HomeMy WebLinkAboutWPO201400030 Plan - Approved 2014-04-15GENERAL NOTES UNDERGROUND DETENTION
OWNER:
032GO- 00- 00 -000A0
CHECK DAM
WOODBRIAR ASSOCIA TES
STB
PO BOX 5548
STRAW BAIL BARRIER
CHARLOTTESVILLE, VA 22905
APPLICANT:
WOODBRIAR ASSOCIATES
DI VERSION
PO BOX 5548
3.09
CHARLOTTESVILLE, VA 22905
ENGINEER:
COLLINS ENGINEERING
3.13
200 GARRETT ST. SUITE K,
<EM>
CHARLOTTESVILLE, VA 22902
3.14
TELEPHONE (434)293 -3719
CULVERT INLET PROTECTION
FAX (434)293 -2813
3.07
CONTACT MR. SCOTT COLLINS, P.E.
E —MAIL scott®collins—engineering.com
TAX MAP NO.
032GO- 00- 00 -000A0 (D.B. 3833/ PG. 233)
AREA
13.11 AC.
ZONING
C1 COMMERCIAL
USE
EXISTING VACANT, PROPOSED UNDERGROUND DETENTION FACILITY
SUBDIVISION STREETS
CURB & GUTTER
WA TERSHED
NORTH FORK RI VANNA (BELOW WATER INTAKE) WATERSHED
TOPO & SURVEY
TOPOGRAPHY AND BOUNDARY PROVIDED BY LICENSED LAND SURVEYOR THE ENGINEERING
— — —200— — —
GROUPS IN 2012. FIELD VERIFIED IN FEBRUARY 2013. NAD 83
EXISTING VEGETA TION
EXISTING TREES, SHRUBS, AND UNDERBRUSH.
CRITICAL SLOPES
ALL CRITICAL SLOPES ARE COUNTY DEFINED MANAGED SLOPES. NO ADDITIONAL CRITICAL SLOPES ARE
PROPOSED TO BE IMPACTED WITH THIS AMENDMENT:
FLOODPLAIN FEMA MAP N0: 51003C0145D, PANEL N0: 0145D, DATE. 214105
NOTE.- THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS. THERE ARE NO
FLOODPLAIN LIMITS OR WPO LIMITS ON THE PROPERTY.
RETAINING WALLS NO RETAINING WALLS ARE PROPOSED
ADJACENT PROPERTY OWNERS SEE EXISTING CONDITIONS, SHEET 2
PHASING
NONE
STORMWATER MANAGEMENT THERE IS AN EXISTING STORMWATER MANAGEMENT FACILITY LOCATED IN THE
SOUTHERN CORNER OF THE SITE, WHICH IS PROPOSED TO BE REMOVED AND REPLACED WITH
AN UNDERGROUND DETENTION FACILITY, A WATER QUALITY SWALE AND FIL TERRA
INLETS.
EROSION CONTROL HANDBOOK SPECIFICATION NUMBER CONTROL
CD
,
CHECK DAM
3.20
STB
2
STRAW BAIL BARRIER
3.04
F1
DD
DI VERSION
TEMPORARY DIVERSION DIKE
3.09
ST
♦ oo
TEMPORARY SEDIMENT TRAP
3.13
SB
<EM>
SEDIMENT BASIN
3.14
lP
CULVERT INLET PROTECTION
INLET PROTECTION
3.07
SF
SILT FENCE
3.05
X X X
CE
F"—�
CONSTRUCTION ENTRANCE
3.02
CD
,
CHECK DAM
3.20
FD
2
TEMPORARY FILL DIVERSION
3.10
D V
4
DI VERSION
3.12
PS
PS
PERMANENT SEEDING
3.32
TO
TO
TOPSOILING
3.30
ClP
CULVERT INLET PROTECTION
3.08
DC DC DUST CONTROL 3.39
TSD TEMPORARY SLOPE DRAIN 3.15
SA SAFETY FENCE 3.01
TEMPORARY RIGHT —OF —WAY 3.11
DI VERSION
AMENDMENT TO WPO 201300018
RIO MAGISTERIAL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
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STATE _HIGHWAY PROJECT 6029- 002rF19; RW202
SHEET LAYOUT
SCALE: 1" = 50'
CURRENT OWNER /DEVELOPER
WOODBRIAR ASSOCIATES
P 0 BOX 5548
CHARLOTTESVILLE, VA 22905
PROJECT ENGINEER
COLLINS ENGINEERING
200 GARRETT STREET, SUITE K.
CHARLOTTESVILLE, VIRGINIA, 22902
PHONE: (434) 293 -3719
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VICINITY MAP
SCALE: 1" = 2,000'
Sheet List Table
Sheet Number
Sheet Title
1
COVER
2
EXISTING CONDITIONS
3
STORMWATER MANAGEMENT PLAN & CALCULATIONS
4
STORMWATER MANAGEMENT DETAILS
5
STORMWATER MANAGEMENT DETAILS
5 TOTAL NUMBER OF SHEETS
APPROVED
by theAlbpmarle County
community DeV610prnent Department
Date
File P:t�02
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPIbIENT
PLANNER. /ZONING
ENGMT ER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMI ENT OF TRANSPORTATION
HEALTH DEPARTMENT
��,TH O��l
SCOTT R. COLLINS'Z
Lie. No. 035791 ,1,
o1SIONAL E��Z
LEGEND
ROADS
EXISTING CULVERT
,,,____,,,
EARTH DITCH
CUL VER T
W
DRI VEWA Y CUL VER T
0
DROP INLET & STRUCTURE N0.
BENCH MARK
W
E
CURB
CLEARING LIMITS
CURB & GUTTER —
— - — —
PROPOSED PAVEMENT
-1
VDOT STANDARD STOP SIGN
EC -3A DITCH ' —
— — —200— — —
— EXISTING CONTOUR
6»
DEPTH OF EC -3A DITCH
200
PROPOSED CON TOUR
EC -2 DITCH
240.55
PROPOSED SPOT ELEVATION
yU-
~
G7
TBC DENOTES TOP /BACK OF CURB
6"
DEPTH OF EC -2 DITCH
T/B DENOTES TOP OF BOX
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPIbIENT
PLANNER. /ZONING
ENGMT ER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMI ENT OF TRANSPORTATION
HEALTH DEPARTMENT
��,TH O��l
SCOTT R. COLLINS'Z
Lie. No. 035791 ,1,
o1SIONAL E��Z
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JOB NO.
-----------------------
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FINAL BUILD OUT:
DETENTION:
THE PROPOSED UNDERGROUND DETENTION SYSTEM IS OVERSIZED FOR THE POST- DEVELOPMENT SCENARIO IN ORDER TO
ACCOMMODATE THE FINAL BUILD OUT, WHICH WILL INCLUDE AN ADDITIONAL 29,500 sf OF IMPERVIOUS AREA DIRECTLY
UPLAND OF THE UNDERGROUND DETENTION SYSTEM. CALCULATIONS SHOWING COMPLIANCE WITH THIS ARE SHOWN ON THIS
SHEET AND IN THE ATTACHED SUBMITTAL PACKAGE.
WATER QUALITY.•
THE FUTURE SITE PLAN DIRECTLY UPLAND OF THE UNDERGROUND DETENTION SYSTEM SHALL PROVIDE FILTERRA INLET(s) TO
ACCOMMODATE THE FUTURE 29,500 sf OF IMPERVIOUS AREAS ENVISIONED.
SUMMARY:
THIS WPO PLAN IS IN COMPLIANCE WITH CURRENT COUNTY & STATE REGULATIONS FOR THE STORMWATER RUNOFF
ASSOCIATED WITH THE PROPOSED AND FUTURE DEVELOPMENTS. ALSO NOTE THE CONSTRUCTION SPECIFICATIONS FOR THE
FILTERRA INLETS ALONG THE ACCESS ROAD ARE PROVIDED WITH THE ROAD PLAN. ADDITIONALLY, SHOULD THE TOTAL
FUTURE IMPERVIOUS AREAS EXCEED 29,5oo5f FOR ITS SITE PLAN, SWIM COMPLIANCE MAY NEED TO BE REEVALUATED BY THE
COUNTY AT THAT TIME.
NOTES:
1. ALL FILL EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE
UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE AREA IN
ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04.
2. VDOT STD. /5 -1 REQUIRED ON ALL STRUCTURES
J. ALL FILL SHALL BE PLACED AT 959 COMPACTION AND TESTED BY A GEOTECHNICAL ENGINEER TO ENSURE
COMPACTION IS REACHED AND MAINTAINED.
4. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL TEST -DIG AT THE EXISTING INLETS & OUTFALLS TO CONFIRM
THE INVERTS AND TO ENSURE THE PROPOSED GRADES CAN BE ACHIEVED. CONTRACTOR SHALL CONTACT COLLINS
ENGINEERING OF ANY DISCREPANCIES IN THE HORIZONTAL OR VER77CAL ALIGNMENT PRIOR TO ORDERING AND
CONSTRUCTION.
5. ALL PROPOSED SLOPES STEEPER THAN 3: 1 SHALL HAVE A LOW MAINTENANCE GROUND COVER FOR
STABILIZA170N PURPOSES THESE AREAS SHALL NOT BE PLANTED WITH A GRASS COVER FOR STABILIZATION &
SHALL BE A GROUND COVER CHOSEN FROM TABLE 337C OF THE VESCH UNLESS OTHERWISE DIRECTED BY THE
INSPECTOR.
6. ALL EXCAVA77ON FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR
CONSTRUCTION INDUSTRY (29 CFR PART 1926)
Project Drainage Area Designation DA #1B (DA 1C is developed Separately under a Different Set of Plans
L storm pollutant export in pounds, L = [P(Pj)RV12 ] [ C(A)2.72 ]
Rv mean runoff coefficient, Rv = 0.05 + 0.009(1)
Pi small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle _
A project area in acres in subject drainage area,
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.6' over imperv. area = A(1)43560(0.5112)/27
RR required removal , L(post) - f x L(pre)
%RR removal efficiency, RR100 /L(post)
!mE(�rvious Cover Com ultation values in feet & square feet_
Item
pre - development Area post - development Area
Roads subtotal subtotal
Routing Method: storage- indication
z Inflow Hydrographs
Existing Briarwood Drive,
Proposed Widening of Briarwood Dr. &
Hydrograph o
inflow (cfs) 7.905 at 11.92 (hrs)
SCS
SCS ROUTING CALCULATIONS- POST DEVELOPMENT
name: z- Yr. Storm- SCS Method
Proposed Access Road
49,575
storage (cy) 267.526
CN 81.400
F-
0
(CN =73.8 & EXCLUDES FUTURE 29,500sf OF IMPERVIOUS AREA):
29,5001
79,075
JActively- grazed pasture & Area
discharge (cfs) 6.857 at 12.o6 (hrs)
time increment (hrs) 0.0200
Area
Storage Input Data
Outfall Control Structures
Outfall Control Structures Cont.
Inflow Hydrographs
0
WATERSHED SUMMARY
peak flow (cfs) 7.942
5,139
Other Impervious Areas
3 Storage Pipes
4 Outlet Structures
Outlet structure 2
z Inflow Hydrographs
STORMWATER MANAGEMENT NARRATIVE
I 0
Area (acres) 3.290
I .0
storage pip
Outlet structure
orifice
Hydrographo
SCS
rainfall, P (in) 5.600
2 year Storm Event
I( pre)
I( post)
..._...� }
O
name:Effective Pipe e Volume
Orifice
name:Overflow Orfices
OVERVIEW:
Pre - Development
Area Flow Post - Development
Area
Flow
Final Build Out
Area Flow diameter (in) 66.000
name: Low -Flow Orifice
area (so 0.1-36
name: z- Yr. Storm- SCS Method
THE PROPOSED UNDERGROUND DETENTION SYSTEM SHALL BE INSTALLED AFTER UPLAND AREAS ARE STABILIZED AND THE
O
°
z
N
_J
N
in
1
�
`�° L
length (ft) 175.000
area (1-f) 0.049
diameter or depth (in) 5.000
Area (acres) 3.290
SEDIMENT BASIN IS NO LONGER REQUIRED. REMOVAL OF THE SEDIMENT BASIN SHALL ONLY OCCUR AFTER THE COUNTY
D.A 416 (Pre -Dev.)
2.26 ac 1.56 cfs
D.A #113 (Post -Dev.)
3.29 ac.
1.15 cfs
z
D.A. 41B (Final Build Out)
3.29 ac. 1.73 cfs
invert (ft) 402.390
diameter or depth (in) 3.000
width for rect. (in) 0.000
CN 73.800
INSPECTOR HAS PROVIDED HIS /HER APPROVAL. UPON CONVERSION OF THE SEDIMENT BASIN THE UNDERGROUND DETENTION
Y!
H
D.A. #1C (Pre -Dev.)
2.83 ac 2.67 cfs
D.A #1C (Post -Dev.)
1.80 ac.
2.29 cfs
D.A #1C (Post -Dev.)
1.80 ac. 2.29 cfs
angle 0.287
width for rect. (in) 0.000
coefficient o.600
Type z
SYSTEM CAN BE INSTALLED.
Total= 5.09 4.22
Total= 5.09
3.44
Total=
5.09 4.02 volume (cy) 153.989
coefficient o.600
invert (ft) 405.650
rainfall, P (in) 3.700
W
CeLU
invert (ft) 402.300
multiple 4
(hrs)
time of conc. hrs 0.1000
THE SWM PLAN WAS ANALYZED FOR THE POST - DEVELOPMENT STATE, WHICH IS FOR THE INSTALLATION OF THE PROPOSED
Storage p
pipe 1
multiple 3
discharge into riser
time increment (hrs) 0.0200
ACCESS ROAD & THE WIDENING OF BRIARWOOD DRIVE, AS WELL AS FOR THE FINAL BUILD OUT THAT INCLUDES 29,500 sf OF
10 year Storm Event
name: Effective Pipe Volume
discharge into riser
time limit (hrs) 30.000
FUTURE IMPERVIOUS AREAS. BOTH SCENARIOS WERE COMPARED TO THE PRE - DEVELOPMENT STATE, WHICH WAS ANALYZED
Pre - Development
Area Flow Post - Development
Area
Flow
Final Build Out
Area Flow diameter (in) 66.000
Outlet structure 3
fudge factor 1.00
WITHOUT IMPERVIOUS AREAS OR A SEDIMENT BASIN TO ENSURE COMPLIANCE.
D.A #16 (Pre -Dev.)
2.26 ac 5.21 cfs
D.A #113 (Post -Dev.)
3.29 ac.
4.25 cfs
D.A. #16 (Final Build Out)
3.29 ac. 6.86 cfs
length (ft) 175.000
Outlet structure 1
Orifice
routed true
POST - DEVELOPMENT:
D.A. #1C (Pre -Dev.)
2.83 ac 7.44 cfs
D.A #1C (Post -Dev.)
1.80 ac.
5.78 cfs
D.A /i1C (Post -Dev.}
1.80 ac. 5.78 cfs
invert (ft) 402.310
Culvert
name: Emergency Spillway Simulation
peak flow (cfs) 5.707
hrs 11. 1
(hrs)
angle 0.287
name:Barrel
area (1-f) 0.385
peak 9 7
P
DETENTION:
Total= 5.09 12.65
Total= 5.09
10.03
Total=
5.09 12.64 volume (cy) 153.889
multiple 1
diameter or depth (in) 8.400
volume (cy) 604.153
BECAUSE THE UNDERGROUND DETENTION SYSTEM WAS DESIGNED FOR THE FINAL BUILD OUT OF THIS PARCEL, WHICH IS MORE
IMPERVIOUS WITH A CN VALUE OF 81.4, IT CAN HANDLE THE LESS IMPERVIOUS POST - DEVELOMENT STATE WHICH HAS A CN
Storage
discharge out of riser
width for rect. (in) 0.000
Hydrograph 1
VALUE OF 73.8. ROUTING CALCULATIONS SIMULATING THIS CAN BE FOUND ON THIS SHEET AND SUPPORTING SCS
pipe z
D (in) 24.000
coefficient o.600
SCS
CALCULATIONS CAN BE FOUND WITH THE SUBMITTAL PACKAGE.
name:Effective Pipe Volume
diameter (in) 66.000
h (in) 0.000
Length (ft)
invert (ft) 407.550
multiple 1
name:lo- Yr. Storm- SCS Method
WATER QUALITY.
THIS PLAN PROVIDES POST - DEVELOPMENT WATER QUALITY TREATMENT VIA TWO SOURCES, A WATER QUALITY SWALE AND
length (ft) 181.000
58.400
Slope 0.005
discharge into riser
Area (acres) 3.290
MULTIPLE FILTERRA INLETS ALONG THE ACCESS ROAD. CONSISTENT WITH PREVIOUS APPROVALS AND COUNTY ENGINEERING
Short Version BMP Computations For Worksheets 2 - 6
invert (ft) 402.300
Manning's n 0.010
CN 73.800
Type z
DETERMINATIONS, A REMOVAL RATE EFFICIENCY OF 15% IS REQUIRED FOR BRIARWOOD DRIVE & EXISTING ELM TREE COURT.
