20190261 Ver 1_More Info Received_20190328

Strickland, Bev
From: Burdette, Jennifer <[e-mail]>
Sent: Thursday, March 28, 2019 11:45 AM
To: Johnson, Alan
Subject: [External] Shopton Full -Sized Dwgs
Attachments: PSR18000_Shopton_SCM-A_Revised_2019-03-27.pdf, Shopton Road Apartments -
Overall Grading Exhibit.pdf
• al email. Do not click links or open attachments unless you verify. Send all suspicious email as an attachment to
Alan,
Attached are revised full-size overall and SCM A drawings for your file. Unless I'm mistaken, this project does
not require written approval for the 401. We submitted it as a "for the record only' without a fee, but I would
appreciate an email confirming that written approval is not required.
Thanks for your help on this project.
Jennifer
Jennifer Burdette I Sr. Environmental Consultant, Water Resources
McAdams
2905 Meridian Parkway, Durham, NC 27713
office 919. 361. 5000 x137 I direct 919.287.0743 1 cell 919.422.3605 1 [e-mail]
www.mcadamsco.com I linkedin I twitter I instagram I loin our team
!MMCADAMS
creating experiences through experience
1

TRACT 1 I
"A MINOR SUBDIVISION PLAT PREPARED
FOR: MECKLENBURG COUNTY"
M.B. 60, PG. 524
MECKLENBURG COUNTY /
D.B. 14350, PG 402 — — —
PIN: 141-171-11
/
\�\� / I HE =679. 8
\\\ '\11
FFE
� l I� I I I/ � - / 9
I I I / FFFE .00' /
I /
\111 A \\ \\ \\ \ \VA IIII I 1 1 FF
\�-FE 68.00
4
\
EXISTING PROPERTY\�
BOUNDARY CID
—
�\\\\
F
n
\1111 I II 1 I \ I1 \ \\\ 1 \\ \ \ \ UFLDI
\\\\\ 10111 IIII i1�1 I\\\\\ \6 iso \\ \\ \ \ �`�
EXISTING WETLAIA1\
EXISTING STREAM IIIII�I \\ssV
UtLDI \ I I /
�\ �• \ � 1 1 I ( ITE 7 9A)
\1\\ \ \\ \ \ \ 1 ( > \ \I I 145 TALL
671.3 \ I
\\111111
111111 11`�l I �I I I III
II IIII II II VIII I IIIIIIII�II
I IIIIIIIIIIIIIIIIII III �I IItI III IIII III L�aRE/' / / III I I I I I IIII I III IIII I I 1
\\\\ 1 111
\\ \\\\
\\V\-
1
TRACT 4
z"BOUNDARY SURVEY OF 195.200 ACRES
\�\\
FOR MECKLENBURG COUNTY, A POLITICAL
\
�XIstTN R O� \\�u1�� \ \ \\ \\\ llll//\ \\\ \ // \)\ I / / / f ✓�� SUBDIVISION OF THE STATE OF NORTH
\��
M.B
\\ I / CAROLINA„
\I I 1 // ii / _ �i` % . 38, PG. 521
MECKLENBURG COUNY
1106.08 — \ ' I III VIII ✓�� \ \ \ \\ \ \ \ I I I I II III �� - // �/ D.B. 14350, PG. 408
1 / / / %
680\IIII PIN: 141-171-12
/
\\,�/
\\\\\\ \\\\ // PROPERTY BOUNDARY
\ ///
FFE= �\ \ II \/\ \ \\ \ \ \\\\ \\\\ \ \ //I / I IIII I / / / /j //� // /` / �/ / TRACT 2
"BOUNDARY SURVEY FOR WATERS
/ \ \ 6ws\ \\ \ \\\ \\ \ \\\\\\\\\\ \ \\\ \\\\ \�\\ III / CONSTRUCTION COMPANY INC., & LJW
LAND LL
M.B. 51, PG.
