27_Example Approved Design Plans with Maintenance Requirements

BIOCELL #2 PLAN VIEW (GRASS)
SCALE: 1" = 10'
STORMWATER CONTROL MEASURE
BIOCELL #2 (GRASS)
DRAINAGE AREA: 1.2 AC. (t)
IMPERVIOUS AREA (FOR BASIN DESIGN): 0.72 ACS. (60% OF DRAINAGE AREA)
R v: 0.05 + 0.009(60.0) = 0.59
REQUIRED:
VOLUME = 3630 X RDX RVXA
VOLUME = 3630 X 1 IN. X 0.59 X 1.2 ACS. = 2,570 CF.
PROVIDED:
SURFACE AREA (@ ELEV. 821.0) = 2,178 S.F.
SURFACE AREA (@ ELEV. 822.0) = 3,126 S.F.
VOLUME = 2,652 CF. @ 12" PONDING
STORMWATER MANAGEMENT CALCULATIONS
(SEE ROUTING INFORMATION)
PRE -DEVELOPMENT FLOW
POST -DEVELOPMENT FLOW
INTO BASIN:
INTO BASIN:
Q(l) = 0.4 CFS
Q(l) = 2 CFS
Q(:) = 0.83 CFS
Q(Z) = 3 CFS
Q(,o) = 2.33 CFS
Q(,o) = 6 CFS
POST -DEVELOPMENT DISCHARGE:
Qm = 0 CFS, ELEV.: 822.20 (OK)
Q(Z) = 0 CFS, ELEV: 822.31(OK)
Q)1o) = 1.34 CFS, ELEV: 823.06 (OK)
Q(,.) = 7.77, ELEV: 823.35 (OK)
BIOCELL DRAWDOWN CALCULATIONS
Q=(2.315x10-5)XKXAX nH/AL
K = I IN. / HR. (PERMEABILITY COEFFICIENT) e H = 3.75
A = 2,178 S.F. (SURFACE AREA) n L = 2.75
Qt=(17i?liWib--I))k $ IN./"R. X 2,178 S.F.X 3.75/2.75 = 0.0688 CFS
FIND TIME TO REMOVE VOLUME AT FLOW RATE:
VOLUME = 2,652 CF
T = 2,652 CF / 0.0688 CFS X 1 HR. / 3,600 S = 10.71 HRS.
UNDERDRAIN SIZING CALCULATIONS
Q = 0.0688 CFS (FLOW RATE THROUGH SOIL MEDIA)
Q (DESIGN) = FLOW RATE X SAFETY FACTOR = 0.0688 CFS X 10 = 0.7 CFS
D = 16 (Q * n/So.$)0.375
n = 0.011, S = 0.50%
N X D = 16 (0.7 X 0.011 / 0.005 0.10.375
NXD=6.97IN.
USE 6" DIA. PIPE
N REQ'D = 6.97 IN. / 6 IN. = 1.16, USE MIN. 2 - 6" DIAMETER UNDERDRAINS (OK)
SOIL & TESTING
SPECIFICATIONS
THE SOIL MEDIA SHALL MEET THE FOLLOWING CHARACTERISTICS AND SHALL BE UNIFORM,
FREE OF STUMPS, STONES, ROOTS, OR OTHER DELETERIOUS MATERIAL GREATER THAN 1"
DIAMETER AND SHALL BE FREE OF ANY NOXIOUS WEEDS. SOIL SHALL BE PLACED IN 12" TO
18" LIFTS LOOSELY COMPACTED TO FACILITATE INFILTRATION.
MEDIA MAY NOT BE COMPACTED MECHANICALLY.