Albemarle County Water Protection Ordinance:
Modified Simple Method
angle 0.287
Inlet coeff. Ke 0.500
Equation
rainfall, P (in) 5.600
THIS IS CONSISTENT WITH THE 15% REMOVAL RATE EFFICIENCY BEING REMOVED FROM THE SEDIMENT BASIN. TO COMPENSATE
volume (cy) 159.269
constant set 3
FOR THE SEDIMENT BASIN's LOSS A WATER QUALITY SWALE PROVIDING A REMOVAL RATE EFFICIENCY OF 15% IS PROPOSED, TO
Invert (ft) 402.300
time of conc. (hrs) 0.1000
time increment (hrs) 0.0200
ENSURE THE RUNOFF ASSOCIATED WITH BRIARWOOD DRIVE & ELM TREE COURT IS DIRECTED TO THE WATER QUALITY SWALE &
WEIR
Flan: Briarwood WPO amendment-
Water Resources Area:
Development Area
Start-Elevation(ft) 402.30 V0Qcy)
0.00
time limit (hrs) 30.000
RECEIVES THE 15% REMOVAL RATE EFFICIENCY CREDIT, THREE 03" LOW -FLOW ORIFICES ON A PLATE ARE PROPOSED TO
SLOWLY RELEASE THE INITIAL WATER QUALITY VOLUME /FIRST FLUSH TO THE SWALE. THE ADDITIONAL IMPERVIOUS AREAS
fudge factor 1.00
FROM THE PROPOSED ACCESS ROAD WILL ALSO NEED WATER QUALITY TREATMENT. THIS WATER QUALITY TREATMENT IS
routed true
PROVIDED FOR VIA THE PROPOSED FILTERRA INLETS. THESE FILTERRA INLETS PROVIDE REMOVAL RATE EFFICIENCIES OF %.
P_ re arer: FGM PE
Date.-
17- Jul -14
peak flow (cfs) 11.827
AND BECAUSE THE REMOVAL RATE EFFICIENCIES OF 74% EXCEED THE REQUIRED REMOVAL RATE EFFICIENCY OF 6o %, FILTERRA
�- -
-�
peak time (hrs) 11.917
INLETS ARE NOT REQUIRED ADJACENT TO EVERY INLET.
volume (cy) 1252.168
FINAL BUILD OUT:
DETENTION:
THE PROPOSED UNDERGROUND DETENTION SYSTEM IS OVERSIZED FOR THE POST- DEVELOPMENT SCENARIO IN ORDER TO
ACCOMMODATE THE FINAL BUILD OUT, WHICH WILL INCLUDE AN ADDITIONAL 29,500 sf OF IMPERVIOUS AREA DIRECTLY
UPLAND OF THE UNDERGROUND DETENTION SYSTEM. CALCULATIONS SHOWING COMPLIANCE WITH THIS ARE SHOWN ON THIS
SHEET AND IN THE ATTACHED SUBMITTAL PACKAGE.
WATER QUALITY.•
THE FUTURE SITE PLAN DIRECTLY UPLAND OF THE UNDERGROUND DETENTION SYSTEM SHALL PROVIDE FILTERRA INLET(s) TO
ACCOMMODATE THE FUTURE 29,500 sf OF IMPERVIOUS AREAS ENVISIONED.
SUMMARY:
THIS WPO PLAN IS IN COMPLIANCE WITH CURRENT COUNTY & STATE REGULATIONS FOR THE STORMWATER RUNOFF
ASSOCIATED WITH THE PROPOSED AND FUTURE DEVELOPMENTS. ALSO NOTE THE CONSTRUCTION SPECIFICATIONS FOR THE
FILTERRA INLETS ALONG THE ACCESS ROAD ARE PROVIDED WITH THE ROAD PLAN. ADDITIONALLY, SHOULD THE TOTAL
FUTURE IMPERVIOUS AREAS EXCEED 29,5oo5f FOR ITS SITE PLAN, SWIM COMPLIANCE MAY NEED TO BE REEVALUATED BY THE
COUNTY AT THAT TIME.
NOTES:
1. ALL FILL EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE
UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE AREA IN
ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04.
2. VDOT STD. /5 -1 REQUIRED ON ALL STRUCTURES
J. ALL FILL SHALL BE PLACED AT 959 COMPACTION AND TESTED BY A GEOTECHNICAL ENGINEER TO ENSURE
COMPACTION IS REACHED AND MAINTAINED.
4. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL TEST -DIG AT THE EXISTING INLETS & OUTFALLS TO CONFIRM
THE INVERTS AND TO ENSURE THE PROPOSED GRADES CAN BE ACHIEVED. CONTRACTOR SHALL CONTACT COLLINS
ENGINEERING OF ANY DISCREPANCIES IN THE HORIZONTAL OR VER77CAL ALIGNMENT PRIOR TO ORDERING AND
CONSTRUCTION.
5. ALL PROPOSED SLOPES STEEPER THAN 3: 1 SHALL HAVE A LOW MAINTENANCE GROUND COVER FOR
STABILIZA170N PURPOSES THESE AREAS SHALL NOT BE PLANTED WITH A GRASS COVER FOR STABILIZATION &
SHALL BE A GROUND COVER CHOSEN FROM TABLE 337C OF THE VESCH UNLESS OTHERWISE DIRECTED BY THE
INSPECTOR.
6. ALL EXCAVA77ON FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR
CONSTRUCTION INDUSTRY (29 CFR PART 1926)
Project Drainage Area Designation DA #1B (DA 1C is developed Separately under a Different Set of Plans
L storm pollutant export in pounds, L = [P(Pj)RV12 ] [ C(A)2.72 ]
Rv mean runoff coefficient, Rv = 0.05 + 0.009(1)
Pi small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle _
A project area in acres in subject drainage area,
C pollutant concentration, mg /I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.6' over imperv. area = A(1)43560(0.5112)/27
RR required removal , L(post) - f x L(pre)
%RR removal efficiency, RR100 /L(post)
!mE(�rvious Cover Com ultation values in feet & square feet_
Item
pre - development Area post - development Area
Roads subtotal subtotal
Storaae Input Data
3 Storage Pipes
Storage pipe o
name:Effective Pipe Volume
diameter (in) 66.000
length (ft) 175.000
invert (ft) 402.390
angle 0.287
volume (cy) 153.989
Storage pipe 1
name:Effective Pipe Volume
diameter (in) 66.000
length (ft) 175.000
Invert (ft) 402.310
angle 0.287
volume (cy) 153.989
Storage pipe 2
name:Effective Pipe Volume
diameter (in) 66.000
length (ft) 181.000
invert (ft) 402.300
angle 0.287
volume (cy) 159.269
Start-Elevation(ft) 402.30 VOI.(cy) 0.00
SCS ROUTING CALCULATIONS- FINAL BUILD OUT
(CN =81.4 & INCLUDES FUTURE 29,500sf OF IMPERVIOUS AREA):
Outfall Control Structures
4 Outlet Structures
Outlet structure o
Orifice
name: Low -Flow Orifice
area (so 0.049
diameter or depth (in) 3.000
width for rect. (in) 0.000
coefficient o.600
invert (ft) 402.300
multiple 3
discharge into riser
Outlet structure 1
Culvert
name:Barrel
multiple 1
discharge out of riser
D (in) 24.000
h (in) 0.000
Length (ft) 58.400
Slope 0.005
Manning's n 0.010
Inlet coeff. Ke 0.500
Equation constant set 3
Invert (ft) 402.300
Outfall Control Structures Cont.
