3. F pnnF� - 483 TW :< / IN FEET
��j onnn mni nic S`Jn P p p EMn PROPOSPD8 HDR - G, 475 BW �\\ ) o
NT_-_...._LTIOJ>�A IOFf-DRAINS S�tly EN9` 4778E ------ / I I / / / \ 1 inch = 30 ft. O
`El
_p4GDB G.� LOCATED WITHIN PRIVATE D PG:_ lO- \ C11i //
499
4941
7/6/22
LO
12
/WALI
Lu
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\n�w^/�r|�—/`^{>/
Design Year: 10 Project: Galaxie Farm Job 4: 202194 Prepared by: FGM, PE
INLET
STATION
OUTLETWATER
SURFACE ELEV
Do
Qa
ZW
Sf,
Hf
JUNCTION LOSS
FINAL
H
INLET WATER
SURFACE ELEV.
RIM
ELEV
V.
Ho
QIN
VIN
Q;*V;
V; /2g
H;
ANGLE
Ho
Hr
1.3H7
.SHr
487.53
75.00
8.00
0.46
0.00
0.09
8.11
0.26
CO-J
0.46
5.15
2.37
0.41
0.14
167.00
0.29
0.69
0.89
N/A
0.99
488.52
501.33
496.28
77.00
8.00
0.46
0.00
0.10
5.15
0.10
YD4I
0.00
167.00
0.00
0.10
0.13
N/A
0.23
496.51
499.75
484.03
36.98
8.00
0.30
0.00
0.02
3.51
0.05
R175
0.30
2.36
0.71
0.09
0.03
167.00
0.06
0.14
0.18
N/A
0.20
484.23
490.50
484.61
103.89
8.00
0.30
0.00
0.05
2.36
0.02
RF5A
0.00
166.00
0.00
0.02
0.03
N/A
0.08
484.70
490.50
484.53
1 29.44
8.00
0.23
0.00
1 0.01
5.45
0.12
R174
0.12
3.03
0.36
0.14
0.05
139.00
0.10
0.27
0.34
N/A
0.35
484.89
488.00
486.53
95.33
8.00
0.12
0.00
0.01
3.03
0.04
RF4A
1
10.00
133.00
1 0.00
10.04
0.05
1 N/A
0.05
486.59
489.50
484.81
64.79
12.00
1.04
0.00
0.05
3.21
0.04
RFl
0.75
2.93
2.19
0.13
0.05
127.00
0.09
0.18
0.23
N/A
0.28
485.09
489.48
485.13
107.73
12.00
0.75
0.00
0.04
2.93
0.03
RF1A
0.75
2.93
2.19
0.13
0.05
128.00
0.09
0.17
0.23
N/A
0.27
485.40
490.00
485.67
40.54
12.00
0.75
0.00
0.02
2.93
0.03
RF1B
0.75
2.93
2.19
0.13
0.05
116.00
0.09
0.17
0.23
N/A
0.24
485.91
488.50
485.91
68.34
12.00
035
0.00
0.03
2.93
0.03
YDIC
0.48
4.75
2.28
0.35
0.12
111.00
025
040
0.52
N/A
055
486.46
488.25
486.46
47.85
12.00
0.48
0.00
0.01
4.75
0.09
YD1D
0.13
3.20
0.43
0.16
0.06
167.00
0.11
0.25
0.33
N/A
0.34
486.80
488.75
487.55
99.37
12.00
0.13
0.00
0.00
3.20
10.041
YD1E
0.00
171.00
0.00
0.04
0.05
N/A
0.05
487.60
491.75
488.05
29.79
12.00
1.20
0.00
0.03
3.35
0.04
RF6
1.20
3.35
4.02
0.17
0.06
134.00
0.12
0.23
0.29
N/A
0.32
488.37
491.50
488.37
71.34
12.00
1.20
0.00
0.07
3.35
0.04
R176A
1.20
3.35
4.02
0.17
0.06
138.00
0.12
0.23
0.29
N/A
0.36
488.74
491.67
488.74
45.36
12.00
1.20
0.00
0.04
3.35
0.04
YD-513
0.00
144.00
0.00
0.04
0.06
N/A
0.10
488.84
489.75
489.80
33.48
12.00
0.19
0.00
0.00
6.92
0.19
C04F
0.19
3.07
0.57
0.15
0.05
0.00
0.00
0.24
0.31
N/A
0.31
490.11
503.00
496.30
28.62
12.00
0.19
0.00
0.00
3.07
0.04
C04G
0.19
5.97
1.11
0.55
10.19,
0.00
0.00
0.23
0.30
N/A
0.30
496.60
505.75
496.60
60.56
12.00
0.19
0.00
0.00
5.97
0.14
YD4H
0.00
0.00
0.00
0.14
0.18
N/A
0.18
496.78
507.50
486.30
42.12
12.00
0.58
0.00
0.01
6.34
0.16
C04C
0.58
4.74
2.76
0.35
0.12
0.00
0.00
0.28
036
N/A
0.37
486.67
1 491.75
488.55
53.91
12.00
0.58
0.00
0.01
4.74
0.09
YD4D
1
0.19
6.92
1.29
0.74
0.26
0.00
0.00
0.35
0.45
N/A
0.46
489.01
492.00
489.80
30.88
12.00
0.25
0.00
0.00
3.59
0.05
YD4E
0.00
0.00
0.00
0.05
0.06
N/A
0.07
489.87
492.67
489.55
52.00
12.00
0.19
0.00
0.00
2.49
0.02
YD413
0.00
0.00
0.00
0.02
0.03
N/A
0.03
489.58
492.25
486.80
94.18
12.00
0.69
0.00
0.03
5.32
0.11
YD4
0.19
2.49
0.47
0.10
0.03
90.00
0.07
0.21
0.27
N/A
0.30
487.10
492.00
489.55
52.00
12.00
0.19
0.00
0.00
2.49
0.02
YD4A
0.00
0.00
0.00
0.02
0.03
N/A
0.03
489.58
492.25
495.05
98.00
12.00
2.50
0.00
0.41
7.69
0.23
YD3
2.36
9.18
21.67
1.31
0.46
91.00
0.92
1.60
2.08
N/A
2.50
497.55
500.00
497.80
47.46
12.00
2.36
0.00
0.18
9.18
0.33
YD3A
1.86
9.59
17.81
1.43
0.50
90.00
1.00
1.83
2.37
N/A
2.55
500.35
502.33
500.35
90.19
12.00
1.86
0.00
0.21
9.59
0.36
YD3B
1.35
8.57
11.59
1.14
0.40
178.00
0.80
1.56
2.02
N/A
2.23
502.58
508.25
506.05
124.97
12.00
1.35
0.00
0.15
8.57
0.29
YD3C
0.97
9.01
1 8.70
1.26
10.44
180.00
0.88
1.61
2.09
N/A
2.25
508.30
516.00
513.80
44.98
12.00
0.97
0.00
0.03
9.01
0.32
YD3D
0.79
2.96
2.33
0.14
0.05
157.00
0.10
0.46
0.60
N/A
0.62
514.42
1 520.25
518.05
720.30
12.00
0.79
0.00
0.30
2.96
0.03
YD3E
0.26
3.74
0.96
0.22
0.08
169.00
0.15
0.26
0.34
N/A
0.64
518.69
523.83
521.63