CONTRACTOR SHALL PROVIDE CERTIFICATION FROM THE MEDIA SUPPLIERTHATTHE
FOLLOWING PARAMETERS HAVE BEEN MET:
MEDIA PARAMETERS
VALUE
MAX. P-INDEX
50
MEDIUM TO COARSE WASHED SAND*
75 - 85%
FINES (SILT & CLAY)
8 -15%
ORGANIC MATTER (PINE BARK FINES)
5 -10%
MINIMUM INFILTRATION RATE
1 IN. / HR.
(*ASTM C33, C330 OR EQUIVALENT)
*PROVIDE SOIL MEDIA REPORT FOR DRAINAGE TO ENGINEER AFTER MEDIA IS IN PLACE.*
1. CONTRACTOR TO PERFORM A PERMEABILITY TEST OF IN -PLACE SOIL MEDIA AND PROVIDE RESULTS OF TEST
TO ENGINEER FOR SUBMISSION FOR APPROVAL (SEE NOTE ABOVE).
2. TEST SOIL MEDIA TO DETERMINE AN ACTUAL DRAINAGE RATE AFTER PLACEMENT.
3. PERMEABILITY SHOULD FALL BETWEEN 1.0 AND 6 INCHES PER HOUR (1-2 INCHES PER HOUR PREFERRED).
4. THE SEASONAL HIGH WATER TABLE IS A MINIMUM OF 2 FEET BELOW THE BOTTOM OF THE CELL
5. MEDIA SHALL NOT BE MECHANICALLY COMPACTED (WATER IT OR WALK ON IT AS PLACED).
CONSTRUCTION SEQUENCE
THE BIORETENTION AREA SHALL NOT BE CONSTRUCTED UNTIL AFTER ALL SITE GRADING IS COMPLETE AND
STABILIZED. INSTALLATION OF ANY PART OF THE BIOCELLSHALL NOT OCCUR UNTIL ALL CONTRIBUTING
DRAINAGE AREAS HAVE BEEN PERMANENTLY STABILIZED TO ELIMINATE SEDIMENT TRANSPORT TO THE SYSTEM.
REMOVE ALL SEDIMENT ACCUMULATIONS FROM BIORETENTION AREA EXCAVATION PRIOR TO INSTALLATION.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
MATERIAL SPECIFICATIONS
TABLE A:
PARAMETERS
SPECIFICATIONS
SIZE
NOTES
PLANTING SOIL
REFER TO TABLE
UNIFORM AND FREE OF STONES, STUMPS,
ROOTS OR SIMILAR MATERIAL
MEDIA SHALL NOT BE MECHANICALLY COMPACTED
SAND
ASTM C-33
USE WASHED SAND
UNDERDRAIN STONE
ASTM #57
1/2" TO 1-1/2"
#57 WASHED STONE AGGREGATE
PVC PIPING
AASHTO M-278
6" - RIGID
3/8" PER. @ 6" CENTERS, 4 ROWS
SCHEDULE 40
OF HOLES (MIN.) AROUND DIAMETER.
FILTER FABRIC
TENCATE MIRAFI 140N
NON -WOVEN, INSTALL PER
MANUFACTURER'S SPECIFICATIONS
SOD PLANTING SPECIFICATIONS
HARVEST, DELIVER, STORE, AND HANDLE SOD ACCORDING TO REQUIREMENTS IN "SPECIFICATIONS FOR
TURFGRASS SOD MATERIALS" AND "SPECIFICATIONS FOR TURFGRASS SOD TRANSPLANTING AND INSTALLATION"
IN TPI'S "GUIDELINE SPECIFICATIONS TO TURFGRASS SODDING."
DELIVER SOD IN TIME FOR PLANTING WITHIN 24 HOURS OF HARVESTING. PROTECT SOD FROM BREAKAGE AND DRYING.
FURNISH VIABLE SOD OF UNIFORM DENSITY, COLOR AND DEVELOPMENT WHEN PLANTED.
SOD SHALL BE GROWN IN PERMEABLE (I.E. SANDY LOAMY) SOILS AND NOT IN IMPERMEABLE (I.E. CLAY) SOILS.
TURFGRASS SPECIES: HYBRID BERMUDAGRASS (TIFWAY, TIFWAY II, MIDWAY OR OTHER APPROVED HYBRID)
PROVIDE FULL MAINTENANCE BY SKILLED EMPLOYEES OF LANDSCAPE INSTALLER.