Outlet structure z
Orifice
name: Overflow Orfices
area (so 0.136
diameter or depth (in) 5.000
width for rect. (in) 0.000
coefficient o.600
invert (ft) 405.65o
multiple 4
discharge into riser
Outlet structure 3
Orifice
name: Emergency Spillway Simulations
area (so 0.385
diameter or depth (in) 8.400
width for rect. (in) 0.000
coefficient o.600
invert (ft) 407.550
multiple 1
discharge into riser
Routing Method: storage - indication
z- Yr. Storm- SCS Method
inflow (cfs) 5.68o at 11.92 (hrs)
discharge (cfs) 1.145 at 12.12 (hrs)
water level (ft) 405.037 at 12.14 (hrs)
storage (cy) 181.146
10- Yr. Storm- SCS Method
inflow (cfs) 11.772 at 11.92 (hrs)
discharge (cfs) 4.254 at 12.o8 (hrs)
water level (ft) 4o6.953 at 12.08 (hrs)
storage (cy) 379.824
Inflow Hydrographs
Routing Method: storage- indication
z Inflow Hydrographs
Existing Briarwood Drive,
Proposed Widening of Briarwood Dr. &
Hydrograph o
inflow (cfs) 7.905 at 11.92 (hrs)
SCS
discharge (cfs) 1.73o at 12.12 (hrs)
name: z- Yr. Storm- SCS Method
Proposed Access Road
49,575
storage (cy) 267.526
CN 81.400
F-
0
Future Impervious Areas from
29,5001
79,075
JActively- grazed pasture & Area
discharge (cfs) 6.857 at 12.o6 (hrs)
time increment (hrs) 0.0200
Area
time limit (hrs) 30.000
storage (cy) 462.949
yards a_ nd cultivated turf rr
x 0.08 =
0
1 64,2371 x 0.08 =
peak flow (cfs) 7.942
5,139
Other Impervious Areas
volume (cy) 840.859
Hydrograph 1
I
I 0
Area (acres) 3.290
I .0
Impervious Cover
0% -
_...,. 59 %0
rainfall, P (in) 5.600
I( pre)
I( post)
..._...� }
O
time limit (hrs) 30.000
z
LR��ost)
0.58 130 O i
routed true
New LD _10 ment (For Development Areas, eAstigg impervious cover E= 20%
I C f I (Are) Rv(pre) I L(pre� L(post) �� RR °!a RR Area Type_
Q.aO 0.23
-- -_. - - --_
4.65 11.69 7.05 60%1 Development Area
-- _ -
- --
* min. values
O
U I
ZW=r`V
Storaae Input Data
3 Storage Pipes
Storage pipe o
name:Effective Pipe Volume
diameter (in) 66.000
length (ft) 175.000
invert (ft) 402.390
angle 0.287
volume (cy) 153.989
Storage pipe 1
name:Effective Pipe Volume
diameter (in) 66.000
length (ft) 175.000
Invert (ft) 402.310
angle 0.287
volume (cy) 153.989
Storage pipe 2
name:Effective Pipe Volume
diameter (in) 66.000
length (ft) 181.000
invert (ft) 402.300
angle 0.287
volume (cy) 159.269
Start-Elevation(ft) 402.30 VOI.(cy) 0.00
SCS ROUTING CALCULATIONS- FINAL BUILD OUT
(CN =81.4 & INCLUDES FUTURE 29,500sf OF IMPERVIOUS AREA):
Outfall Control Structures
4 Outlet Structures
Outlet structure o
Orifice
name: Low -Flow Orifice
area (so 0.049
diameter or depth (in) 3.000
width for rect. (in) 0.000
coefficient o.600
invert (ft) 402.300
multiple 3
discharge into riser
Outlet structure 1
Culvert
name:Barrel
multiple 1
discharge out of riser
D (in) 24.000
h (in) 0.000
Length (ft) 58.400
Slope 0.005
Manning's n 0.010
Inlet coeff. Ke 0.500
Equation constant set 3
Invert (ft) 402.300
Outfall Control Structures Cont.
Outlet structure z
Orifice
name: Overflow Orfices
area (so 0.136
diameter or depth (in) 5.000
width for rect. (in) 0.000
coefficient o.600
invert (ft) 405.65o
multiple 4
discharge into riser
Outlet structure 3
Orifice
name: Emergency Spillway Simulations
area (so 0.385
diameter or depth (in) 8.400
width for rect. (in) 0.000
coefficient o.600
invert (ft) 407.550
multiple 1
discharge into riser
Routing Method: storage - indication
z- Yr. Storm- SCS Method
inflow (cfs) 5.68o at 11.92 (hrs)
discharge (cfs) 1.145 at 12.12 (hrs)
water level (ft) 405.037 at 12.14 (hrs)
storage (cy) 181.146
10- Yr. Storm- SCS Method
inflow (cfs) 11.772 at 11.92 (hrs)
discharge (cfs) 4.254 at 12.o8 (hrs)
water level (ft) 4o6.953 at 12.08 (hrs)
storage (cy) 379.824
Inflow Hydrographs
Routing Method: storage- indication
z Inflow Hydrographs
2- Yr. Storm- SCS Method
Hydrograph o
inflow (cfs) 7.905 at 11.92 (hrs)
SCS
discharge (cfs) 1.73o at 12.12 (hrs)
name: z- Yr. Storm- SCS Method
water level (ft) 405.842 at 12.12 (hrs)
Area (acres) 3.290
storage (cy) 267.526
CN 81.400
F-
Type z
10- Yr. Storm- SCS Method
rainfall, P (in) 3.700
inflow (cfs) 14.796 at 11.92 (hrs)
time of cone. (hrs) 0.1000
discharge (cfs) 6.857 at 12.o6 (hrs)
time increment (hrs) 0.0200
water level (ft) 4o8.246 at 12.o6 (hrs)
time limit (hrs) 30.000
storage (cy) 462.949
fudge factor 1.00
routed true
peak flow (cfs) 7.942
peak time (hrs) 11.917
volume (cy) 840.859
Hydrograph 1
SCS
name: lo- Yr. Storm- SCS Method
Area (acres) 3.290
CN 81.400
Type 2
rainfall, P (in) 5.600
time of cone. (hrs) 0.1000
V)
time increment (hrs) 0.0200
O
time limit (hrs) 30.000
z
fudge factor 1.00
routed true
peak flow (cfs) 14.866
peaktime (hrs) 11.917
U
volume (cy) 1573.826
TH
SCOTT R. COLLINS'Z
Lic. No. 0357914b-
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SHEET NO.
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HE
F .5
KEY
1,
RIGID OIL FLEXIBLE PAVEMENT
2,
0 RAN ULAR ROAD BASE
3,
12"' MIN. FOR DIAMETERS THROUGH 90"
0 ALL RISER AND STUB DIMENSIONS ARE TO CEN FERLINE
18" ]MIN. FOR DIAMETERS FROM 102"
0310"
024", OR 036" C OV E RS)
AND LAROER MEASURED TO TOP OF RIGID
RISER
OR BOTTOM OF FLEXIBLE PAVEMENT,
4.
SELECT GRANULAR FILL PER AASHTG M145
9 ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF
Al, A2 OR A3 0 OR APPROVED EQUAL,
0 4'
PLAC151) IN 8" L,IrTS (ComPACTE'D To MIN,
RISERS AND INLETS, SHALL BE VERIFIED BY THE
90% STAN DARD DENSITY PER AASI-ITO T99.)
5.
G RAN ULAR BEDDI NO, ROUGHLY SHAPED, TO
ENGINEER OF RECORD PRIOR TO RELEASING FOR
FABRICATION,
FIT THE E1QTTQM OF PIPE, 4" TO 6" IN DEPTH
PRIOR TO PLACINGTHE BEDDING _rHE FOUNDATION MUST BE GONSTRUCTEDTO A UNIFORM AND STABLE GRAID.E.
0 - - -
I THE EVENT THAT UNSUITABLE FOUNDATION MATERIALS ARE ENCOUNTERED DURING EXCAVATION. THEY SHALL
BE REMOVED AND BRIOUlGHT BACK TO THE GRADE WITH A FILL MATERIAL AS APPROVED BY THE ENGINEER, ONCE
THE FOUNDArIGNPREPARATION IS COMPLETE, 4-- 0' OF WELL-GRADED GRANULAR MATERIAL SHALL BE PLACED
AS THE BEDDING,
BACKNILL
THE BACKFILL SHALL BE AN Al, A2 OR A3 GRANULAR. FILL PER PASHTO N1145. OR A WELL - GRADED GRANULAR FILL
AS APPROVED BY THE SITE ENGINEER (SEF INSTALLATION GUIDELINES). THE NIATFRIAL SHALL BE PLACED IN
8` LOOSE LIFTS AND COMPACTED TO 90% AASHTO T99 STANDARD PROCTOR DENSITY, WHEN PLACING THE FIRST
LIFTS OF BACKFILL IT 15 IMPORTANT TO MAKE. SURIETH AT THE BACKFILL 13 PROPERLY COMPAOTED UNDER AND
AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A TWO LIFT
(10-) DIFFERENTIAL BETWEEN ANY OF THE F11 RES AT ANY'r iNIE DURING THE BACKFILL PROCESS. THE BACKFILL
514ALL 13E Al. VAWED AL THE Lr=NQiTH, O�': TI
D HE DETE,iNTIQN 5YSITE N11 AT THI� $ANU� RATE TO AVOI Q
DIFFERENTIAL LOADING ON THE PIPE,
OTHER-AL'rrRNATE SACKFILL MATERIAL MAY BE ALLOW15-0 DEPENDING ON BITE SPE!OWIC CONOItIONS, AS
APPROV. D BY SITE ENGINEER.