58.07
12.00
0.26
0.00
0.00
3.74
0.05
YD3F
1
0.00
155.00
0.00
0.05
0.07
N/A
0.07
521.70
525.33
480.53
42.00
8.00
0.68
0.00
0.11
4.68
0.09
YD2
0.00
130.00
0.00
0.09
0.11
N/A
0.22
480.76
483.00
497.60
130.60
24.00
4.93
0.00
0.05
14.22
0.78
COIA
4-93
8.04
39.62
1.00
035
0.00
0.00
1.14
L48
N/A
1.53
499.13
516.25
512.70
149.65
24.00
4.93
0.00
0.06
8.04
0.25
YDl
0.00
0.00
0.00
0.25
033
N/A
0.39
513.09
517.67
458.10
20.58
15.00
3.57
0.00
0.06
8.60
0.29
12
L68
5.98
10.05
0.56
019
0.00
0.00
0.48
0.63
031
0.38
458.48
470.75
464.00
35.68
15.00
1.68
0.00
0.02
5.98
0.14
14
0.00
170.00
0.00
0.14
0-18
0.09
0.11
1 464.11
470.75
481.38
28.06
15.00
0.87
0.00
0.00
3A6
0.05
36B
0.23
5.45
L28
0.46
0.16
98.00
0.32
0.53
0.69
0.35
0.35
481.73
487.13
474.78
10T93
18
838
0.006
0.64
10.0
0.4
28
7.2
5.8
41.642
0.5
0.18
97
0.365
0.94
1.22
0.61
1.25
476.03
484.43
478.51
27.84
18
7.19
0.004
0.11
5.8
0.1
30
6.0
T3
43.284
0.8
0.29
90
0.574
0.99
L29
0.64
0.76
479.27
484.43
479.70
30.63
18
5.96
0.003
0.08
7.3
0.2
32
5.7
5.1
29.197
0.4
0.14
111
0.287
0.64
0.83
0.41
0.50
480.20
484.50
480.22
59.13
18
5.68
0.002
0.15
5.1
0.1
34
5.4
5.3
29.135
0.4
0.16
173
0.311
0.57
0.74
0.37
0.52
480.74
485.75
480.74
99.52
18
5.45
0.002
0.23
5.3
0.1
36
4.1
53
23.492
0.5
0.18
149
0.352
0.64
0.83
0.42
0.64
481.38
487.17
481.50
109.54
15
4.13
0.003
0.38
5.7
0.1
38
3.8
5.3
20.283
0.4
0.15
160
0.306
0.58
0.76
0.38
0.76
1 482.26
490.76
482.60
28.96
15
3.82
0.003
0.09
5.3
0.1
38B
3.3
4.9
15.974
0.4
0.13
101
0.256
0.49
0.64
0.32
0.41
483.01
490.76
483.01
35.38
15
3.29
0.002
0.08
4.9
0.1
40
2.8
4.5
12.618
0.3
0.11
118
0.219
0.42
0.55
0.27
0.35
483.36
489.48
483.36
90.53
15
2.81
0.002
0.15
4.5
0.1
42
2.2
4.2
9.2402
0.3
0.10
138
0.191
0.37
0.47
0.24
0.38
483.74
491.03
483.93
144.64
15
2.20
0.001
0.14
4.2
0.1
42B
0.6
6.3
3.6948
0.6
0.22
166
0.436
0.72
0.94
0.47
0.61
484.54
489.85
482.55
27.86
15
1.88
0.001
0.02
5.7
0.1
44B
1.0
3.2
3.3232
0.2
0.06
90
0.112
0.30
0.38
0.19
0.21
482.76
488.76
492.72
27.88
15
0.66
0.000
0.00
2.8
0.0
48B
0.00
93
0
0.03
0.04
0.02
0.02
492.74
498.82
471.85
20.76
24
16.52
0.005
0.09
9.0
0.3
24
16.5
10.1
167.46
1.6
0.56
0
0
0.87
N/A
0.44
0.53
472.38
479.42
472.38
100.72
24
16.52
0.005
0.46
10.1
0.4
26
1
1
1
9.1
9.7
88.775
1.5
0.52
107
1.031
1.95
N/A
0.97
1.43
473.81
486.19
478.70
130.91
18
9.11
0.006
0.84
9.7
0.4
44
7.7
9.8
75.369
1.5
0.53
135
1.051
1.94
2.53
1.26
2.10
480.80
488.77
482.62
68.38
18
7.66
0.005
0.31
9.8
0.4
46
7.1
6.1
43.354
0.6
0.20
175
0.401
0.98
1.27
0.64
0.95
483.57
491.37
485.39
28.35
18
7.14
0.004
0.11
6.1
0.1
46B
5.7
9.5
54.447
1.4
0.49
102
0.986
1.62
2.11
1.05
1.17
486.56
491.55
486.56
189.29
15
5.72
0.007
1.26
9.5
0.4
48
3.2
9.9
31.859
1.5
0.53
96
1.056
1.94
2.52
1.26
2.52
489.08
498.78
493.75
159.34
15
3.23
0.002
0.34
9.9
0.4
50
2.5
4.0
10.02
0.3
0.09
178
0.177
0.64
0.83
0.42
0.76
494.51
507.61
501.76
27.83
15
2.49
0.001
0.04
4.0
0.1
50B
1.9
9.9
18.914
1.5
0.53
94
1.055
1.65
2.14
1.07
1.11
502.87
507.80
502.87
147.76
15
1.92
0.001
0.11
9.9
0.4
52
1.0
3.1
13.12911
0.2
1 0.05
1 94
1 0.106
0.54
0.70
0.35
1--F.4-61
8.90
513.11
27.80
15
1.00
0.000
0.01
1 3.1
0.0
52B
I
+
I
1
10.001
94
1 0
10.041
0.05
1 0.02
1 0.03
1 513.14
1 519.02
PIPE DESIGN
n = 0.013 for RCP n = 0.01 for HDPE
Pipe
Hydrology
Pipe
2
c
v a
v E
m_
w NV N U V
O) - V C
o v E E c o
ti
w
N ® d !J
o o c E o 1<
fi E >Z v
J 7 ❑ LL LL R
Pipe run: Sir. 52B -SWM Facility
52B
52
0.30
0.50
0.150
0.150
5.00
6.67
1,00
1.00
51225
512.11
27.8
0.01
0.0050
15
4.95
3.13
0.15
52
50B
0.28
0.50
0,140
0.290
5.15
6.62
0.93
1.92
51201
501.00
147.8
0.01
0.0745
15
19A0
9.85
0.25
50B
50
0.20
0.45
0,090
0.380
5.40
6.54
0.59
2.49
500.90
500.76
27.8
0.01
0.0050
15
4.95
4.03
0.12
50
48
0.26
0.45
0,117
0.497
5.51
6.50
0.76
3.23
500.66
492.75
159.3
0.01
0.0496
15
15.59
9.86
0.27
48
46B
0.26
0.45
0.117
1.261
15.09
4.53
0.53
5.72
4%97
485.50
189.3
0.01
0.0289
15
11.90
9.52
0.33
46B
46
0.31
0.45
0.140
1.590
15.42
4.49
0.63
7.14
484A0
484.19
28.4
0.01
0.0075
18
9.86
6.07
0.08
46
44
0.27
1 0.45
0.122
1,711