BEGIN MAINTENANCE IMMEDIATELY AFTER EACH AREA IS PLANTED AND CONTINUE UNTIL ACCEPTABLE TURF IS
ESTABLISHED BUT NOT LESS THAN 30 DAYS FROM DATE OF PLANTING COMPLETION.
DO NOT LAY SOD IF DORMANT OR GROUND IS FROZEN OR MUDDY.
LAY SOD TO FORM A SOLID MASS WITH TIGHTLY FITTED JOINTS. BUTT ENDS AND SIDES OF SOD.
DO NOT STRETCH OR OVERLAP.
STAGGER SOD STRIPS OR PADS TO OFFSET JOINTS IN ADJACENT COURSES. AVOID DAMAGE TO SUBGRADE OR SOD
DURING INSTALLATION. TAMP AND ROLL TO ENSURE CONTACT WITH SOIL MEDIA, ELIMINATE AIR POCKETS AND FORM
A SMOOTH SURFACE.
WORK SIFTED MEDIA INTO MINOR CRACKS BETWEEN PIECES OF SOD, REMOVE EXCESS TO AVOID SMOTHERING SOD
AND ADJACENT GRASS.
SATURATE SOD WITH FINE WATER SPRAY WITHIN TWO HOURS OF PLANTING. DURING FIRST WEEK OF PLANTING, WATER
DAILY OR MORE FREQUENTLY AS NECESSARY TO MAINTAIN MOIST SOILTO A MINIMUM DEPTH OF Ti INCHES BELOW SOD.
ENGINEER'S CERTIFICATION OF
STORMWATER QUANTITY CONTROL
THE STORMWATER CONTROL STRUCTURE SHOWN ON THIS PLAN IS DESIGNED TO REDUCE THE
PEAK FLOW RATES IN THE POST -DEVELOPMENT 1-YEAR 24 HOUR STORM EVENT, THE 2-YEAR
24 HOUR STORM EVENT AND THE 10-YEAR 24 HOUR STORM EVENTTO PRE -DEVELOPMENT
PEAK FLOW RATES.
ENGINEER'S CERTIFICATION OF
QUALITY CONTROL
I CERTIFY THATTHIS PLAN HAS BEEN DESIGNED TO CONTROL RUNOFF FROM THE AREAS REQUIRED
IN SECTION 30-12-3.12 OF THE GREENSBORO DEVELOPMENT ORDINANCE FROM THE FIRST INCH OF
RAINFALL AND THAT THE RUNOFF CONTROL MEASURES SHOWN ON THIS PLAN HAS BEEN DESIGNED
TO MEET OR EXCEED THE GUIDELINES IN THE GREENSBORO WATERSHED MANUAL
10
P.E. SEAL ..�FesSIO,
SIGNATURE 7DATEZ61W 10771
�NOINE�P
R S
STORM WATER NOTES:
1. THE STORM WATER CONTROL MEASURE (S.C.M.) MUST BE INSPECTED, CERTIFIED AND AS-BUILTED PRIOR TO FINAL
APPROVAL OF THE PROJECT.
2. CONTRACTOR MUST NOTIFY THE ENGINEER 2 WORKING DAYS PRIOR TO BEGINNING CONSTRUCTION OF THE S.C.M.
THE ENGINEER MUST PERFORM NECESSARY INTERMEDIATE INSPECTIONS IN ORDER TO CERTIFY ADEQUATE CONSTRUCTION
OF THE S.C.M. CONTRACTOR MUST NOTIFY THE ENGINEER 2 WORKING DAYS PRIOR TO ANY REQUIRED INSPECTIONS OF
THE S.C.M. DEVICE. FAILURE TO NOTIFY THE ENGINEER FOR ANY/ALL REQUIRED INSPECTIONS AND TESTING MAY RESULT
IN THE CONTRACTOR HAVING TO PROVIDE ADDITOINAL TESTING AT THE CONTRACTOR'S EXPENSE.
