20090597 Ver 6_SW Additional Info_20220411

Strickland, Bev
From: Jacob Hudson <[e-mail]>
Sent: Monday, April 11, 2022 2:09 PM
To: Mcdaniel, Chonticha
Subject: [External] RE: Central Carolina Enterprise Park - Lot 6 (SMP Approval 2009-0597v6)
Attachments: 7A STORMWATER PLAN.pdf; Supplemental EZ form - Signed.pdf
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Report Spam.
Good afternoon Chonticha,
Thank you for the comments.
Below are my responses to your comments in red. Attached are the revised stormwater pond plan and Supplemental
form, the revised stormwater report can be form can be downloaded at the following link:
https://cegrou pi nc.sha refi le.com/d-s7a6acda336aa47 bfac9da502f696de34
Please let me know any questions or any further comments you may have.
Thanks!
Jacob Hudson, PE
Project Designer
CE GROUP
301 Glenwood Avenue, Suite 220
Raleigh, NC 27603
Phone: [phone] ext. 110
From: Mcdaniel, Chonticha <[e-mail]>
Sent: Friday, April 1, 2022 8:21 AM
To: Jacob Hudson <[e-mail]>
Subject: Central Carolina Enterprise Park - Lot 6 (SMP Approval 2009-0597v6)
Hi Jacob,
I just finished my review of the subject project and have following comments:
1. The pond's inlet and outlet locations are very close to each other. The wet pond MDC#4 requires inlet and outlet
to be located in a manner that avoids short circuiting. Will baffles be installed in the wet pond to lengthen the
stormwater flow path as much as possible or are there other strategies being used to avoid short circuiting?
i

The forebay dam spillway and main pool baffles are now being shown to lengthen the flow path. Existing and
proposed site grading are conducive to the current inlet and outlet locations to control the depth of the storm
sewer and outlet into the existing swale on site and not into the existing sanitary sewer easement.
2. Precipitation data tables are blank (i.e. no data) in the Stormwater Report.
Correct precipitation data tables are included in the revised stormwater report.
3. Drainage area maps incorrectly identify the lot on the drawings as lot #8 instead of #6.
Corrected drainage area maps are included in the revised stormwater report.
4. Supplemental-EZ form for the wet pond is missing. The form is attached in this email for your use.
The completed supplemental- EZ form is included in the resubmittal.
Please feel free to let me know if you have any questions. Thank you!
Chonticha McDaniel
401 Stormwater Engineer
401 & Buffer Permitting Branch
Division of Water Resources
Department of Environmental Quality
919-707-3634 office
chonticha.mcdaniel©ncdenr.gov
Mailing Address - 1617 Mail Service Center, Raleigh, North Carolina, 27699-1617
Street Address - 512 N. Salisbury St. (Floor 9th), Raleigh, North Carolina, 27604
Nothing Cork
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
2