15.50
1 4.48
0.54
7.66
483.17
481.42
68.4
0.01
0.0256
1 18
1 18.21
1 9.83
0.12
44
1 26
0.02
1 0.90
0.018
2.042
15.62
4.46
0.08
9.11
480.45
477.50
130.9
0.01
0.0225
18
17.07
9.74
0.22
28
24
0.00
0.90
0.000
3.728
15.84
4.44
0.00
16.52
47227
470.B0
100.7
0.01
0.0168
24
31.58
10.13
0.17
24
SWIM
0.00
0.90
0.000
1 3.726
16.01
4.41
1 0.00
1 16.52
1 470.50
1 470.25
1 20.8
1 0.01
0.0121
24
26.96
8.98
0.04
Pipe run: Sir. 48B - Sir. 48
48B 48 1 0.22 0.45 0.099 1 0.099 1 5.00 1 6.67 1 0.66 1 0.66 1 491.86 1 491.72 1 27.9 1 0.01 1 0.0050 1 15 1 4.95 2.76 1 0.17
Pipe run: Sir. 44B - Sir. 44
44B 1 44 1 0.15 0.65 0.098 1 0.313 1 7.25 1 6.00 1 0.59 1 1.88 1 482.00 1 481.55 1 27.9 1 0.01 1 0.0162 1 15 1 8.91 5.74 1 0.08
Pipe run: Sir. 42B - Sir. 25
42B
42
0.64
0.45
0.288
0.390
8.71
5.65
1.63
2.20
483.83
482.93
144.6
0.01
0.0052
15
5.51
4.20
0.57
42
40
0,02
0.45
0.009
0.509
9.28
5,52
0.05
2.81
48283
482.27
90.5
0,01
0.0062
15
5.51
4.49
0.34
40
38B
0,19
0,50
0,095
0.604
9.62
5,45
0.52
3,29
48217
481,93
35.4
0,01
0,0058
15
5,77
4.85
0,12
38B
38
0.05
0.50
0.025
0.705
9.74
5,42
0,14
3.82
481.83
481.60
29.0
0.01
0.0079
15
6.22
5.30
0.09
38
36
0.13
0.45
0.059
0.764
9.83
5.41
0,32
4.13
481.50
480.50
109.5
0.01
0.0091
15
6.68
5.69
0.32
36
34
0.27
0.45
0.122
1.020
10.15
5.34
0,65
5.45
480.08
479A5
99.5
0.01
0.0053
18
9.03
5.35
0.31
34
32
0.08
0.70
0,058
1 1.076
10A6
1 5.28
0,30
1 5.68
479.35
1 479,02
59.1
1 0.01
a0056
1 18
8.52
5.14
0.19
32
30
0.12
0.50
0,060
1.136
%65
5.24
0,31
5.96
478.92
478.50
30.6
0.01
0,0137
18
13.32
7.27
0.07
30
28
0.16
0.70
0.112
1.374
10.72
5.23
0.59
7.19
477.50
477.31
27.8
0.01
0.0067
18
9.31
5.79
0.08
28
26
0.62
0.50
0.310
1.694
10.80
5.21
1.62
8.78
476.25
473.58
107.9
0.01
0.0247
18
17.88
10.03
0.18
Pipe run: Sir. 36B - Sir. 36
36B 1 36 0.22 0.45 0.099 0.135 5.61 6.47 0.64 0.87 480Al 48020 28.1 0.01 0.0075 15 6.06 3.46 0.14
Pipe run: Sir. 14 - Out
14
1 12
0.28
0.90
0.252
0.252
5.00
6.67
1.68
1.68
463,86
463.00
35.7
0.01
0.0241
15
10.03
5.98
0.10
12
1 OUT
0.62
0.50
0.310
0.562
6.00
6.35
1.97
3.57
457.83
457A0
20.6
0.01
0.0355
15
12.17
8.60
0.04
Pipe run: Yard Drain #1 - Out
YDi
I C01A
1 6.66
0.20
1.332
1.332
1 23.00
3.70
1 4.93
4.93
514.50
511A0
149.7
0.01
0.0227
1 24
1 36.92
8.04
0.31
C01A
I OUT
1 0.00
0.90
0.000
1.332
1 23.31
3.67
1 0.00
4.93
511.00
496.00
130.6
0.01
O. 1149
1 24
1 83.07
14.22
0.15
Pipe run: Yard Drain #2 - Sir. 30
YD2 1 30 1 0.36 0.35 0.126 0.126 10.00 5.37 0.68 0.68 480.75 480.00 42.0 0.01 0.0179 8 1.75 4.68 0.15
Pipe run: Yard Drain #3F - Sir. 48
YD3F
YD3E
0.12
0.40
0.048
0.048
10.00
5.37
0.25
0.25
52233
520.83
58.1
0.01
0.0258
12
6.20
3.74
0.26
YD3E
YD3D
0.25
0.40
0.100
0.148
10.26
5.32
0.53
0.79
520.83
51T25
720.3
0.01
0.0050
12
2.72
2.96
4.05
YD3D
YD3C
0.15
0.40
0.060
0.208
14.31
4.64
0.28
0.97
51T25
513.00
45.0
0.01
0.0945
12
11.86
9.01
0.08
YD3C
YD3B
0.21
0.40
0.084
0.292
14,39
4.63
0.39
1.35
513.00
505.25
125.0
0.01
0.0620
12
9.61
8.57
0.24
YD313
YD3A
0.28
0.40
0.112
0.404
14.64
4.60
0.51
1.86
505.25
499.33
90.2
0.01
0.0656
12
9.89
9.59
0.16
YD3A
YD3
0.28
0.40
0.112
0.516
14.79
4.57
0,51
2.36
499.33
497,00
47.5
0.01
0.0491
12
8.55
9.18
0.09
YD3
48
0.08
0.40
0.032
0.548
14.88
4,56
0,15
2.50
497.00
494.25
98.0
0.01
0.0281
12
6.47
7.69
0.21
Pipe run: Yard Drain #4A - Sir. 42
YD4A
YD4
0.06
0.50
0,030
0.030
6.00
1 6,35
0.19
0.19
489.25
1 488.75
52.0
0.01
1 0.0095
12
1 3.78
2.49
0.35
YD4
42
0.10
0.50
0.050
0.110
6.35
1 6.25
0,31
0.69
488.75
1 486,00
94.2
0.01
1 0.0292
12
1 6.60
5.32
0.30
Pipe run: Yard Drain #413 -Yard Drain #4
YD4B YD4 0.08 0.50 0.030 0.030 8.00 8.35 0.19 0.19 489.25 466.75 52.0 0.01 0.0096 12 3.78 2.49 0.35
Pipe run: Yard Drain #4E - Sir. 42B
YD4E
YD4D
0.08
0.50
0,040
0.040
1 6.00
1 6.35
1 0.25
0.25
489.67
489.00
30.9
0.01
1 0.0217
1 12
1 5,69
3.59
0.14
YD4D
C04C
0.06
0.50
0.030
0.102
1 8.41
1 5.72
1 0.17
0.58
489.00
487.75
53.9
0.01
1 0.0232
1 12
5.88
4.74
0.19
C04C
42B
0.00
0.90
0.000
0.102
1 8.59
1 5.67
1 0.00
0.58
487.75
485.50
1 42.1
0.01
1 0.0534
1 12
8.92
6.34