3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE ENGINEER PRIOR TO BEGINNING CONSTRUCTION OF THE S.C.M. IN
ORDER TO ESTABLISH AN INSPECTION SCHEDULE THAT MUST BE ADHREREDTO IN ORDER TO GAIN FINAL CERTIFICATION
AND APPROVAL OF EACH S.C.M. LOCATED ON THE PROJECT:
A. INITIAL BERM CONSTRUCTION, INVERT ELEVATIONS, AND DIMENSIONS OF THE CELL BOTTOM MUST BE VERIFIED
PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE CELL
B. VERIFY PLACEMENT OF THE UNDERDRAIN CONSTRUCTION INCLUDING BUT NOT LIMITED TO THE STONE PLACEMENT,
PIPE TYPE/PLACEMENT, AND CLEAN -OUT PLACEMENT.
C. VERIFY PLACEMENT AND ELEVATION OF THE SAND LAYER.
D. ENGINEER MUST BE PROVIDED WITH AND APPROVE THE CONTRACTOR SUBMITTAL FOR THE CELL SOIL MIX
PRIOR TO PLACEMENT.
E. TOP ELEVATION AND DIMENSIONS OF THE SOIL MIX MUST BE VERIFIED PRIOR TO SOD/MULCH PLACEMENT.
F. PLANT TYPES, NUMBERS AND PLACEMENT MUST BE VERIFIED BY THE ENGINEER IF APPLICABLE.
4. ANY NOTED DEFICIENCIES IN THE REQUIRED HEIGHTS, DEPTHS, WIDTHS, SURFACE AREAS, VOLUMES AND CONSTRUCTION
PRACTICES IN THE CONSTRUCTION OF THE SCM MUST BE ADDRESSED AT THE CONSTRACTOR'S EXPENSE PRIOR TO
FINAL APPROVAL
INSTALLATION, INSPECTION AND MAINTENANCE
REQUIREMENTS FOR 1310-RETENTION S.C.M.
MINIMUM INSPECTION / MAINTENANCE REQUIREMENTS (OWNER)
AFTER INSTALLATION AND THE BIOCELL IS ESTABLISHED, THE BIOCELL MUST BE INSPECTED ONCE A MONTH AND WITHIN 24 HOURS AFTER
EVERY STORM EVENT GREATER THAN 1.0 INCHES IN ACCORDANCE WITH THE NCDEQ M.D.C.. RECORDS OF INSPECTION AND MAINTENANCE
WILL BE KEPT IN A KNOWN SET LOCATION AND WILL BE AVAILABLE UPON REQUEST. A LOG BOOK IS RECOMMENDED.
DRAINAGE AREA TO BIORETENTION CELL
ENSURE VEGETATION IS WELL ESTABLISHED ON ALL PERVIOUS AREAS DRAINING TO THE BIORETENTION CELL PERVIOUS AREAS THAT ARE NOT
WELL VEGETATED SHOULD BE RESEEDED OR REVEGETATED TO PREVENT ERODED SEDIMENT FROM ENTERING THE CELL
OVERALL BIORETENTION AREA
(A) ACCUMULATED PAPER, TRASH, AND DEBRIS SHALL BE REMOVED FROM THE BIORETENETION AREA.
(B) OBSERVE THE FILTER PERFORMANCE OF THE CELL (MONTHLY). IF THE DRAW DOWN TIME (MAXIMUM DRAW DOWN TIME IS 72 HOURS)
CANNOT BE ACHIEVED, CORRECTIVE MAINTENANCE IS NEEDED. CORRECTIVE MAINTENANCE TO RESTORE PROPER DRAWDOWN TIME AND
STORMWATER TREATMENT PERFORMANCE OF THE FILTER BED INCLUDES:
1. CLEANOUT THE U N DERDRAIN SYSTEM.
2. REPLACING SOD AND TOP FEW INCHES OF PLANTING SOIL
3. IF APPROPRIATE DRAW DOWN TIME CANNOT BE RESTORED, THE OWNER WILL BE REQUIRED TO REMOVE AND REPLACE THE FILTER BED
AND UNDER DRAIN SYSTEM.