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name CCEP-Lot#6
2 Project Area ac 17.69
3 Coastal Wetland Area ac 0
4 Surface Water Area ac 0
5 Is this project High or Low Density? High
6 IDoes this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4
7 Width of vegetated setbacks provided feet 25
8 Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003 4 c-d? No
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting RWH 0
18 Green Roof 0
19 Level Spreader-Filter Strip LS-FS 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale ` 0
22 Dry Pond 0
23 StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Jacob Hudson,PE-Project Engineer
28 Organization: CE Group,Inc.
29 Street address: 301 Glenwood Avenue,Suite 220
30 City,State,Zip: Raleigh,NC 27603
31 Phone numbers: 919 367-8790 ext.110
32 Email: [e-mail]
Certification Statement
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is.to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications.operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
R0
s oQ-oF� s/O "C
,�; •,y
?a SEAL �V-• -
• _ Sig ature f Designer
050755
oe'C�Hko��\\ 4 1'11 1 1 Zo22 Seal Date

DRAINAGE AREAS
1 J Is this a hi h density project? Yes
2 If so,number of drainage areas/SCMs 1
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1
4 Type of SCM Wet Pond
5 Total drainage area(sq ft 479710 479710
6 Onsite drainage area(sq ft 479710 479710
7 Offsite drainage area(sq ft
8 Total BUA in project(sq ft 358737 sf 358737 sf
New BUA on subdivided lots(subject to permitting)
9 (scl ft
New BUA not on subdivided lots(subject to
10permitting) s
11 Offsite BUA(sq ft
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft 16230 sf 16230 sf
-Sidewalk(sq ft 2281 sf 2281 sf
-Roof(sq ft 117185 sf 117185 sf
-Roadway s fit) 54144 sf 54144 sf
-Future(sq ft 152908 sf 152908 sf
-Other,please specify in the comment box
below(sq ft 15989 sf 15989 sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft
New infiltrating permeable pavement not on
14 subdivided lots(sq ft
Existing BUA that will remain(not subject to
15permitting) s ft
16 Existing BUA that is already permitted(sq ft
17 Existing BUA that will be removed(sq ft
18 Percent BUA 46% 75%
19 Desi n storm inches 1.0 in
20 Design volume of SCM cu ft 35670 of
21 Calculation method for design volume Simple
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 .drainage area(s): _
Loading Dock area and gravel Fire Access Drive

WET POND
1 Draina a area number 1
2 1 Minimum required treatment volume cu ft 28904 cf
GENERAL MDC FROM 02M.10M
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered No
side slopes?
Are the inlets,outlets,and receiving stream protected from erosion
7 Yes
10- ear storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 lWhat is the method for dewatering the SCM for maintenance? Pump referred
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with N/A
General MDC 10?
14 Is there an 08M Agreement that complies with General MDC(11)? Yes
15 Is there an 08M Plan that complies with General MDC(12)? Yes
16 1 Does the SCM follow the device specific MDC? Yes
17 Was the SCM des' ned b an NC licensedprofessional? Yes
WET POND MDC FROM 02H.1053 JJP
18 Sizing method used SAIDA
19 Has a stage/storage table been provided in the calculations? Yes
20 Elevation of the excavated main pool depth(bottom of sediment 234.00
removal)(fmsl
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 235.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 241.00
23 Elevation of the permanent pool(fmsl) 241.50
24 Elevation of the top of the vegetated shelf(fmsl) 242.00
25 Elevation of the temporary pool(fmsl) 243.25
26 Surface area of the main permanent pool(square feet) 13939
27 Volume of the main permanent pool(cubic feet) 56621 cf
28 jAverage depth of the main pool(feet) 4.06 ft
29 Average depth equation used Equation 2
30 If using equation 3,main pool perimeter(feet)
31 If using equation 3,width of submerged veg.shelf(feet)
32 Volume of the forebay(cubic feet) 10932 cf
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 12 in
35 Design volume of SCM(cu ft) 35670 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 4 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days)
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? Yes
43 Depth of forebay at entrance(inches) 84 in
44 Depth of forebay at exit(inches) 78 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6.1
48 Does the orifice drawdown from below the top surface of the Yes
permanentpool?
49 Does the pond minimize impacts to the receiving channel from the 1-
Yes
r,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No
MDC 9 is met.