0.11
Pipe run: Yard Drain #4H -Yard Drain #4D
YD41-1
C04G
0.08
0.40
0.032
0.032
1 8.00
1 5.81
1 0.19
0.19
495.75
487.00
1 60.6
0.01
1 0.1445
1 12
14.67
1 5.97
0.17
C04G
C04F
0.00
0.90
0.000
0.032
8.17
5.77
0.00
0.19
496.00
495.50
28.6
0.01
0.0175
12
5.10
3.07
0.16
C04F
YD4D
0.00
0.90
0.000
0.032
8.32
5.74
0.00
0.19
495.50
489.00
33.5
0.01
0.1941
12
17.01
6.92
0.08
Pipe run: Yard Drain #513 - Str. 46B
YD-513
RF6A
0.42
0.45
0.189
0.189
6.00
6.35
1.20
1.20
487.99
487.76
45.4
0.01
0.0050
12
2.73
3.35
0.23
RFBA
RF6
0,00
0,90
0,000
0,189
6.23
6,28
0.00
1.20
48T76
487,40
71.3
0,01
0,0050
12
2,73
3,35
0,35
RF6
46B
0,00
0,90
0,000
1 0,189
6,58
6,18
0,00
1 1,20
48T40
487,25
29.8
1 0,01
0,0050
12
2,73
3,35
0,15
Pipe run: Yard Drain #lE - Sir. 44B
YD1E
YDiD
0.04
0.50
0.020
0.020
5.00
6.67
0.13
0.13
489.75
486.75
99.4
0.01
0.0302
12
6.71
3.20
0.52
YDiD
YDiC
0.09
0.60
0.054
0.074
5.52
6.50
0.35
0.48
486.75
485.41
47.9
0.01
0.0280
12
6.46
4.75
0.17
YDiC
RF113
0.07
0.60
0,042
0.116
5.68
5A5
0.27
0.75
485Al
485.07
68.3
0.01
0.0050
12
2.73
2.93
0.39
RFiB
RF1A
0.00
0.90
0,000
0.116
6.07
6.33
0.00
0.75
485.07
484.87
40.5
0.01
a0050
12
2.73
2.93
0.23
RRA
RF1
0.00
0.90
0.000
0.116
6.30
6.26
0.00
0.75
484.87
484.33
107.7
0.01
0.0050
12
2.73
2.93
0.61
RF1
44B
0.06
0.90
0.054
0.170
6.92
6.09
0.33
1.04
484.33
484.01
64.8
0.01
0.0050
12
2.73
3.21
0.34
Pipe run: Yard Drain #4A - Sir. 36B
RF4A
RF4
0.02
0.90
0.018
1 0.018
5.00
6.67
0.12
1 0.12
1 488.00
1 488.00
1 95.3
1 0.01
1 0.0210
8
1 1.90
3.03
1 0.52
RF4
36B
0.02
0.90
0.018
1 0.036
5.52
6.50
0.12
1 0.23
1 486.00
1 484.00
1 29.4
1 0.01
1 0.0879
8
1 3.41
5.45
1 0.09
Pipe run: Yard Drain #5A - Sir. 44B
RFSA
RF5
0.05
0.90
0.045
1 0.045
1 5.00
1 6.67
1 0.30
1 0.30
1 484.60
1 484.08
1 103.9
1 0.01
1 0.0050
1 8
1 0.93
1 2.36
1 0.73
RF5
44B
0.00
0.90
0.000
1 0.045
1 5.73
1 6.43
1 0.00
1 0.30
1 484.08
1 483.50
1 37.0
1 0.01
1 0.0157
1 8
1 1.64
1 3.51
1 0.18
Pipe run: Yard Drain #41 - Sir. 38B
YD41
C0.1
0.19
0.40
0.076
0.976
1 7.00
1 G..
1 0.46
1 0.48
1 498.25
1 495,75
1 77.0
1 0.01
1 0.0325
8
1 2.38
1 5.15
1 0.25
COJ
38B
0.00
0.90
0.000
0.076
1 7.25
1 6.00
1 0.00
1 0.46
1 495.75
1 487.00
1 75.0
1 0.01
1 0.1167
8
1 4.47
1 8.11
1 0.15
IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
4.00 (Intensity is 4 inlhr for spread, and 6.5 in/hr for capacity and depth)
s Coefficient. n is 0.013
Z,
O P
d O>
ti
o'-
co
❑ q
Q U U Or fad' 6
0
o
m w 3 0
o v M _
`v v d iu u .5
w _
N N 3 N N F W
N
l M
v c a
- = E
a a F K
Left
0.12
0.70
0.084
0.34
1.11
1.34
0.005
0.020
2
0.083
4.1500
5.05
0.88
Right
0.03
0.70
0.021
0.08
0.00
0.08
0.005
0.020
2
0.083
4.1500
3.00
0.99
STR 8 DI-3C 6.0
combined flow
0.42
0.07 0.155 3.56
Left
0.49
1 0.62
0.304
1.22
0.00
1.22
0.005
0.020
2
0.083
4.1500
8.17
0.65
Right
0.13
0.82
0.081
0.32
0.00
0.32
0.005
0.020
2
0.083
4.1500
4.97
0.88
STR 12 DI-3C 8.0
combined flow
1.5
0.15 1 0.326 7.46
Left
0c9
0.90
0.081
0.32
0.00
0.32
0.005
0.020
2
0.083
4.1500
4.98
0.88
Right
0.19
0.90
0.171
0.68
0.00
0.68
0.005
0.020
2
0.083
4.1500
a W
0.77
STR 14 DI-3C 8.0
combined flow
1.0
0.11 0.246 T 5.63
Left
0.06
1 0.90
1 0.054
0.22
0.00
0.22
0.005
0.020
2
0,083
4,1500
4,27
0.94
Right
0.04
0.90
0,036
0.14
0.00
0,14
0.005
0,020
2
0,083
4,1500
3,67
0,97
STR 18 DI-3C 6.0
combined flow
0.4
0.06 0.140 3.21
LeR
0.25
0.50
0.125
0.50
0.00
0.005
0.020
2
0.083
4.1500
5.86
0.83
Right
0.37
0.50
0.185
0.74
0.00
0.005
0.020
2
0.083
4.1500
6.78
0.75
STR 28 DI-3C 8.0
combined flow
0.13 0.262 646
Left
0.14
0.70
0.098
0.39
0.00
r0.50
0.005
0.020
2
0.083
4.1500
5.35
0.w
Righ[
0.02
0.70
0.014
0.06
0.00
0.005
0.020
2
0.083
4.1500
258
0.99
STR 30 DI-3C 6.0
combined flowLeR
0.11
0.45
0.050
0.20
0.00
0.005
0.020
2
0.083
4.1500
4.14
0.94
Right
0.18
0.45
0.072
0.29
0.00
0.29
0.005
0.020
2
0.083
4,1500
4.76
0.90
STR 36 DI-3C 6.0
combined flow
0.5
CiAl 0.238 0.22
LeR
0.15
0.50
0.075
0.30
0.00
0.30
0.005
0.020
2
0.083
4.1500
4.64
0.89
Right
0.14
0.50
0.070
0.28
0.00
0.28
0.005
ME
2
0.083
4.1500
4.71
0.89
STR 40 DI-3C 8.0
combined flow