BAC KF1 LL DETAIL
SCALE: N.T.S.
E3QLT, BAR AND STRAP
CONNECTOR
0%- BAR,
W/21* 1301sT
k All
IL pJ461'
H-12
HUGG8R
FLAT GASKET
0ENERAL NOTES
-1, BANDS ARE NORMALLY FURNISHED AS FOLLOWS:
12" THRU 48 I -P I ECE
54" THRU 96", 2-PIECE
102" THRU 144", 3-PIECES
Z. BAND FASTENERS ARE ATTACHED WITH -SPOT INELLW, RIVETS OR HAND WELDS
3, REROLLED ANNULAR END CORRUGATIONS ARE NORMALLY 2Y3 xY2". DIMENSIONS
ARE SUBJECT 70 MANUFACTURING TOLERANCES
SCALE., N.T.S.
11PIPI'm
;3/i5"THIQK7"
MIN. WIDE FLAT
NEOPRENE GASKET
TLMPQRARYC;QVE-R FLA
0001151KLIC FI SRI
CeNS31 1011 :LQAEIS
SCALE I"=20'
OVER FLOW WEIR CREST
ELEVATION - io-YEAR WSE &
08.4" ORIFICE HYDRAULICALLY 2 29'
4- 05" ORIFICES
INSTALL TRASH RACKS
FLOW
HYDRAULICALLY I'
WEIR
0
Y
ORIFICES F
R
E
CREST
AR 1� SE 41,
AUL'CA'LY
ICES
RACKS
CN
ON ALL ORIFICES (TYP.)
REINFORCED '12 GA.
STEEL PLATE
W LO
INSTALL THREE (3) 03" LOW-FLO
4T 0
ORIFICES AT LOW POINT OF
SYSTEM AT ELEVATION 402.30'
NOTES:
066" WEIR PLATE DETAIL
1. SWM FACILITY 's ORIFICE COEFF.=0.60 WEIR
SCALE:-i"=5' COEFF.=3.33
2. DETENTION SYSTEM TO BE
PRE-MANUFACTURED AND DELIVERED TO THE SITE.
EMERGENCY OVERFLOW ALL INSPECTION MANHOLES, HEADWALLS, AND WEIRS
SHALL BE INSTALLED PRIOR TO BEING DELIVERED TO
SPILLWAYIWEIR ELEV.=407.55' THE SITE TO PREVENT CORROSION WEAKNESS AT
ELEV.=405.65 -Ln L9 THE JOINTS.
n
Ln c! L 3. PLEASE CONTACT COLLINS ENGINEERING
rn Ln (434.293.3719) & GREG NESTER OF CONTECH
Construction Products, INC (540.297.0080)
ELEV.=402-30' REGARDING ANY QUESTIONS CONCERNING THE
UNDERGROUND DETENTION SYSTEM.
ACfCES19 CASTRIG 70 UEZ
P. 0. 11:0 1 beo Mq b I il tG - ',A Liu
jNCU�� tAAP�6. AY akl FeA AF.604,1, T_ OF CO?AR 0 "C'
vl�Hl _Vle avek
THEE TOP Of' F PIPE,, X314ALLAIEFff THE ?A- $4•UNH 1<'I T+iE.JA1JLJ55.qEI,-QW.
TfIE USE OF h VOC4,11sTRUCTION Eq,11P&I.F"T FFECIESOITATES GREATEiR FROTTF-CTION FOR TFE- PIPE, IFON FINISiflED
Q K40 E QVIER: FOR N0,MIN-L IflIUt1V(KY'1'R AF' IQ.
-T
W A
Ti
L
.....................
G.", Pi.'NET IMT,Z;R P1 0. oklp.RIOSER
"FFIQEHT TQ FREV ENT
I�Ptfl I4Rc,',1Q BF-ARIT10 Qrl
RNIF � ��fff
R TO BE, PRO _,CJ BY
a FJ
.5,EICTION VIEW
P11PE SPAN, AXLE LOADS (kips)
AVA
INiCHIE3 IB-55 1 sa-T'5 I -7.5-lin -,;&.I ff; J9
MINIMUM COVER (FT)
06WWRIDE-TENTIONZYSTEM
1.241 za 2,5 3,1,u -1.0 44 01AG01kLT UIR'It"(1.4 P
1`40TE I
SECTION VIEW PLAN VIEW 40-i.72 V \.I
711-120 191rA 4.G AA
NOTs : INTEkWbIM�FbRPv s �HOLD M
UED WHEN EARTH OVER EXCEEDS 164' 144 1 12, 6 1 0 1 4.q �J
(FOR 066' CMP DETIENT ION SYSTEMS) TUE" TOP OF THE ry"ItiTAIN El D CO ti 13INU OT 19fl Rf,'P.,DW&Y,4U R FFAC E,
0�
048'� GMP RMSE R DETXIL FOR DEEP EARTH �COVER
Project Name:
Ci 1:y I County:`
State:,
Qesigned By!
ff
Al
V
CMF DETENTION 5YSIEMS
,Frw design dfmvirg�;
and pf ioingsenA mmp tatedwofksheai tc>:
dyqdsQr_q.nW�ph-dpi.carn
Enter Infoirmation in
bmiting Width (Ft):
CGNCRETE MANNO.L.E CAP, BY
.Invert'Dolith Belovo Asphalt (ft): '9 .............
NOTES
Solid Qr PerfQraited Pipe;
CONTRAPTOR (CONTECH RECOM MENDS
11
Shape Or Diameter (in): 60
0 ALL RISER AND STUB DIMENSIONS ARE TO CEN FERLINE
Number Of Headers:
0310"
024", OR 036" C OV E RS)
Spaci nO bet �veen Barrel (ft): a
-, .
RISER
I I � —
Sto Q Width Around Pen meter of 9 ystem (Ft):
n I
Depth A.- Porou.-3 Stone Above Pipe (in):
9 ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF
Dapth C�. Porou;�� Stone Below Pipe (in)7
0 4'
Stone Po ro.-s i t 0 to 40%)
RISERS AND INLETS, SHALL BE VERIFIED BY THE
. ................. .......
..........
F
01 Z II SA N D
00 % W
ENGINEER OF RECORD PRIOR TO RELEASING FOR
FABRICATION,
#5 U 12" OCEW
REINFORCED RI-SER
30"
0
32"
#5 @ 12" OCEW
048" RISER REINFQR,C;ING CIF REQUIRED)
0 AM. FITTINGS AND REINFORCE
WENT COMPLY WITH
4-4 - X 4'-6�
2:
#5 @ 12" OCEW
AST&I A998.
ACCEss
06,
0
ALL RISERS AND STUDS ARE 2Y.s'xY2* CORRUGATION
LADDER,
SLIP J 01 N"T
046" OOP ACCESS RI SER
AND 16 GAGE UNLESS OTHERWISE NOTED.
#5 @ 10" OCEW
1,350
42"
RISERS TO BE FIELD TRIMMED TO GRADE,
44'
#5 @ 10" OCEW
1,720
0
LIJ
Z
#5 @ 9" OCEW
SYSTEM MADE AS, 01204,5"x V, 129a., ALT2. CSP
0 6'
tJL
#5 @ 9" OCEW
;3/i5"THIQK7"
MIN. WIDE FLAT
NEOPRENE GASKET
TLMPQRARYC;QVE-R FLA
0001151KLIC FI SRI
CeNS31 1011 :LQAEIS
SCALE I"=20'
OVER FLOW WEIR CREST
ELEVATION - io-YEAR WSE &
08.4" ORIFICE HYDRAULICALLY 2 29'
4- 05" ORIFICES
INSTALL TRASH RACKS
FLOW
HYDRAULICALLY I'
WEIR
0
Y
ORIFICES F
R
E
CREST
AR 1� SE 41,
AUL'CA'LY
ICES
RACKS
CN
ON ALL ORIFICES (TYP.)
REINFORCED '12 GA.
STEEL PLATE
W LO
INSTALL THREE (3) 03" LOW-FLO
4T 0
ORIFICES AT LOW POINT OF
SYSTEM AT ELEVATION 402.30'
NOTES:
066" WEIR PLATE DETAIL
1. SWM FACILITY 's ORIFICE COEFF.=0.60 WEIR
SCALE:-i"=5' COEFF.=3.33
2. DETENTION SYSTEM TO BE
PRE-MANUFACTURED AND DELIVERED TO THE SITE.