PRE-TREATMENT
(A) INSPECT ENERGY DISSIPATERS FOR PROPER FUNCTIONALITY. SEDIMENTATION BUILD-UP SHOULD BE REMOVED ONCE THE VOIDS BECOME
SUBSTANTIALLY FILLED WITH SEDIMENT. THE ROCK MUST BE REMOVED, CLEANED (AWAY FROM THE BIORETENTION AREA) AND PLACED BACK IN
ITS ORIGINAL LOCATION. LARGER ROCK OR OTHER MEASURES MAY BE REQUIRED IF THE ROCK IS BEING CARRIED AWAY BY HIGH WATER FLOWS.
SOIL MEDIA
(A) TEST THE pH OF THE SOIL (ANNUALLY). TO KEEP PLANTINGS HEALTHY, THE PLANTING SOIL SHALL BE TESTED ONCE A YEAR TO DETERMINE IF
THE pH IS IN THE ACCEPTABLE RANGE.
(B) TEST THE TOXICITY OF THE SOIL. (AS NEEDED, APPROXIMATELY ONCE EVERY 3 YEARS)
(C) SEE TABLE FOR PLANTING SOIL CHARACTERISTICS.
PLANTING
(A) REPLACE PLANTINGS THAT ARE DEAD, DISEASED OR OTHERWISE HAVE FAILED TO ESTABLISH.
(B) PRUNING AND WEEDING THE BIORETENTION CELL MAY BE AESTHETICALLY DESIRED.
MULCH LAYER
(A) INSPECT THE CELL FOR PROPER MULCH COVER. MULCH NEEDS TO BE REAPPLIED IN AREAS WHERE EROSION HAS DISPLACED THE MULCH.
IT WILL BE NECESSARY TO REPLACE THE MULCH EVERY YEAR WHEN THE MULCH DECAYS. THE THICKNESS OF MULCH SHOULD BE APPROXIMATELY
3 INCHES.
(B) MULCH LAYER SHOULD BE STANDARD LANDSCAPED STYLE, SINGLE OR DOUBLE, SHREDDED HARDWOOD MULCH OR CHIPS. THE MULCH LAYER
SHOULD BE WELL AGED (STOCKPILED OR STORED FOR AT LEAST 12 MONTHS), UNIFORM IN COLOR, AND FREE OF OTHER MATERIALS, SUCH AS WEED
SEEDS, SOIL, ROOTS, ETC. GRASS CLIPPINGS SHOULD NEVER BE USED AS MULCH MATERIAL
OUTLET
(A) VERIFY THAT THERE IS DISCHARGE FROM THE UNDERDRAIN WHEN WATER IS PONDED IN THE CELL IF THERE IS NO DISCHARGE FROM THE OUTLET,
THE SYSTEM IS NONFUNCTIONAL AND CORRECTIVE MAINTENANCE IS NEEDED IMMEDIATELY TO RESTORE DRAW DOWN.
(B) THE OVERFLOW WEIR SHOULD BE INSPECTED TO ENSURE IT IS NOT BLOCKED WITH DEBRIS AND IS FUNCTIONING PROPERLY.
(C) INSPECT FOR EROSION AT THE OUTLET AREAS. ERODED AREAS SHOULD BE REVEGETATED IF EROSION CONTINUES TO OCCUR.
MATERIAL SPECIFICATIONS
(A) SEE TABLE
MOWING ACTIVITIES
MOWING ACTIVITIES ON THE PROPERTY SHOULD BE CONDUCTED IN SUCH A WAY TO PREVENT LAWN AND CLIPPINGS AS WELL AS ERODED SEDIMENT
FROM ENTERING THE BIORETENTION AREA. ONE WAY TO PREVENT CLIPPINGS FROM ENTERING THE AREA IS TO USE MULCHING MOWERS OR BAG
AND REMOVE CLIPPINGS FROM SITE. HEAVY EQUIPMENT SHOULD NEVER BE DRIVEN OVER THE BIOCELL
PAVED SWEEPING PROGRAM
A PAVED SWEEPING PROGRAM SHOULD BE IMPLEMENTED FOR ALL PROPERTIES THAT UTILIZE THE BIORETENTION AREA. SWEEPING PAVED AREAS ON
A PERIODIC BASIS WILL HELP EXTEND THE FUNCTIONALITY OF THE BIORETENTION DEVICE BY REDUCING THE POLLUTANT LOAD AND DEBRIS THAT ENTERS
IT. DEBRIS SHOULD BE SWEPT AWAY FROM THE PRETREATMENT COMPONENT, THE SWEEPING PROGRAM IS THE RESPONSIBILITY OF THE OWNER.