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Bermuda
54 Hasa planting plan been provided for the ve elated shelf? Yes
ADDITIONAL INFORMATIO
55 Please use this space to provide any additional information about the
wet pond(s):
3 12:45 PM 4/11/2022

LEGEND
DAM EMBANKMENT CONSTRUCTION NOTES - - PROPERTY LINE(PL) N N
1. THE CONTRACTOR OR OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER TO TEST ALL EMBANKMENTS AND FILL PLACEMENT FOR PROPER COMPACTION. PROPER COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEERS RAW RIGHT-OF-WAY LINE CD CD CD �
/ ySp RECOMMENDATIONS OR THESE PLANS,WHICHEVER IS MORE STRINGENT.EMBANKMENTS FOR PONDS SHALL BE PLACED IN 6 INCH LOOSE LAYERS AND SHALL BE COMPACTED TO A DENSITY NO LESS THAN 95%OF THE STANDARD PROCTOR SETBACK LINE Cl) CD/ 0/ 210 �<< / I . 1 MAXIMUM DENSITY AT A MOISTURE CONTENT OF+OR-TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698.THE CONTRACTOR SHALL TAKE PHOTOGRAPHS OF THE OUTLET STRUCTURE AT ALL UTILITY EASEMENT O -1 O
PHASES OF INSTALLATION AND SHALL RETAIN WITH GEOTECHNICAL TESTING DATA.THE CONTRACTOR SHALL ALSO RETAIN ALL SHIPPING RECORDS AND SPECIFICATIONS FOR THE OUTLET STRUCTURE MATERIALS AND STRUCTURES.ALL OF N
THE ABOVE DATA MAY BE REQUIRED AS PART OF THE MUNICIPALITY AS-BUILT PROCESS AND SHALL BE MADE AVAILABLE TO THE ENGINEER UPON REQUEST.THE CONTRACTOR AND OWNER SHALL HAVE DOCUMENTATION OF THESE TESTS -140- EXISTING MAJOR CONTOUR O O O
CO- • �, ` 1 AVAILABLE UPON REQUEST. - - - -139- EXISTING MINOR CONTOUR
I 2. TOLERANCES FOR FINAL GRADES SHALL BE WITHIN t0.10 FEET.STRICT ADHERENCE TO THE GRADING ON THIS PLAN AND THE TOLERANCES SPECIFIED HEREON SHALL BE REQUIRED PRIOR TO CERTIFICATION BY THE ENGINEER THAT THE WET 140 PROPOSED MAJOR CONTOUR
POND HAS BEEN BUILT IN COMPLIANCE WITH THESE DRAWINGS.UPON COMPLETION OF THE FINAL GRADING THE CONTRACTOR SHALL CONTACT THE SURVEYOR TO SURVEY THE AS-BUILT WET POND.THE CONTRACTOR SHALL NOTIFY THE 139 PROPOSED MINOR CONTOUR
/ ' \ ENGINEER THAT THE WET POND HAS BEEN COMPLETED AND THE ENGINEER SHALL EVALUATE THE AS-BUILT SURVEY DATA FOR COMPLIANCE WITH THESE DRAWINGS.IF THE WET POND IS FOUND TO BE OUT OF COMPLIANCE WITH THESE PROPOSED STORM DRAINAGE PIPE J
DRAWINGS,THE CONTRACTOR SHALL RE-GRADE THE WET POND AS NECESSARY TO BRING THE POND INTO COMPLIANCE WITH THESE DRAWINGS.THE COST OF ANY ADDITIONAL SURVEYING FOR ENGINEERING EVALUATION REQUIRED Q
RESULTING FROM INCOMPLETE OR INCORRECT GRADING OF THE WET POND SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. SS o. PROPOSED GRAVITY SEWER
W W PROPOSED WATER LINE
3. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY.SOILS WITH ORGANIC MATTER CONTENT EXCEEDING 5%BY WEIGHT SHALL NOT BE TIP TIP PROPOSED TREE PROTECTION FENCE � J
USED.STONES GREATER THAN 3-INCH(IN ANY DIRECTION)SHALL BE REMOVED FROM THE FILL PRIOR TO COMPACTION. CO
LID LID PROPOSED LIMITS OF DISTURBANCE D
\ \ \ 4. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES OR AT MOISTURE CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND U)
PROPOSED RETAINING WALL
REPLACED WITH ACCEPTABLE MATERIALS.