EMERGENCY OVERFLOW ALL INSPECTION MANHOLES, HEADWALLS, AND WEIRS
SHALL BE INSTALLED PRIOR TO BEING DELIVERED TO
SPILLWAYIWEIR ELEV.=407.55' THE SITE TO PREVENT CORROSION WEAKNESS AT
ELEV.=405.65 -Ln L9 THE JOINTS.
n
Ln c! L 3. PLEASE CONTACT COLLINS ENGINEERING
rn Ln (434.293.3719) & GREG NESTER OF CONTECH
Construction Products, INC (540.297.0080)
ELEV.=402-30' REGARDING ANY QUESTIONS CONCERNING THE
UNDERGROUND DETENTION SYSTEM.
ACfCES19 CASTRIG 70 UEZ
P. 0. 11:0 1 beo Mq b I il tG - ',A Liu
jNCU�� tAAP�6. AY akl FeA AF.604,1, T_ OF CO?AR 0 "C'
vl�Hl _Vle avek
THEE TOP Of' F PIPE,, X314ALLAIEFff THE ?A- $4•UNH 1<'I T+iE.JA1JLJ55.qEI,-QW.
TfIE USE OF h VOC4,11sTRUCTION Eq,11P&I.F"T FFECIESOITATES GREATEiR FROTTF-CTION FOR TFE- PIPE, IFON FINISiflED
Q K40 E QVIER: FOR N0,MIN-L IflIUt1V(KY'1'R AF' IQ.
-T
W A
Ti
L
.....................
G.", Pi.'NET IMT,Z;R P1 0. oklp.RIOSER
"FFIQEHT TQ FREV ENT
I�Ptfl I4Rc,',1Q BF-ARIT10 Qrl
RNIF � ��fff
R TO BE, PRO _,CJ BY
a FJ
.5,EICTION VIEW
P11PE SPAN, AXLE LOADS (kips)
AVA
INiCHIE3 IB-55 1 sa-T'5 I -7.5-lin -,;&.I ff; J9
MINIMUM COVER (FT)
06WWRIDE-TENTIONZYSTEM
1.241 za 2,5 3,1,u -1.0 44 01AG01kLT UIR'It"(1.4 P
1`40TE I
SECTION VIEW PLAN VIEW 40-i.72 V \.I
711-120 191rA 4.G AA
NOTs : INTEkWbIM�FbRPv s �HOLD M
UED WHEN EARTH OVER EXCEEDS 164' 144 1 12, 6 1 0 1 4.q �J
(FOR 066' CMP DETIENT ION SYSTEMS) TUE" TOP OF THE ry"ItiTAIN El D CO ti 13INU OT 19fl Rf,'P.,DW&Y,4U R FFAC E,
0�
048'� GMP RMSE R DETXIL FOR DEEP EARTH �COVER
Project Name:
Ci 1:y I County:`
State:,
Qesigned By!
ff
Al
V
CMF DETENTION 5YSIEMS
,Frw design dfmvirg�;
and pf ioingsenA mmp tatedwofksheai tc>:
dyqdsQr_q.nW�ph-dpi.carn
Enter Infoirmation in
bmiting Width (Ft):
.Invert'Dolith Belovo Asphalt (ft): '9 .............
Solid Qr PerfQraited Pipe;
**BEARING
Shape Or Diameter (in): 60
23.76 ft'' Pipe Area
Number Of Headers:
REINFORCING
Spaci nO bet �veen Barrel (ft): a
-, .
RISER
I I � —
Sto Q Width Around Pen meter of 9 ystem (Ft):
n I
Depth A.- Porou.-3 Stone Above Pipe (in):
(PSF)
Dapth C�. Porou;�� Stone Below Pipe (in)7
0 4'
Stone Po ro.-s i t 0 to 40%)
#5 9 12" OCEW
. ................. .......
Pipe Storage: 12,758 cf
Porous. Stone %rage:. 0 cf
Total Storage Provided: 12,750 of 100.1% Of Requlredl,StprL�
Number of Barrels: 3 barrels
Length per Barrel: 164.0 ft
Length Per Header: 22.5 ft
:WW ,J b-k
Isoloctrio
pip.
cutx�ert� t.
�
."d 1/4' PiA.
0
d
(X)
000\
ar
0000"\
ph"Alt!
h,�[.. 41 t/4- pl.l.
Sc
-(AioiL cy
F,16' d,. 1-1,
�dn'g.]" 'Kip
fo" li" 1�i'i
4 11�e'..' u, aCQ4
NOTE:
DEBRIS CAGE DETAIL SHALL BE IN ACCORDANCE WITH 1999
VSMH TECHNICAL BULLETIN #7.
ZPECIF IGATION FOR CORRUGATED STEEL TYPE 2 ZTEEL 11,'A61 011 N G iV4 D AS 0 E- MEBUY
DPI aFKL at , IN TI
T ItE till Al 10 R4L GrA RU QATED 51 E R. P I P F A3,30,03 [AT 1011
THIS SPECIFICATIO" SOVERS THE hANUFACTUF AND MSTXLLi�. ION CF (NcEPA)
TIME M- R RU GATT D STEEL P I P P (C S P`j LETA I LED IN Ti I E PIR CIL i ECT P LM S. 4410t]
W
"AlIAL,
CCf RIDANCE V11TH PASHTO ST
S,HALL 8E I" A A"QARO
-40WAY BRI 07GiE0,;qC-C'TI-D,4 115-1
-On FP
3 -E-L G*011 S S ALL C-0,4 FORM TO'ffiE APPLICABLE SP, 1PICAT1QrJ�;F41_A+AIG
THE ALUMINIM _'PE 2 57EE -
QVIREVENTS OF AAt2ItT,Q V12M OR AQPMAil�, I ON I I UK Altfii A.? 1.1a AliQ IHV0+r" 1, Ai �2�:
F4® I Z M4 I.,
WIFH THE FROJECTPLPA5 AND SCI i,FICA'WA5.
1 h", Cori I' IRAC fOR Q
, W P1 I THE C.&FSHAL L OF 4UFACTURED IN AMOROAACC l fit T I LA LIL 4811 WI IA.
R14�UIR0' NTS; Of: AAA k*6 V16:0k h&fM Alt6, TAI NA9 igllaL Z,,rsAe gi�
At I
'dHAU
-0 44f tAU i�A rJON 6 1-3
TO POLLOIN O� AA GLJIDG'LINE&FrjR SAFI:, PRAQ 1710E14t.
A
ITRAITI-1114 THE
LL F RIW ,TI Q'fI OF THE. PRODIJ004AL L QQQL
lfkio
VNI
.5 L A, a m 0 r-,
CASTIAG
t__'U W
REPIACERE141'.11 SEE
NOTE F--.
RHINO[
WLAB FQ11
QA TIN
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.
REINFORCING TABLE
C'
**BEARING
0 CIVIP
A
0 B
REINFORCING
PRESSURE
RISER
LU
(PSF)
24"
0 4'
26"
#5 9 12" OCEW
2,410
4'X4'
#5 U 12" OCEW
1,780
30"
0
32"
#5 @ 12" OCEW
2.120
4-4 - X 4'-6�
2:
#5 @ 12" OCEW
1,530
06,
0
#5 @ 10" OCEW
1,890
36"
51 X 51
38 ..
#5 @ 10" OCEW
1,350
42"
0 5'-6"
44'
#5 @ 10" OCEW
1,720
0
5' -6" X 5'-6"
Z
#5 @ 9" OCEW
1,210
0 6'
0
U
#5 @ 9" OCEW
1,600
U
M
6! X 61
601,
#5 @ 8" OCEW
11100
ASSUMED SOIL BEARING CAPACITY
SME M WTSTAUE
RO LJ N D OPTI ON LAN V I EW SQUARE OPTION PLAN V I EVV
NOT &&
th �jD[, (�,q
AA. 8 TU, 1 T 11 7. 1" N I TA CIPSIN I r1n W I r�j 0 LAG�0' ti AL LIARS. �Ix I' EP I D
i. 9PSICTI INACC3014VAINCP IMTH A, H C
BARS A MI NI M'Uliet OF i2l 13-V(DHID OPENIN09, UEFAD
t AS.-O M1
2 S A UIED70 I COVER. 2. C4010fl LOAD W
* AAA "11PA414%T=MA 1994
._,
ktl 1 -14 - 0�1-
A
NO
'A BY DELTA E INGINEERING. 2dflG,1,4kkMTCJ,14, NY.
@. DEiTAIL.DESIGo
I flPORCING ST11LL =ASTIA 06,16, GRADE W.
6, P ROV IDF ACIDI'TICNAL AROUNE)
OPEIAGS EUAL TO THEEaARS R1 TERRU'M ioi eol6 I---
ANHOLE CAP DETAIL
GIC DE . ADIDITICNAL. S ARIS TO BE, IhJ
KALF EA0 4
SCALE' .T.G.
24" MIN. COVER UNDER PAVEMENT (TYP.)