0.6
0.09 0.193 4.42
LeR
0.37
0.45
0.167
0.67
0.00
0.67
0.005
0.020
2
0.083
4.1500
6.52
0.78
Right
0.27
0.45
0.122
0.49
0.00
0.49
0.005
0.020
2
0.083
4.1500
5.79
0.84
STR 42B DI-3C 8.0
combined flow
1.2
0.12 0.269 6,15
All
0.16
0.65
0.104
0.42
1 0.00
0.42
0.005
1 0.020
2
0.083
4.1500
5.47
0.86
STR 2213 DI-3B 8.0
combined flow
0.4
0A0 0.211 L84
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity 6.50 (Intensity is 4 inlhr for spread, and 6.5 in/hr for capacity and depth)
Manninas Coefficient. n is 0.013
i 3
r0
--
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Left
0.12
0.70
0.084
0.55
0.00
0.55
0.005
0.020
2
0.083
4.1500
8.05
0.82
Right
0.03
0.70
0.021
0.14
0.00
0.14
0.005
0.020
2
0.083
4.1500
3.60
0.98
STR8 DI-3C 6.0
combined flow
0.68
0,10 0.215 4.92
Left
1 0.49
1 0.62
10.304
1.97
0.00
1.97
0,005
0.020
2
0.083
4.1500
9.80
0.59
Right
0.13
OM0.081
0.52
0.00
0.52
0.005
0.020
2
0.083
4.1500
5.96
0.83
STR 12 DI-3C 8.0
combined flow
2.5
0.21 0.450 10.31
Left
0.09
0.90
0.081
0.53
0.00
0.53
0,005
0.020
2
0,083
4.1500
5.97
0.81
Right
0.19
0.90
0.171
1.11
0.00
I'll
0.005
0.0201
2
0.083
4.1500
7.90
0.67
STR 14 DI-3C 8.0
combined flow
1.6
0.16 0.340 7.78
Left
0,06
0.90
1 0.054
0.35
0.00
0.35
0.005
0.020
2
0.083
4.1500
0,88
Right
0.04
0.90
0.036
0.23
0.00
0.23
0.005
0.020
2
0.083
4.1500
1
4.41
0.92
STR 18 r DI-3C 6.0
combined flow
0.6
0.09 0.194 1 4.44
Le'
0.25
0.50
0.125
0.81
0.00
0.81
0.005
0.020
2
0.083
4.1500
7.03
0.74
Right
0.37
0.50
0.1145
1.20
0.00
1.20
0.005
0.020
2
0.083
4.1500
8.14
1 0.67
STR 28 DI-3C 8.0
combined flow
2.0
0.18 0.390 8.93
Left
1 0.14
10.70
10.098
1 0.64
1 0.00
0.64
0.005
0.020
2
0.083
4.1500
6.41
1 0.78
Right
0.02
0.70
10.0141
0,09
1 0,00
0.09
0.005
0.020
2
0.083
4.1500
3.09
1 0.99
STR 30 DI-3C 6.0
combined flow
0.7
0.10 0.224 5.14
LeR
0.11
0.45
0.050
0.32
0.00
0.32
0.005
0.020
2
0.083
4.1500
4.96
0.88
Righ[
0.18
0.45
0.072
0.47
0.00
0.47
0.005
0.020
2
0.083
4.1500
5.71
0.84
STR 36 DI-3C 6.0
combined flow
0.8
CiAl 0.236 0.22
Left
1 0.15
1 0.50
10.075
0.49
1 0.00
0.49
0.005
0.020
2
0.083
4.15W
5.60
0.83
Right
1 0.14
1 0.50
10.070
1i 0,48
1 0,00
0.46
0.005
0.020
2
0.083
4.1500
1
0.84
STR 40 DI-3C 6.0
combined flow
0.9
0.12 0.266 6.11
Left
1 0.37
1 0.45
10.167
1.08
0.00
1.08
0.005
0.020
2
0.083
4.1500
7.82
0.71
Right
1 0.27
1 0.45
10.122
0.79
0.00
0.79
0.005
0.020
1 2
0.083
4.1500
6.95
0.75
STR 42B DI-3C 8.0
combined flow
1.9
0.17 0.371 8,51
All
0.16
0.65
0.104
0.68
0.00
0.68
0.005
0.020
2
0.083
4.1500
6.56
0.79
STR 22B FDI-3B 8.0
combined Aow
I
0.13 0.292 1 8.69
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity
4.00
(Intensity is 4
in/hr for spread, and
6.5 in/hr
for capacity and depth)
Intensity
6.50
(Intensity is 4
in/hr for spread, and
6.5 in/hr
for capacity and depth)
Mannings Coefficient, n is 0.013
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
Inlet
Hydrology
Curb and Gutter
Inlet
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18B
313
4.0
0.04
0.90
0.036
0.14
0,00
0.14
0.005
0.02
2
1 0.083
1 4.1500
1 3.67
0.92
3.5120
0.1463
0.1546
2.10
1.90
1.00
0.14
0.00
-
18B
3B
4.0
0.04
0.90
0.036
0.23
0.00
0.23
0.005
0.02
2
0.083
4.1500
4.41
0.92
3.5120
0.1463
0.1546
2.58
1.55
1.00
0.23
0.00
-
20
313
6.0
0.08
0.60
0.048
0.19
0,00
0,19
0.025
0.02
2
0.083
4.1500
3.02
0.99
3.5120
0.1463
0.1649
3.71
1.62
1.00
0.19
0.00
-
20
38
6.0
0.08
0.60
0.048
0.31
0.00
0.31
0.025
0.02
2
0.083
4.1500
3.62
0.97
3.5120
0.1463
0.1619
4.60
1.30
1.00
0.31
0.00
-
22B
313
8.0
0.19
0.75
0.143
0.57
0,00
0.57
0.020
0.02
2
0.083
4.1500
4.74
0,90
3.5120
0.1463
0.1517
5.74
1.39
1.00
0.57
0.00
-
22B
3B
8.0
0.19
0.75
0.143
0.93
0.00
0.93
0.020
0.02
2
0.083
4.1500
5.69
0.84
3.5120
0.1463
0.1429
7.30
1.10
1.00
0.93
0.00
_
32
313
A0
0.12
0.50
0.060
0.24
0,00
0,24
0.005
0.02
2
0.083
4.1500
4A5
0.88
3.5120
0.1463
0.1488
2a6
1.50
1.00
0.24
0.00
-
32
3B
4.0
0.12
0.50
0.060
0.39
0.00
0.39
0.005
0.02
2
0.083
4.1500
5.34
0.88
3.5120
0.1463
0.1466
3.27
1.22
1.00
0.39
0.00
_
34
313
6.0
0.08
0.70
0.056
0.22
0.00
0.22