Borum, Wade and Associates, P.A.
621 Eugene Court, Suite 100, Greensboro, NC 27401-2711
PO Box 21882 Greensboro, NC 27420-1882
Phone:[phone] Fax:336-27S-3719
Web: www1m m-wade.00m
N.C. License #: C-0868
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4100 HELL5PRI% DRIVE
6REEN5BORO, NORTH ( AROLINA 21410
036) 545-5400
PRANN BY: KLM
DATE: 0CT0ff R 31, 201a
REVISIONS:
5HEET TITLE:
S.G.M. PLAN
B106ELL #(6 R A 551
FILE NO: F:\WdlSpring\sitepIan_SCAdwg
DRAWING 5GALE: I'= 20'
OVERFLOW WEIR CALCULATIONS
Q (ELEV. 823.5) = 11.0 C.F.S. (WEIR CONTROL)
Q (ELEV. 824.0) = 18.54 C.F.S. (OUTLET PIPE ORIFICE CONTROL)
G-5A

EX. SIDEWALK I L = 1.8'
825.0
L = 7.81'
L = 7.5'
L��Tiy
*REMOVE EX. INLET & REBUILD PER C.O.G. STD. #435
*OVERFLOW AND ADJUST TOP TO ELEV.: 823.00
STRUCTURE (SEE DETAIL FOR NOTES)
L=6' _ I _ L=6'
L = 5.74'
L = 7.0'
L = 3.0'
SEE STORM ROUTING INFORMATION
REMOVE EX. GRATE / INLET
& REBUILD PER C.O.G. STD. #435 3
INSTALL(SEE DETAIL) GUARD � 100 YR., 24-HR. 3" SOD
3" SOD 10 YR., 24HR. 1
Q (100) = 823.35
823.00 - Q (10) = 823.06 =
3" SOD 2 YR., 24-HR. 1 YR., 24-HR. 3" SOD -
0 Q (2) = 822.31 p Q (1) = 822.20 I I c MAX. PONDING _
NORMAL PONDING I { I I- I -I -I I II I)
CV 14�� IrmTri
I I I -III- I R.C.P. { _ �'rn
2 -6 SOIL MIXTURE_H \ +I
III - I (NON -MECHANICAL
I/ {
= LOOSE COMPACTION-7 1 819.25 _ -
{ N I -
4" WASHED -
I= SAND 3 818.50 I -I
_ -_- I�.................. 818.25
817.92
�o.. I I
- I . •` II- I I III III II - II-
I816.42 (MAX. DEPTH)
GRAVEL UNDERDRAIN I II -III-III-I I - IIII-III I III -I I I-
3
_ A
"' UNDERDRAIN PIPE
814.25 (+/-) 6" DIA. SCHEDULE 40 PIPE TENCATE MIRAFI 14ON
NON -WOVEN FILTER FABRIC
FOR INTERNAL WATER STORAGE
THERE IS NO SEASONAL HIGH WATER TABLE
(i W S) OVERLAP 18" MIN. @ JOINTS PER
(S.H.W.T.) WITHIN 2.0 FEET OFTHE BOTTOM OF BIOCELL. *SEE DETAIL* MANUFACTURER'S SPECIFICATIONS
(OR APPROVED EQUAL)
SEE INCLUDED REPORT (ELEVATION 814.25). STO R M WATE R CONTROL MEASURE
GRASS BIOCELL #2 DETAIL
CROSS-SECTION THROUGH EMBANKMENT AT OVERFLOW STRUCTURE
SCALE: 1" = 2'
L=10.44'
SEE STORM ROUTING INFORMATION
CLEANOUT (SEE PLANS, TYP.)