L.-12" MIN. COVER UNDER SOIL (TYP.)
. ..........
LIMITS OF
R" UIRW
. .........
BACKFILL
1120. TyP' 3' MIN. TYP,
20' TYP, 31 TYPI
t7 71n_d4S. °
TYPICAL SECTION VIEW
T
FOR ADDITIONAL
BACKFILL INFORMATION,
SEE THIS SHEET
TH
0
C-1
SCOTT R. COLLINSZ
Lic. No. 035791,E
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122076
SCALE
AS SHOWN
SHEET NO.
4
4' SDR -35 GASKETED COUPLING
CAST INTO PRECAST WALL
(LOCATION VARIES) PARKING LOT OR STREET m
_
4" PVC OUTLET PIPE (BY OTHERS) - FACE OF CURB 0
APPROPRIATE CONNECT TO APP GRASS
OUTFALL (LOCATION VARIES) - 48" THROAT i
4 - - -- P
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SIDEWALK
CENTER OF 3X3 TREE GRATE �- 60° -�
BOX SIZE DIM- "A" TREE GRATE
06 & 6x8 9 -D° 3x3' MODIFIED NARROW LENGTH
6x10 u' -o' sxs FILTERRA UNIT
ONLY FOR 4X8 (SHOWN) PLEASE NOTE
6x8 AND 6x10 BOXES MODIFICATION
ON PROJECT
INFORMATION
6" SDR -35 GASKETED
COUPLING CAST INTO FORM
PRECAST WALL PARKING LOT Oft STREET
6° PVC OUTLET (LOCATION VARIES)
PIPE (BY OTHERS) m
CONNECT TO CENTER OF 4X4 FACE OF CURB
APPROPRIATE OUTFALL TREE GRATE cy GRASS
(LOCATION VARIES)
144° THROAT
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BOX SIZE
DIM "A"
DIM "B'
TREE GRATE
6X4 & 8X4
5' -0'
(
CROWNED FLUME FLUME - SLOPED
PRECAST FILTERRA TOWARDS FILTERRA THROAT
fi (to x
Activation
It e f�
9' -0"
TOP SLAB (TYP) PRECAST
FILTERRA
.� FILTERRA THROAT TOP SLAB CURB
a OPENING P 4 -6" FILTERRA
10X6 & 12X6
7' -0"
9' -6"
4'x4'"
,Y
;,�, it -v4 THROAT OPENING .. .
T
8' -0°
Filterra Standard Plan Notes
4'x4'•
1 I
I 1
6X108 6X12B 4X 2B 7X138
vs
/
:,,
31.35 E
1
I
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A. Activation of the FTit e rr a unit is performed ONLY by th e Supplier. Purchaser is
FILTERRA
4-6" OPENING •' i', "�" 4 -6" OPENING - ♦;r ;,i
•'; 'a
4'x8'
431.68
responsible for Fitterra8 inlet protection and subsequent clean out cost. This process
r
, �. �...'- ,.:._. CAST -IN -PLACE
°
.� '::�� i. FLUME & GUTTER
10.00
Construction & Installation
cannot commence until the project Site is full stabilized and Cleaned full
p 1 Y (
427.00
PRECAST 1 ,. '+ (SLOPED TOWARD
F1 LT �- CAST -IN -PLACE p DOWEL FILTERRA THROAT)
,
426. 73 EP•
landscaping, grass cover, final paving and street sweeping completed), negating the
FILTERRA® PVC OUTLET
BOX WALL FLUME & GUTTER PRECAST DOWEL
Copyn�bt 5 > ?U07 by Poncri.asc
PIPE COUPLING LOCATIONS
chance of construction materials contaminating the Filterra' system. Care shall be
�......
`°
(TYP) (CROWNED AND SLOPED FILTERRA
...... .
....:..:.:..................... ; .... PROPOSED FILTERRA .
........
A. Each unit shall be constructed at the locations and elevations according o the sizes
g
taken during construction not to damage the protective throat and Cop plates.
CG -6
TOWARD FILTERRA THROATS) BOX WALL
430.68
shown on the approved drawings. Any modifications to the elevation or location shall
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SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS
`....... ;.... PROPOSED
u . o s
. /?�/ FILTERRA INLET
be at the direction of and approved by the Engineer.
B. Activation includes installation of plant(s) and mulch layers as necessary.
Ce
SEE BELOW FOR DETAILS NOT SHOWN
B. If the Fiherra" is stored before installation, the top slab must be placed on the box
Ce
F -36
using the 2x4 wood provided, to prevent any contamination from the site. All internal
fittings supplied (if any), must be left in place as per the delivery.
Maintenance
4'x8'
STANDARD NOSING
4
10.00
(OTHER NOSING AVAILABLE
427.67
C. The unit shalt be placed on a compacted sub -grade with a minimum 6 -inch gravel base
SDR -35 PVC
UPON REQUEST)
matching the final grade of the curb line in the area of the unit. The unit to be placed
A. Each correctly installed FilterraT� unit is to be maintained by the Supplier, or a
36
such that the unit and top slab match the grade of the curb in the area of the unit.
Supplier approved contractor, for a minimum period of t year. The cost of this service
PRECAST
'':.' "• TOP SLAB
DI -36
Compact undisturbed sub -grade materials to 95% of maximum density at +l- 2% of
is to be included in the price of each Fitterra(1 unit. Extended maintenance contracts
430.39
optimum moisture. Unsuitable material below sub -grade shall be replaced to the site
are available at extra cost upon request.
°4
eilgincer'S approval.
4
-
B. Annual maintenance consists of a maximum of (2) scheduled visits. The visits are
THROAT
4. ° .4'
OPENING
D. Outlet connections shall be aligned and sealed to meet the approved drawings with
scheduled seasonally; the spring visit aims to clean tip after winter loads including
FILTERRA
CG -6
modifications necessary o meet site conditions and local regulations.
y g
salts and sands. The fall visit helps the system by removing excessive leaflitter•
4 ..
4
10.00
8.10%
422.81
4. ,d
G 4 4. •<
SDR -35 PVC
E. Once the unit is set, the internal wooden forms and protective mesh cover must be left
C. Each maintenance visit consists of the following tasks.
° °. 4 4 -d
intact, Remove only the temporary wooden shipping blocks between the box and top
CAST -IN -PLACE
slab. The top lid should be sealed onto the box section before backfrlling, using a non-
1. Filterra unit inspection
DI -313
DEPRESSED GUTTER
AND THROAT OPENING A 4
8
shrink grout, butyl robber or similar waterproof seal. The boards on top of the lid and
2. Foreign debris, silt, mulch & trash removal
(BY CONTRACTOR)
boards sealed in the unit's throat must NOT be removed. The Supplier (Americast or
3• Filter media evaluation and recharge as necessary
its authorized dealer) will remove these sections at the time of activation. Backfilling
4. Plant health evaluation and Turin or re lacement as necessary
printing P Y
:° .I i .` THROAT PROTECTION DEVICE
F -28
should be performed in a careful manner, bringing the appropriate fill material up in
5. 1te lacetiientofmulch
P
y4 DOWEL BARS 6'. DO NOT REMOVE - LEAVE
12" O.C. BY
`i, 11.'•.. IN PLACE UNTIL SITE IS
6" lifts on all Sides. Precast sections Shalt be set in a mariner that will result ill a
6, Disposal l of all maintenance refuse items
p
CG -6
E CONTRACTOR
TO BE BENT AS NECESSARY BY CONTRACTOR
PRIOR TO INSTALLATION OF FIELD POURED GUTTER -' I l STABILIZED AND FILTERRA
II'.' "',
427.06
watertight joint. In all instances, installation of Filterra unit shall conform to ASTM
7. Maintenance records updated and stored (reports available upon request)
4
IS ACTIVATED
10.60%
specification C891 "Standard Practice for Installation of Underground Precast Utility
422.50
SDR -35 PVC
Structures ", unless directed otherwise in contract documents.
Di
. The beginning and ending date of Supplier's obligation to maintain the installed
PRECAST BOX WALL < ''
system shall be determined by the Supplier at the time the system is activated. Owners
IMPORTANT
F. Curb and gutter construction (where present) shall ensure that the flow -line of the
must promptly notify the Supplier of any damage to the plant(s), which constitute(s)
6
FILTERRA FLOWLINE MUST
BE AT A HIGHER ELEVATION
Filterra' units is at a greater elevation than the flow -line of the bypass structure or
an integral part of the bioretention technology.
SECTION VIEW THAN BYPASS FLOWLINE
relief (drop inlet, curb cut or similar). Failure to comply with this guideline may cause
STANDARD FILTERRA THROAT OPENING (CROP INLET OR OTHER)
failure and/or damage to the Filterrao environmental device.