0.020
0.02
2
0.083
4.1500
3.34
0,95
3.5120
0.1463
0.1590
3.77
1.59
1.00
0.22
0.00
-
34
38
6.0
0.08
0.70
0.056
0.36
0.00
0.36
0.020
0.02
2
0.083
4.1500
4.01
0.95
3.5120
0.1463
0.1590
4.62
1.30
1.00
0.36
0.00
-
36B
313
6.0
0.22
0.45
0.099
0.40
0.00
0.40
0.005
0.02
2
0.083
4.1500
5.37
0,79
3.5120
0.1463
0.1356
3.48
1.73
1.00
0.40
0.00
-
36B
38
313
313
6.0
6.0
0.22
0.13
0.45
0.45
0.099
0.059
0.64
0.38
0.00
0.00
0.64
0.38
0.005
0.049
0.02
0.02
2
2
0.083
0.083
4.1500
4.1500
6.44
3.44
0.79
0.98
3.5120
3.5120
0.1463
0.1463
0.1356
0.1634
4.26
6.06
1.41
0.99
1.00
1.00
0.64
0.38
0.00
0.00
-
-
38
313
6.0
0.13
0,45
0.059
0.23
0,00
0,23
0.049
0.02
2
0.083
4.1500
2.87
0.98
3.5120
0.1463
0.1634
4.94
1.21
1.00
D23
D00
-
38B
313
6.0
0.05
0.50
0.025
0.10
0.00
0.10
0.049
0.02
2
0.083
4.1500
2.09
0,99
3.5120
0.1463
0.1649
3.44
1.74
1.00
0.10
0.00
-
38B
42
313
1 313
6.0
4.0
0.05
1 0.02
0.50
1 0,45
0.025
0.009
0.16
0.06
0.00
0,00
0.16
0.06
0.049
0.005
0.02
1 0.02
2
2
0.083
0.083
4.1500
4.1500
2.50
2.62
0.99
0.99
3.5120
3.5120
0.1463
0.1463
0,1649
0,1649
4.22
1,38
1.42
2,89
1.00
1.00
0.16
0.06
0.00
0.00
-
-
42
313
4.0
0.02
1 0.45
0.009
0.04
0.00
1 0.04
0.005
1 0.02
2
0.083
4.1500
2.18
0.99
3.5120
1 0.1463
0.1649
1.13
3.54
1 1.00
0.04
0.00
-
44
313
4.0
0.02
0.90
0.018
0.07
0.00
0.07
0.037
0.02
2
0.083
4.1500
1.95
1.00
3,5120
0,1463
0.1663
2.74
1.46
1.00
0.07
0.00
-
44
313
4.0
0.02
0.90
0.018
0.12
0.00
0.12
0.037
0.02
2
0.083
4.1500
2.33
1.00
3.5120
0.1463
0.1663
3.36
1.19
1.00
0.12
0.00
-
448
38
8.0
0.17
0.65
0.111
0.44
0.08
0.52
0.037
0.02
2
0.083
4.1500
4.08
0.90
3.5120
0.1463
0.1517
6.63
1.21
1.00
0.44
0.00
-
44B
3B
8.0
0.17
0.65
0.111
0.72
0,27
0.99
0.037
0.02
2
0.083
4.1500
5A9
0.90
3.5120
0.1463
0,1517
8,69
0,92
1.00
0.72
0.00
-
46
38
8.0
0.27
0.45
0.122
0.49
0.00
0.49
0.038
0.02
2
0.083
4.1500
3.95
0.90
3.5120
0.1463
0.1517
6.51
1.23
1.00
0.49
0.00
-
46
3B
8.0
0.27
0.45
0.122
0.79
0.00
0.79
0.038
0.02
2
0.083
4.1500
4.75
0.90
3.5120
0.1463
0.1517
7.98
1.00
1.00
0.79
0.00
-
46B
3B
6.0
0.31
0.45
0.140
0.56
0.00
0.56
0.038
0.02
2
0.083
4.1500
4A7
0.89
3.5120
0.1463
0.1502
6.94
0.86
1.00
0.56
0.08
44B
46B
3B
6.0
0.31
0.45
0.140
0.91
0.00
0.91
0.038
0.02
2
0.083
4.1500
5.01
0.89
3.5120
0.1463
0A502
8.51
0.71
1.00
0.91
0.27
44B
48
3B
8.0
0.26
0.45
0.117
0.47
0.00
0.47
0.040
0.02
2
0.083
4.1500
3.87
0.90
3.5120
0.1463
0.1517
6.51
1.23
1.00
0.47
0.00
-
48
3B
8.0
0.26
0.45
0.117
0.76
0.00
0.76
0.040
0.02
2
0.083
4.1500
4.64
0.90
3.5120
0.1463
0.1517
T98
1.00
1.00
0.76
0.00
-
48B
3B
8.0
0.22
0,45
0.099
0.40
0,00
0,40
0.040
0.02
2
0.083
4.1500
3.63
0,93
3.5120
0.1463
0,1561
5,96
1,34
1.00
0.40
0.00
-
48B
3B
8.0
0.22
0.45
0.099
0.64
0.01
0.66
0.040
0.02
2
0.083
4.1500
4.40
0.93
3.5120
0.1463
0.1561
7.38
1.08
1.00
0.64
0.00
-
50
3B
10.0
0.26
0.45
0.117
0.47
0,00
0,47
0.071
0.02
2
0.083
4.1500
3.47
0.95
3.5120
0.1463
0,1590
7.51
1.33
1.00
0.47
0.00
-
50
3B
10.0
0.26
0.45
0.117
0.76
0.17
0.93
0.071
0.02
2
0.083
4.1500
4.50
0.95
3.5120
0.1463
0A590
10.05
1.00
1.00
0.76
0.00
-
50B
3B
8.0
0.20
0.45
0.090
0.36
0.00
0.36
0.071
0.02
2
0.083
4.1500
3.15
0.96
3.5120
0.1463
0.1605
6.69
1.20
1.00
0.36
0.00
-
50B
3B
8.0
0.20
0.45
0.090
0.59
0.00
0.59
0.071
0.02
2
0.083
4.1500
3.78
0.96
3.5120
0.1463
0.1605
8.21
0.97
1.00
0.59
0.01
48B
52
3B
10.0
0.28
0.50
0.140
0.56
0.00
0.56
0.055
0.02
2
0.083
4.1500
3.90
0.90
3.5120
0.1463
0.1517
T72
1.30
1.00
0.56
0.00
-
52
3B
10.0
0.28
0.50
0.140
0.91
0.00
0.91
0.055
0.02
2
0.083
4.1500
4.68
0.90
3.5120
0.1463
0.1517
9A7
1.06
1.00
0.91
0.00
-
52B
3B
8.0
0.30
0.50
0.150
0.60
0.00
0.60
0.055
0.02
2
0.083
4.1500
4.00
0.90
3.5120
0.1463
0.1517
7.95
1.01
1.00
0.60
0.00
-
52B
3B
8.0
0.30
0.50
0.150
0.98
0.00
0.98
0.055
0.02
2
0.083
4.1500
4.80
0.90
3.5120
0.1463
0.1517
9.74
0.82
1.00
0.98
0.17
50
SCOTT7R. 05-LLINSZI
Lic. No. 035791
7/6/22InKTAT
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DesignYear: 10 Project: Galaxie Farm Job #: 202194 Prepared FGM, PE
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JOB NO.