L = 15.0'
L = 9.75'
CLEANOUT (SEE PLANS, TYP.)
- 824.0
100 YR., 24-H R.
823.0 10 YR., 24-HR. _ Q (100) = 823.35
3 Q(10)=823.06 _
2 YR., 24-HR. 3" SOD
1 YR., 24-HR.
1 3" SOD MAX. PONDING p Q (2) = 822.31 p Q (1) = 822.20
822.0 - - -
0
zo -III-III-IIII -
N
N NORMAL PONDING
821.0
Li 111111111H
2'-6" SOIL MIXTURE +' 2'-6" SOIL MIXTURE
/ \�- (NON -MECHANICAL
LOOSE COMPACTION) N \�_ LOOSE COMPACTION)
-I I 4" WASHED \ o �;
SAND ? 2" MIN.
.............................................................................'.'.'.'.'.'.'..'.'.'.'.'.'.'.'.'.'.'.'.'.'..'.'.'.'.'.'.'
EX.15 R.C.P.
STORM SEWER o
:I ..vO. .. v°. ..p°. ..v °. ..vO. .. .. .. ..
817.0(+/-)
I-
IIII 1 11 1 1-1 1 11 I II I I I II I I I I-IIIIII-III-IIIIIIIII-III III -III -III III-III-IIIIII I I -III IIII I i
"' UNDERDRAIN PIPES UNDERDRAIN PIPES
814.25 (+/-) 6" DIA. SCHEDULE 40 PERFORATED PIPE GRAVEL UNDERDRAIN 6" DIA. SCHEDULE 40 PERFORATED PIPE
@ 0.50% MIN. SLOPE NCDOT #57 WASHED STONE (MIN. 2" @ 0.50% MIN. SLOPE
THERE IS NO SEASONAL HIGH WATER TABLE (SEE PLAN VIEW) OVERTOP OF PERFORATED PIPES) (SEE PLAN VIEW)
(S.H.W.T.) WITHIN 2.0 FEET OFTHE BOTTOM OF BIOCELL. IN -PLACE OR
SEE INCLUDED REPORT (ELEVATION 814.25). COMPACTED FILLSOILS
STORMWATER CONTROL MEASURE
GRASS BIOCELL #2 DETAIL
CROSS-SECTION THROUGH MIDPOINT OF BIOCELL
SCALE: 1" = 2'
SEE RETAINING WALL DESIGN FOR COORDINATION
RETAINING WALL
Q (10 YR., 10 MIN) = 4.08 C.F.S.
L = 7.5' (+/-) 2' 2' L 2' BIOCELL
CLASS "B" RIP RAP #57 WASHED STONE
D = 18"
D = 6"
so -
2 823.14
FOREBAY t 00/6 -� 1
I I I I -III -I I -I I -I III -I I( -III I I I I I IIII-III-III-I I
�-
FILTER FABRIC
SEE RETAINING WALL DESIGN FOR COORDINATION CROSS SECTION
RETAINING WALL
Q (10 YR., 10 MIN) = 4.08 C.F.S.
* 10 YEAR, 10 MIN. INTENSITYLL =17' I , 2' I , 2' I _ 2'
DRAINAGE FROM SITE
Q(10) = 4.08 C.F.S.* CLASS "B" RIP RAP #57 WASHED STO
D = 18"
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RIP RAP OUTLET & FOREBAY @
INLET TO BIOCELL
FOREBAY CALCULATIONS AND DATA::
1. MIN. L REQUIRED = 8.0 FT. (FROM FIGURE 8.06b OF NCDEQ EROSION CONTROL DESIGN MANUAL).
2. WEIR LENGTH PROVIDED: 26.0' (+/-). H = 0.14 FT. DISPERSED OVER BAFFLE WEIR (O.K.).
BIOCELL
6" DIA. SCHEDL
PERFORATED
(SEE PLAN VII
4 ROWS OF 3
823.0 DIAMETER H(
822.0 900
TYP.