780' /
8 0 / STEELE CREEK LIMITED PAR
TNERSHIP
A (1997)
/ X / // sr D.B. 24927, PG. 910
PIN: 141-171-22
��
\\� J�//��•—
LE
�C^A
70 332, PG. 22�
26289,
V\\v
\ \s\ \ \ \ \\ \ \ \\\ \\\\\\ \\\I \\\
I
U1Le1 FFE, _ FIFE 1
O,
15-35 85 74 \\ \ \ \ \\ \\\\\\\\\ \ \\\\\\` \ ��/i 1\ \\\\ \ \ I I� u V�� \�T\ \ \\\ \\ \\ \ 1 1 I I I \ 1 1
690 A V A \ V A \ \ \� \\ \V A\\VA \\VA� \� IIV �V / I I I 1 I I\� \\\ \ VA� VVA \ A
I \\�\ \ \\\\\� \\\\\\\\\\\\\\\��\( ��\\\jllf / II III 11 IIII \\ \\ \\\\ \\\\�\ \\\ \\\ \ \I ` I 1 \ I X\ \
1\\\
\\
\ VAAV A \�
69S \ \ \ \ \ \ 1 \ \ \ \\ \ \ \\ \ \ \ \ \ 1 \
\\ \\\ \ \ \` \\ \ \ � 7\
ApPk1TE\\\\
\ \\
\\
VVA\V\V
\\\
=F� FF� / \ \ \\ \ \ \ \\ \\ \\ \ �^'\\I �)
I I FIFE '
\ \ \\ \ \ \ \ ti 1
\\ \ \ \ \ \\\111111\ \
17.75 68675 / /685.7
\\\Z\\\\\\ 1 \ I I \i /i ��/ I I
\\\\\\ \ I I I ` \ /— � _- I 1 ���� �.%// �//� / / / / %/ //� � I � TBM=703.12
(NAIL IN POLE)
/4" / L/ /Lt5 to M_K
mo
Y/H CRO� /
/1
1 IIIiNSp30' PCSO BUFFER (TYP.) 645 i
QF
/
13b FF�R� TSP)
N/ /// N
// // \� \—_ \ I
11
\� 1 \ �� I / I E
\\\697.
\ \ \S \\ \ \\ \ \ I I I I I 1 \ \ \ \ \ \ \ \
\ \ I I I ) I I 6 1 660 \ \ \I \ FIFE
687
\ �\ FFE
\\1 .75 / \ \
68'6.7 685.75 \
I \ / I // FFE F E UILDIN
I \ \ \ 1 FF X / o \\\
111 / I I I I \ \ \ \ I F / / �R \ \ �\ \ \ 1 \ \ �I s\I �G S R \ \ —
GRADING LEGEND \I 1 \ I\\I \ \ 6 7.�5 / 697.41 6 6.4 \ �' \\�� \\ \ \\ \ I I III\\ \\ \\ \ � \\\ \\ \690_ \
\\ `M \ \ \ \ \\\\� \\\\\\ I I II \ \ \ \ \ —
FLARED END SECTION \\\ \—��,� \\ �)\'I\ `\ X65 \ \\\ \ \ \ �7�0 I I C / $ '\S� �H \ \ \ \ \ \\ I I I 1 I I �TI\AND\ \ \\ \ \ \
\�\ \ \ \ \\ I 1 I I I \� \ \ \ \
\\\\ �1\\ VIII \\ \ \\\ \ I I I l� \\\ \,� \\\�\\'`.•,\\\ IIII
ENDWALL SECTION
CATCH BASIN I I 1 1 1 I I \ \ \ s
\\\ 1 111 \\\ 1 1 \I \ \ \\�\ \\'°
DROP INLET 0 h 1II I
I 1 1 \ \\ 1 o h S r \\\\ \ \ ) \\ I \
■ STORM SERVICE INLET - — — I I \ I 1 a \ \ \5\ \ 1 \ 0 6o
ul dl -\ - CONSTRUCTION ACCESS: \ I
• STORM SERVICE ROOF -DRAIN _ — S \ 1 \ \ \ \ Ff1E / o
I STREAM A TEMPORARY IMPACT
— I S2-12 LF 1 G' �A•
60 1 \ a., � \ \ \ 6 0 019 1