202194
SCALE
N/A
SHEET N0.
16
AGE
DRAINAGE DESCRIPTIONS
PIPE INFORMATION
INLET INFORMATION
STIR. NO.
DIA.
in.
LENGTH*
ft.
SLOPE
%
INVERT
IN
INVERT
OUT
MATERIAL
INLET TYPE
Curb
T
SLOT
LENGTH
RIM*
ELEVATION
COMMENTS
52B
DI-3B
CG-6
8'
519.02
VDOTSTD. IS-1 REO'D
52A
15
27.80
0.50%
512.25
512.11
HDPE
52
DI-3B
CG-6
10'
518.90
VDOTSTD. IS-1 REO'D
51
15
147.76
7.45°h
512.01
501.00
HDPE
50B
DI-3B
CG-6
8'
507.80
VDOTSTD.IS-1 REO'D
50A
15
27.83
0.50°�
500.90
500.76
HDPE
50
DI-3B
CG-6
8'
507.61
VDOTSTD.IS-1 REO'D
49
15
159.34
4.96%
500.66
492.75
HDPE
48
DI-3B
CG6
8'
498.78
VDOTSTD. IS-1 REO'D
47
15
189.29
2.89%
490.97
485.50
HDPE
46B
DI-3B
CG-6
6'
491.55
VDOTSTD.IS-1 REO'D
46A
18
28.35
0.75°h
484.40
484.19
HDPE
46
DI-3B
CG-6
8'
491.37
VDOTSTD.IS-1 REO'D
45
18
68.38
2.56°�
483.17
481.42
HDPE
44
DI-3B
CG6
4'
488.77
VDOTSTD. IS-1 REO'D
43
18
130.91
2.25%
480.45
477.50
HDPE
26
MH-1
-
-
486.19
VDOTSTD. IS-1 REO'D
25
24
100.72
1.66%
472.27
470.60
HDPE
24
MH-1
-
-
479.42
VDOTSTD.IS-1 REO'D
23
24
20.76
1.21°h
470.50
470.25
HDPE
48B
DI-3B
CG-6
8'
498.82
VDOTSTD.IS-1 REO'D
48A
15
27.88
0.50°h
491.86
491.72
HDPE
44B
DI-3B
CG-6
8'
488.76
VDOTSTD.IS-1 REO'D
44A
15
27.86
1.62%
482.00
481.55
HDPE
42B
DI-3C
CG6
8'
489.85
VDOTSTD. IS-1 REO'D
42A
15
144.64
0.62%
483.83
482.93
HDPE
42
DI-3B
CG-6
4'
491.03
VDOTSTD.IS-1 REO'D
41
15
90.53
0.62°h
482.83
482.27
HDPE
40
DI-3C
CG-6
6'
489.48
VDOTSTD.IS-1 REO'D
39
15
35.38
0.68°�
482.17
481.93
HDPE
38B
DI-3B
CG6
6'
490.76
VDOTSTD. IS-1 REO'D
38A
15
28.96
0.79%
481.83
481.60
HDPE
38
DI-3B
CG6
6'
490.76
VDOTSTD. IS-1 REO'D
37
15
109.54
0.91%
481.50
480.50
HDPE
36
DI-3C
CG-6
6'
487.17
VDOTSTD.IS-1 REO'D
35
18
99.52
0.63°h
480.08
479.45
HDPE
34
DI-3B
CG-6
6'
485.75
VDOTSTD.IS-1 REO'D
33
18
59.13
0.56°h
479.35
479.02
HDPE
32
DI-3B
CG6
4'
484.50
VDOTSTD. IS-1 REO'D
31
18
30.63
1.37%
478.92
478.50
HDPE
30
DI-3B
CG-6
6'
484.43
VDOTSTD. IS-1 REO'D
29
18
27.84
0.67%
477.50
477.31
HDPE
28
DI-3C
CG-6
8'
484.43
VDOTSTD.IS-1 REO'D
27
18
107.93
2.47°h
476.25
473.58
HDPE
36B
DI-3B
CG-6
6'
487.13
VDOTSTD.IS-1 REO'D
36A
15
28.06
0.75°�
480.41
480.20
HDPE
14
DI-3C
CG6
8'
470.75
VDOTSTD. IS-1 REO'D
13
15
35.68
2.41%
463.86
463.00
RCP3
12
DI-3C
CG-6
8'
470.75
VDOTSTD. IS-1 REO'D
11
15
20.58
3.55%
457.83
457.10
RCP3
YD1
EW-1
-
517.67
YD1-001A
24
149.65
2.27%
514.50
511.10
HDPE
C01A
Cleanout
24"
516.25
C01A-OUT
24
130.60
11.49%
511.00
496.00
HDPE
YD2
Yard Drain Inlet
18"
483.00
YD2-30
8
42.00
1.79°h
480.75
480.00
HDPE
YD3F
Yard Drain Inlet
18"
525.33
YD3F-YD3E
12
58.07
2.58°h
522.33
520.83
HDPE
YD3E
Yard Drain Inlet
18"
523.83
YD3D-YD3D
12
720.30
0.50%
520.83
517.25
HDPE
YD3D
Yard Drain Inlet
18"
520.25
YD3D-YD3C
12
44.98
9.45%
517.25
513.00
HDPE
YD3C
Yard Drain Inlet
18"
516.00
YD3GYD3B
12
124.97
6.20°h
513.00
505.25
HDPE
YD3B
Yard Drain Inlet
18"
508.25
YD3B-YD3A
12
90.19
6.56°�
505.25
499.33
HDPE
YD3A
Yard Drain Inlet
18"
502.33
YD3A-YD3
12
47.46
4.91%
499.33
497.00
HDPE
YD3
Yard Drain Inlet
18"
500.00
YD3-48
12
98.00
2.81%
497.00
494.25
HDPE
YD4A
Yard Drain Inlet
18"
492.25
YD4A-YD4
12
52.00
0.96°h
489.25
488.75
HDPE
YD4
Yard Drain Inlet
18"
492.00
YD4-42
12
94.18
2.92°�
488.75
486.00
HDPE
YD4B
Yard Drain Inlet
18"
492.25
YD4B-YD4
12
52.00
0.96%
489.25
488.75
HDPE
YD4E
Yard Drain Inlet
18"
492.67
YD4E-YD4D
12
30.88
2.17°h
489.67
489.00
HDPE
YD4D
Yard Drain Inlet
18"
492.00
YD4D-004C
12
53.91
2.32°h
489.00
487.75
HDPE
C04C
Cleanout
12"
491.75
C04C-42B
12
42.12
5.34%
487.75
485.50
HDPE
YD4H
Yard Drain Inlet
18"
507.50
YD4H-004G
12
60.56
14.45%
495.75
487.00
HDPE
C04G
Cleanout
12"
505.75