❑ FLARED END SECTION O CO z
5. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT. L Q_' 5 0
/ / 1 6. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT CONSTRUCTION AND THE PLACEMENT OF CONTROLLED FILL. STORM MANHOLE ('� z W 0
® YARD INLET z 0U I j 7. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OF COMPRESSIBLE AND/OR UNSUITABLE SOILS IN ADDITION TO THAT INDICATED ON THE PLANS. ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE � �
GEOTECHNICAL ENGINEER AND SHALL BE MONITORED AND DOCUMENTED.IN NO CASE SHALL THERE BE AN ATTEMPT TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE. H z
`\ ® CATCH BASIN
8, TREATMENT OF SEEPAGE AREAS,SUBGRADE PREPARATION,FOUNDATION DEWATERING AND ROCK FOUNDATION PREPARATION(I.E.,TREATMENT WITH SLUSH GROUTING,DENTAL CONCRETE,ETC.)MAY BE REQUIRED AT THE DISCRETION OF O
THE GEOTECHNICAL ENGINEER.ALL SUCH ACTIVITIES SHALL BE CLOSELY MONITORED AND DOCUMENTED BY THE GEOTECHNICAL ENGINEER. �► FLOW ARROW W O Q
N 9. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURES. 0- 100.0' PROPOSED SPOT ELEVATION C) W CO
TW=100.0' W �f LL
10. EARTHWORK COMPACTION WITHIN 3-FEET OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF HAND TAMPERS,MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF-PROPELLED ROLLERS. O� PROPOSED GRADE AT TOP OF WALL CO W O
I/ • 11. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED. BW=100.0' PROPOSED GRADE AT BOTTOM OF WALL W U L:
12. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST-IN-PLACE STRUCTURES UNTIL ADEQUATE CURING TIME HAS ELAPSED.
/I N
13. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION,A 2-TO 3-INCH LAYER OF TOPSOIL SHALL BE PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND MULCHED OR HYDROSEEDED. c . N . O
l I WATER QUALITY / z
POND 21 24°LD. 21
/ I [ 6" GENERAL SCM NOTES:
35,670 C F I / / y 1. CONTRACTOR TO SUBMIT SHOP DRAWINGS FOR OUTLET STRUCTURE AND TRASH RACK FOR APPROVAL.
(REQ. 28,904 C F) I 2. DAM EMBANKMENT IS TO BE SEEDED IMMEDIATELY AFTER DAM CONSTRUCTION IS COMPLETE.
3. STORMWATER MANAGEMENT STRUCTURE IS TO BE UTILIZED AS A TEMPORARY EROSION CONTROL DEVICE INITIALLY. ONCE CONSTRUCTION IS t
WATERPROOF 2, COMPLETED AND UPSTREAM SURFACES HAVE BEEN PERMANENTLY STABILIZED,CONTRACTOR IS TO REMOVE ALL SEDIMENT FROM BASIN AND CONVERT
MASTIC(TYP.) TO PERMANENT WATER QUALITY STRUCTURE.
\ / / A. THE BOTTOM OF THE POND WILL NEED TO BE MUCKED OUT. THE MATERIAL THAT IS MUCKED OUT WILL NEED TO BE DISCARDED PER THE
STATE OF
RTH
ROLINA
B. REMOVE THE SKIMMER FROM THE OUTLET STRUCTURE AND INSTALL 4"DEWATERING PIPE AND PLUG VALVE IN OUTLET STRUCTURE.
24"I.D. C. INSTALL 5"TURN DOWN ORIFICE AT ELEVATION SPECIFIED ON THIS PLAN.
D. GRADE POND IN ORDER TO INSTALL VEGETATED SHELF. DO NOT INSTALL PLANTS YET.
\ / E. CONTRACTOR IS TO EMPLOY AN NC LICENSED SURVEYOR TO PROVIDE AN AS-BUILT OF THE POND AND ALL STRUCTURES ASSOCIATED WITH THE
CE GROUP
POND TO THE ENGINEER OF RECORD.
F. ONCE THE ENGINEER HAS APPROVED THE POND TO BE PLANTED,INSTALL TOPSOIL ON THE VEGETATED SHELF AND INSTALL ALL PLANTS SHOWN
\ / n IN THESE APPROVED PLANS.
M
2 4. IN
ORIFICE IS NOT TO BE UTILIZED UNTIL ALL UPSTREAM SURFACES HAVE BEEN PERMANENTLY STABILIZED.
301 GLENWOOD AVE. 220
5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE CITY OF SANFORD AND THE STATE OF NORTH CAROLINA DIVISION OF WATER RESOURCES RALEI GH,NC 27603
�- / BAFFLES(TYP.) I / / STANDARDS AND SPECIFICATIONS.