MODIFICATIONS OF
G. Each Filterra i' � unit must receive adequate irrigation to ensure survival of the living
FILTERRARMITTED DRAWING AVAILABLE IN TIFF FILE FORMAT.
DATE: 02 -26 -09 D NG: CGT -5
system during periods of drier weather. This may be achieved through gutter flow or
through the tree grate.
FILTERRA® THROAT OPENING
ffle f'a�
AND GUTTER OR FLUME DETAIL
06!,.8/05 W W w.tilt8rt'a.cOm Toll Frees: (666) 349-3458
r
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C.pydXht t3 2007 by At�>, d.
US PAT 6,277,274
AND 6,569,321
4' SDR -35 GASKETED COUPLING
CAST INTO PRECAST WALL
(LOCATION VARIES) PARKING LOT OR STREET m
_
4" PVC OUTLET PIPE (BY OTHERS) - FACE OF CURB 0
APPROPRIATE CONNECT TO APP GRASS
OUTFALL (LOCATION VARIES) - 48" THROAT i
4 - - -- P
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4.
r
MODIFIED FILTERRA TOP SLAB I- - -' -�
SIDEWALK
CENTER OF 3X3 TREE GRATE �- 60° -�
BOX SIZE DIM- "A" TREE GRATE
06 & 6x8 9 -D° 3x3' MODIFIED NARROW LENGTH
6x10 u' -o' sxs FILTERRA UNIT
ONLY FOR 4X8 (SHOWN) PLEASE NOTE
6x8 AND 6x10 BOXES MODIFICATION
ON PROJECT
INFORMATION
6" SDR -35 GASKETED
COUPLING CAST INTO FORM
PRECAST WALL PARKING LOT Oft STREET
6° PVC OUTLET (LOCATION VARIES)
PIPE (BY OTHERS) m
CONNECT TO CENTER OF 4X4 FACE OF CURB
APPROPRIATE OUTFALL TREE GRATE cy GRASS
(LOCATION VARIES)
144° THROAT
;• I 1
0 0^ o o^
D 0 D d
0
90 Q
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156° '
BOX SIZE
DIM "A"
DIM "B'
TREE GRATE
6X4 & 8X4
5' -0'
8' -0°
3'x3'
6X6 & 8X6
7' -0°
9' -0"
3'x3'
10X6 & 12X6
7' -0"
9' -6"
4'x4'"
13X7
8' -0°
10• -0°
4'x4'•
STANDARD NARROW WIDTH
FILTERRA UNIT
SUITABLE FOR ALL
'3 "x3" IRLL GRAIL 15 OPHUNAL
('opyn_In i ?UO by r1-i- t 'LOLL Flt "li ('364) )4) -i 54
SIDEWALK
STANDARD BOXES MODIFICATIONS OF DRAWINGS ARE ONLY
PERMITTED BY WRITTEN AUTHORIZATION
FROM FILTERRA
DATE: 09 -04 -07 1 DWG: FTSC -2
TYPICAL FILTERRA®
SIDEWALK CONFIGURATIONS US PAT 6,277,274
AND 6,569,321
FILTERRA INLET DRAINAGE DESCRIPTIONS
STR
I I I
I
INLET
INFORMATION
12X4B
��
DIA.
in.
6X6B
SLOPE
°/D
INVERT
IN
4X8B 6X8B
IjI 1
MATERIAL
INLET TYPE
8X48 8X6B 4X68 6X48
SIZE
TOP
ELEVATION
I I '
1 1I
I
F -38
1 I
I 1
6X108 6X12B 4X 2B 7X138
Z
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31.35 E
1
I
I I
I} I
I I
t • • •
FILTERRA
10X613 12X68 13X7B
4'x8'
431.68
MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED DRAWING AVAILABLE IN TIF FILE FORMAT.
BY WRITTEN AUTHORIZATION FROM FILTERRA
r
4
10.00
DATE: 09 -14 -07 DWG: FTOPC -2
428.18
427.00
SDR -35 PVC
,
426. 73 EP•
• ,�
FILTERRA® PVC OUTLET
-
Copyn�bt 5 > ?U07 by Poncri.asc
PIPE COUPLING LOCATIONS
US PAT 6.277,274
AND 6,569,321
�......
`°
� ...:.;.; ' ................
FILTERRA INLET DRAINAGE DESCRIPTIONS
STR
PIPE INFORMATION
INLET
INFORMATION
1.
��
DIA.
in.
LENGTH'
ft.
SLOPE
°/D
INVERT
IN
INVERT
OUT
MATERIAL
INLET TYPE
Curb
Type
SIZE
TOP
ELEVATION
COMMENTS
F -38
Z
O
31.35 E
1
/
/ I -30 4x6
INLET F
t • • •
FILTERRA
CG -6
4'x8'
431.68
FOR INDIVIDUAL INLET DRAINAGE AREAS, SEE DRAINAGE ANALYSIS
r
4
10.00
11.80%
428.18
427.00
SDR -35 PVC
,
426. 73 EP•
• ,�
N
-
38
F
.............. 426.
......... ..
%
�......
`°
� ...:.;.; ' ................
...... .
....:..:.:..................... ; .... PROPOSED FILTERRA .
........
. ..
✓. .
<.. .. ,lI ..... .
•• ..
DI -313
CG -6
12
430.68
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..... :. : :......' ............. :: ...... : : : :...'..'.'. . \ 1.:......,
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.......... w�. ,. •. • : ' :- . ..... ! ............. ......... :.. iw .....
`....... ;.... PROPOSED
u . o s
. /?�/ FILTERRA INLET
°
�°
ad
w
2
Ce
Ce
F -36
FILTERRA
CG -6
4'x8'
431.17
4
10.00
11.70%
427.67
426.50
SDR -35 PVC
36
DI -36
CG -6
12
430.39
F -30
FILTERRA
CG -6
4'x6'
426.31
4
10.00
8.10%
422.81
422.00
SDR -35 PVC
30
DI -313
CG -6
8
426.10
F -28
FILTERRA
CG -6
4'x6'
427.06
4
10.00
10.60%
423.56
422.50
SDR -35 PVC
28
DI -3B
CG -6
6
426.81
SCALE
_,iE EWA&.
D !.
{ PROPOSED FILTERRA
INLET F -36 (4'x81)
ri
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NOTES:
E-•
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1.
PIPE CONNECTIONS BETWEEN PROPOSED FILTERRA INLETS AND DROP-
✓ '� - %
" "�, _ _ _
UJ
2:
INLETS SHALL BE 4" SDR 35 PVC AND SHALL HAVE AN INVERT OUT OF
�'r
%' /
THE FILTERRA INLETS V -6" BELOW THE TOP OF CURB.
} 2.
PROPOSED FILTERRA
Z
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31.35 E
1
/
/ I -30 4x6
INLET F
t • • •
SAFELY BYPASSED PREVENTING FLOODING OF THE FILTERRA INLETS.
_ 31 .18 F
3.
FOR INDIVIDUAL INLET DRAINAGE AREAS, SEE DRAINAGE ANALYSIS
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1 28
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.............. 426.
......... ..
%
�......
`°
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...... .
....:..:.:..................... ; .... PROPOSED FILTERRA .
........
. ..
✓. .
<.. .. ,lI ..... .
•• ..
..... ...
• •�....
..........
.. .. •. • .................
,.`
........ .. .... .... INLET F -38 (4 x8)
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{ PROPOSED FILTERRA
INLET F -36 (4'x81)
F -28 (4 x6)
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SCOTT R. OLLINSz
Lie. No. 035791,E
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NOTES:
E-•
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1.
PIPE CONNECTIONS BETWEEN PROPOSED FILTERRA INLETS AND DROP-
✓ '� - %
" "�, _ _ _
UJ
2:
INLETS SHALL BE 4" SDR 35 PVC AND SHALL HAVE AN INVERT OUT OF
�'r
%' /
THE FILTERRA INLETS V -6" BELOW THE TOP OF CURB.
} 2.
FILTERRA INLETS, AS SHOWN, SHALL BE INSTALLED IMMEDIATELY
Z
O
UPLAND OF THE PROPOSED DROP INLETS SO THAT RUNOFF MAY BE
�'' �'"
% ✓
SAFELY BYPASSED PREVENTING FLOODING OF THE FILTERRA INLETS.
3.
FOR INDIVIDUAL INLET DRAINAGE AREAS, SEE DRAINAGE ANALYSIS
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=
SHEET ON THE ROAD PLANS.
U
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F -28 (4 x6)
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SCOTT R. OLLINSz
Lie. No. 035791,E
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