' READED CLEANOUT
CAP & PLUG
ELEV.: 823.0
TOP OF SOD ELEV.: 821.0
6" SCHEDULE 40
SOLID PVC PIPE
i SWEEP 90° ELBOW
b•' (IYN.)
6 - INCH P.V.C. COLLECTOR PIPE
& CLEANOUT DETAIL
N.T.S.
FOR USE IN BIOCELLUNDERDRAIN
L = 9.0'
3" SOD
3
820.'
2'-6" SOIL MIXTURE
E I LOOOM ACTION) =I
4" WASHED
SAND -
_ _ I 818.25
.................................................. _ 817.92
v ° _
822.0
821.0
I816.50*
III -I I I I III III III -III -I *VARIES FROM ELEVATION 816.67 AT OUTER EDGE
TO ELEVATION 816.42 AT END OF UNDERDRAIN AT INLET.
TENCATE MIRAFI 140N
NON -WOVEN FILTER FABRIC
OVERLAP 18" MIN. @ JOINTS PER
MANUFACTURER'S SPECIFICATIONS
(OR APPROVED EQUAL)
;ASH GUARD
I N LET*
*CONSTRUCT NEW TOP TO ELEV. 823.00
y y i y y 4 y y y y y W
y y ly a
BIOCELL OVERFLOW STRUCTURE
INLET NOTES:
1. OVERFLOW STRUCTURE TO BE REBUILT PER C.O.G. STD. #435.
2. CONTRACTOR WILL APPLY BRICK & MORTAR FINISHING TECHNIQUES CONSISTENT WITH
FINISHED BRICK WORK ON EXPOSED SECTION OF STRUCTURE. BRICKS TO MATCH COLOR
OF THE NEW CONSTRUCTION.
3. SUBMIT SHOP DRAWING OF TRASH GUARD TO ENGINEER FOR REVIEW AND APPROVAL
PRIOR TO MANUFACTURE AND INSTALLATION.
RETAINING WALL
L = 11.2'
TOP OF BERM:
/ L=10' I L=8'
820.75
824.0
L=4'
INLET *SEE TRASH GUARD DETAIL
(SEE DETAIL THREADED CLEANOUT
& NOTES) ❑❑a❑❑❑H CAP & PLUG
ELEV.: 823.0 ELEV.: 823.0
6" SCHEDULE 40
SOLID PVC PIPE -
N
WALL OF -
OVERFLOW
STRUCTURE
( 819.25I
818.50
(EX.)
6" DIA. SCHEDULE 40
COLLECTOR DRAIN
(SEE PLAN VIEW)
NOTE:
UPTURNED ELBOW IS LOCATED
OUTSIDE OF DRAINAGE STRUCTURE
BECAUSE EX. PIPE INVERT IS
IS ABOVE BOTTOM OF BIOCELL
a
816.75
6" STANDARD 90" ELBOW
UPTURNED ELBOW &
EX. STRUCTURE DETAIL
N.T.S.
FOR USE IN BIOCELL OVERFLOW STRUCTURE
TO PROVIDE INTERNAL WATER STORAGE (I.W.S.)
(SEE PLAN)
824.0
823.0
822.0
821.0
EX. SIDEWALK 1
TOP OF SOD ELEV.: 821.0
6" DIA. SCHEDULE 40
PERFORATED PIPE &
COLLECTOR DRAINS
(SEE PLAN VIEW)
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Borum, Wade and Associates, P.A.
621 Eugene Court, Suite 100, Greensboro, NC 27401-2711
PO Box 21882 Greensboro, NC 27420-1882
Phone-336-275-0471 Fax: [phone]
Web: www.borum-wade.com
N.C. License #: C-0868
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{ALL • SPRING
4100 14415PRINO DRIVE
CREEK-WRO, NORTH GAROLINA 21410
(33(g) 545-5400
DRAWN BY: KLM
DATE: OGTOBER 31, 2019
REM510N5:
5HEET TITLE:
S.G.M. PLAN
BIDGELL #2
(6RA 5).
FILE NO: F:\WeI1Spdng\sitep1on_SCA.dwg
DKANUNG 5GALE: I'= 20'
FLAN SHEET NO.
G-5B