/ #3 BAR(TYPICAL PHONE: [phone]
EACH FACE)
POURED IN PLACE 6. 12-FOOT VEGETATED SHELF SHALL HAVE A MINIMUM OF 4-INCHES OF TOPSOIL. BASIN SLOPES SHALL ALSO HAVE A MINIMUM OF 4-INCHES OF TOPSOIL. FAX [phone]
l / CONCRETE COLLAR 7. CONTINUOUS RUBBER WATERSTOPS SHALL BE PROVIDED AT ALL CONSTRUCTION JOINTS IN RISER AND SECTIONS SHALL BE STRAPPED TOGETHER WITH
STAINLESS STEEL HARDWARE.
NOTE:
CONCRETE SHALL BE 3000 PSI @ 28 DAYS REINFORCING STEEL,ASTM www.ce rOU inc.com
A615,GRADE 60:FY-60,000 PSI COLLAR SHOULD BE PLACED AT LEAST POND LINER NOTE:
9 P
/ I TWO FEET FROM PIPE JOINT IF THERE IS NO EXISTING SEASONAL HIGH WATER TABLE WITHIN THE CONSTRUCTED POND DEPTH,POND BOTTOM SHALL HAVE EXISTING SOILS COMPACTED
I / SUCH THAT THE INFILTRATION RATE IS NO MORE THAT 0.01 INMR. CONTRACTOR IS TO PROVIDE GEOTECHNICAL TESTING TO ENSURE REQUIRED MAXIMUM License # C-1739
ANTI-SEEP COLLAR DETAIL INFILTRATION RATE OF 0.01 IN/HR IS OBTAINED. IF THE RATE CANNOT BE ACHIEVED WITH THE EXISTING SOIL,THE GEOTECHNICAL ENGINEER MAY REQUIRE A
I BENTONITE MIXTURE,OR OTHER SUITABLE METHOD,BE ADDED TO THE EXISTING SOIL TO OBTAIN THE MAXIMUM ALLOWABLE INFILTRATION RATE.
/ NOT TO SCALE
I , • 3„ 3' 3„
C -1
:Q E �•:
OREBAY /
M �
(4)3'x 6"WEIR OPENINGS ••••:�'G I NE�:•••Q����
(1 ON EACH SIDE) a
WEIR
a a P TRASH RACK
(1)4"DRAWDOWN
6"THICK ORIFICE WITH CAP
PRECAST WITH 2.5"HOLE
RISER LID (1)4"DIAMETER
Z / I o o ° ° ORIFICE PROFILE VIEW
o -
NOT TO SCALE-- -- --- 7
° P ��P RF4� °o :a Q
/ V R STORM SEWER MANHOLE J
m \ I / ° Q S �/ �� COVER CAST FLUSH INTO o
\ �� PRECAST CONCRETE RISER TOP VIEW ° °a a
a �o ,-- \ _ I I / / o a o a LID NOT TO SCALE J v,
v n �
N \ I I / // ° a TRASH RACK v
N � I � z
F� o� z LLJ
CD
248 / / / v ® ° 4 ♦�/ Q ti
CV
v z_
0
a �� 245 I; WEIR O z 7 Q
PRECAST RISER STRUCTURE LID L
ELEV.=248.00' 20 (MIN) O a w
NOT TO SCALE 3
\ 240 / 1/J -_ - 6"THICK PRECAST RISER STRUCTURE LID WITH I �- -� �I I- LU
w �
\ / MANHOLE COVER(SEE DETAIL THIS SHEET) -� �- -� it z O
Q / ELEV.=246.50' -� �- e -� -� d3„ °9 ° ♦�♦ LU W
o � RIPRAP OUTLET CHANNEL - -� �-III-III-III-I -III-III o ° oa° o a o a (� Q U)
F (SEE DETAIL THIS SHEET) 6 a °
Q \ �' ° TOP ELEV.=246.50' CLASS A RIPRAP LINED z
RIPRAP ARMORED Q
o EMERGENCY SPILLWAY U
J / , NOT TO SCALE
ro / OPEN(4 SIDES)=245.50' ISOMETRIC VIEW O
WET POND PLAN TOP ELEV=248.00'
TRASH RACK NOT TO SCALE I-
N 1 -20 EMERGENCY SPILLWAY ELEV=246.50' NOTES: `^
co (1)4"DIAMETER 3 1. SEE DESIGN PLANS FOR SPECIFIED DIMENSIONS OF ORIFICE. v,
a TOP OF POND=248.00' ORIFICE -- oa 2. TRASH RACK DIMENSION CRITERIA SPECIFIED IS APPROXIMATE AND VARIES BY MANUFACTURER.
o / 100-YR W.S.E=246.85' 3. INSTALLATION OF TRASH RACK SHALL BE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS.