C04G-004F
12
28.62
1.75°h
496.00
495.50
HDPE
C04F
Cleanout
12"
503.00
C04F-YD4D
12
33.48
19.41°h
495.50
489.00
HDPE
YD-5B
Yard Drain Inlet
18"
489.75
YD5B-RF6A
12
45.36
0.50%
487.99
487.76
HDPE
RF6A
Cleanout
12"
491.67
RF6A-RF6
12
71.34
0.50%
487.76
487.40
HDPE
RF6
Cleanout
12"
491.50
RF6-46B
12
29.79
0.50°h
487.40
487.25
HDPE
YD1E
Yard Drain Inlet
18"
491.75
YD1E-YD1D
12
99.37
3.02°h
489.75
486.75
HDPE
YD1D
Yard Drain Inlet
18"
488.75
YD1D-YD1C
12
47.85
2.80%
486.75
485.41
HDPE
YD1C
Yard Drain Inlet
18"
488.25
YD1C-RF1B
12
68.34
0.50%
485.41
485.07
HDPE
RF1B
Cleanout
12"
488.50
RF1B-RF1A
12
40.54
0.50°h
485.07
484.87
HDPE
RF1A
Cleanout
12"
490.00
RF1A-RF1
12
107.73
0.50°h
484.87
484.33
HDPE
RF1
Cleanout
12"
489.48
RF1-44B
12
64.79
0.50%
484.33
484.01
HDPE
RF4A
Cleanout
8"
489.50
RF4A-RF4
8
95.33
2.10%
488.00
486.00
HDPE
RF4
Cleanout
8"
488.00
RF4-36B
8
29.44
6.79°h
486.00
484.00
HDPE
RF5A
Cleanout
8"
490.50
RF5A-RF5
8
103.89
0.50°�
484.60
484.08
HDPE
RF5
Cleanout
8"
490.50
RF5-44B
8
36.98
1.57%
484.08
483.50
HDPE
YD41
Yard Drain Inlet
18"
499.75
YD41-COJ
8
77.00
3.25%
498.25
495.75
ADS
CO-J
Cleanout
8"
501.33
COJ-38B
8
75.00
11.67°h
495.75
487.00
ADS
PIPE DESIGN
n = 0.013 for RCP
n = 0.01 for HDPE
Pipe
Hydrology
Pipe
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Pipe run: ES-1 -Out
ES-1
8
15.80
0.55
8.580
8.580
17.00
4.29
38.83
45.70
484.80
479.50
297.1
0.01
0.0172
30
58.28
13.11
0.38
8
6
0.15
0.70
0.105
8.685
17.36
4.25
0.45
46.15
479.40
475.75
162.0
0.01
0.0225
30
66.65
14.64
0.18
6
4
1.11
0.35
0.389
9.074
17.56
4.23
1.64
47.79
475.65
474.74
51.9
0.01
0.0175
30
58.78
13.32
0.06
4
2
21.60
0.25
5.400
19.663
17.63
4.22
22.79
57.00
474.64
471.30
197.6
0.01
0.0169
30
57.77
13.41
0.25
2
OUT
0.00
0.45
0.000
23.483
17.87
4.19
0.00
77.93
468.80
468.25
36.0
0.01
0.0153
36
89.38
14.24
0.04
Pipe run: Str. 18C - Str. 4
18C
18
20.70
0.25
5.175
5175
15.00
4.55
23.52
23.52
484.50
483.67
38.3
0.01
0.0217
24
36.10
12.18
0.05
18
i6
0.10
0.90
0.090
5.409
15.05
4.54
0.41
24.55
48t89
477.44
161.1
0.01
0.0276
24
40.72
13.47
0.20
i6
4
0.00
0.90
0.000
5.409
15.25
4.51
0.00
24.55
477.34
474.74
138.4
0.01
0.0188
24
33.60
11.65
0.20
Pipe run: Str. 18B- Str. 18
18B
18
0.04
0.90
0.036
0.036
5.00
6.67
0.24
0.24
483.71
481.99
47.9
0.01
0.0359
15
13.26
4.05
0.20
Pipe run: Str. 22B Str. 18
22B
20
0.08
0.75
0.060
0.060
5.00
6.67
0.40
0.40
482.92
482.64
24.7
0.01
0.0114
15
7.47
3.15
0.13
20
18
0.08
0.60
0.048
0.108
5.13
6.62
0.32
0.72
482.54
481.99
61.3
0.01
0.0090
15
6.64
3.52
0.29
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DRAINAGE DESCRIPTIONS
STR.
NO.
PIPE INFORMATION
INLET INFORMATION
COMMENTS
DIA.
in.
LENGTH*
ft.
SLOPE
%
INVERT
IN
INVERT
OUT
MATERIAL
INLET
TYPE
Curb
Type
RIM*
ELEVATION
ES-1
ES-1
-
488.50
7
30
297.08
1.72%
484.60
479.50
HDPE
8
DI-3C
-
488.13
VDOTSTD. IS-1 REQ'D
7
30
161.95
2.25%
479.40
475.75
HDPE
6
DI-7
-
483.00
VDOTSTD. IS-1 REQ'D
5
30
51.94
1.75%
475.65
474.74
HDPE
4
MH-1
-
484.25
VDOTSTD. IS-1 REQ'D
3
30
197.56
1.69%
474.64
471.30
HDPE
2
MH-1
-
477.00
VDOTSTD. IS-1 REQ'D
1
36
36.02
1.53%
468.80
468.25
HDPE
18C
ES-1
-
488.11
VDOTSTD. IS-1 REQ'D
18C-18
24
38.32
2.17%
484.50
483.67
HDPE
18
DI-3C
CG-6
488.17
VDOTSTD. IS-1 REQ'D
17
24
161.06
2.76%
481.89
477.44
HDPE
16
MH-1
-
486.17
VDOTSTD. IS-1 REQ'D
15
24
138.38
1.88%
477.34
474.74
HDPE
18B
DI-3B
CG-6
488.08
VDOTSTD. IS-1 REQ'D
18A
15
47.88
3.59%
483.71
481.99
HDPE
22B
DI-36
CG-6
490.00
VDOTSTD. IS-1 REQ'D
22A
15
24.66
1.14%
482.92
482.64
HDPE
20
DI-3B
-
489.00
VDOTSTD. IS-1 REQ'D
19
15
61.30
0.90%
482.54
481.99
HDPE