/ �7 T.P.E.=243.25' 4. THE TRASH RACK SHALL BE MADE OF NON-CORROSIVE MATERIALS
c \\//\ 10-YR W.S.E=245.75' a
ci 3" TRASH RACK DETAIL - SIDE MOUNTED Date. 03/3 1/202 1
CATCH BASIN STEP 4'x 4'(OUTSIDE)PRECAST RISER
1-YR W.S.E=244.13' \/\ P.P.E.=241.50' ° STRUCTURE WITH WEIR NOT TO SCALE
0 STRUCTURE ON ALL FOUR SIDES
a \\ \ _ TEMORARY POOL ELEVATION=243.25' / - Scale: 1 " = 60I
WQ VOLUME= 35,670 CF �\. �\ \ \ \ 4"DIA.PVC DRAWDOWN PIPE WITH CAP
a`�i / TOP BERM=241.50' (1)4"DIAMETER ORIFICE (DRILL A 2.5"HOLE IN CAP FOR DRAWDOWN) ° a Drawn:
6 ELEV.=242.00' /\/\\/\ ELEV.= 2 6-(MI JCH / BWM
x* \ _ PERMANENT POOL ELEVATION=241.50' 1 ��\\ \ 2
Y /\\/ (REQ SURFACE10,92 SF) 18,040 SF ELEV.=241.00' j\// INVERT=237.00' 6" 1 1 Checked:
RIPRAP / / OUTLET PIPE
a \\/\\ \\ \ WRAP GRAVEL PIT IN PERMEABLE 24"CLASS III RCP TH RIPRAP POND OUTLET SWALE JMC
GEOSYNTHETIC LINER LOCKING"0"RING JOINT (SEE DETAIL THIS SHEET) 76 LF 24"RCP
@ 1.32% ELEV.=236.50' 8 NORTH Project No.
//\\ \//\\//�\ *FOR THE POND TO FULLY DRAIN A PUMP WILL NEED TO BE INSTALLED AND 3* `V INV.OUT- 238.00' J 200- 1 07
\ \ \ CONNECTED TO THE 4"DEWATERING PIPE. 1 RIPRAP ARMORED CLASS 2 RIPRAP LINED
y /// // // i/ ANTI-SEEP COLLARS BOTTOM= 237.50' a
o \\\\\ A, \\\\\\\\ WET POND �1 (SEE DETAIL THIS SHEET) POND OUTLET SWALE 60 0 60 120 Computer Dwg. Name
U / FOREBAY / / / BOTTOM EL.=235.00' INVERT=238.00' 12' CUT-OFF TRENCH a a a
200-107-LOT 6 7A STORMWATER PLAN
BOTTOM EL.=235.00' \\\\\\\ PERMANENT SEDIMENT STORAGE ELEV.=234.00' NOT TO SCALE SCALE: 1" = 60'
d
CONCRETE PAD
TURN DOWN ORIFICE FOR ANTI-FLOTATION Sheet No:
o / �\ �\ ,� \�\\�\ �\ �\ �\ �\ �\ �\ �\ �\ �\ INTO GRAVEL PIT TO
\ /\� //j//\//\//\//\//\//\// ALL CONSTRUCTION TO BE IN ACCORDANCE
L POND LINER(SEE NOTE THIS SHEET) /\\/\/\/\/\/\\/ PREVENT CLOGGING OUTLET CONTROL STRUCTURE (FRONT VIEW)
o * GEOTECHNICALENGINEERMAYNEEDTOPROVIDE \\/�\/\\/\\/� WITH ALL NCDOT STANDARDS AND THE CITY
o NOT TO SCALE 7 A
2 SLOPE STABILITY ANALYSIS I RECOMMENDATION.
OF SANFORD'S SPECIFICATIONS AND DESIGN
WET POND PROFILE
STANDARDS.
N NOT TO SCALE
a