1 \/ \ I I I\\\I � / s ,e
lO JUNCTION BOX / \ ss<.' \ C \ \ \ \ \ \ l \�� III�o �6�s•9
J A s \ \ \VA I I I 1 \ \\ \ V A\ \ \V \\\VAAV A \\\ 1 C �I I I I / MASS GRADING FILL: \ �'G�
_ WETLAND C PERMANENT IMPACT EXISTING GRAVEL (
DRAINAGE FLOW ARROW '9"
\ J ti \FJ
LINE BREAK SYMBOL TRACT 1 w2 - 0.008 AG II DRIVE
\ j o
"RECOMBINATION PLAT OF DIXIE\ \\ \ \ ` \\ \� \ \— \ \ \ / \ �`\ \ \ \\\\\� \\� \\ \� \\� °�/ t �S\
250.50 ��� \ \ \ \\ \ \ \ \� \�\\�' \� MASS GRADING FILL:
TOP & BOTTOM CURB ELEVATIONS RIVE LAND COMPANY LLC" i S. \ \ \ 6� \ \\ \\\ \\\ `° \ \ �\ rn�\ \ \ 0 0 6s e 680 STREAM A PERMANENT IMPACT
250.00 M.B. 61, PG. 917 \ \ l I I BUILDING \ \\ \ \ \\ \ s \ \ \\\\ m 68s, I S1 - 71 LF
TW -223.00 TOP OF WALL ELEVATION BEREWICK SENIORS LLC ` 1\\\ \ \ \\ \\ \ \ \ 1 I FIFE I FFE\ \ \ I I I \\ \ \ s 1 MASS GRADING FILL:
- D.B. 32379, PG. 259 / �/ �p \ \ \ \\ \\ 70,3.00 I 705.0 ® \ \ I I 1 I 690 WETLAND E PERMANENT IMPACT I
BW=213.00 BOTTOM OF WALL ELEVATION \ 1 \ J \ I
PIN: 141-171-29 / RL � / \ I \W1 - 0.018 AC I I
\\ B LD1 G 1 ► \
(NOTE: BOTTOM OF WALL IS GROUND � I I I I I I I I 695 III \
ELEVATION NOT WALL FOUNDATION) goo
I \
+ 250.60 SPOT ELEVATION -1d
\ I
STORM DRAINAGE —� \ i \ °
STORM SERVICE LINE _ ? �� // \\ s= 6 I II/ m I Ir - I I / \ ^\ \ �70I8 0 \ / \ J
/ — — 1 11 o \ X05 I I 1 I I I III Pfd ERTIAF 'THF,'LA
Cd
t�
RD RD RD— ROOF DRAIN, 8" ADS o f�C; \ D
\ / \ v v I I v 51' PUBLIC R/W)
NON -PERFORATED TUBING OR � o a � `� /� � — � � �\` \\ I I \ o
EQUAL 1.0% �o c� �° TITLE "PARCEL II" ��\ I I I \ \ \ )
MIN. SLOPE 3' MIN. /c s. \ t� \ I I I ( \ I \ \ \ \ NCDOT MAI
COVER PVC SCHEDULE 40 IN = N = �� 1 PART OF TRACT 2
\\ J I
� � `� � �l, "RECOMBINATION PLAT OF DIXIE ��) \— I
TRAFFIC AREAS v >yN G°,��cr RIVE LAND COMPANY LLC" \ / 1 \ °s V� I \BML 114G Y1113\1JILDIN9FIFE \ ` FFE
b m /� �P e — 1 i8 \ 704.50 707.50
—TP —TP —TP TREE PROTECTION FENCE o � � ��m /Pe �� �o • M.B. 61, PG. 917 _ — \ \ O \ 1 \`
FIRE HYDRANT Q o /o�c� L' DIXIE RIVER LAND COMPANY LLC �/ \ \ \ 1 \ \ \ \� \ I I I 1 1 \ I
Q C � _ — \ \ \ IFF \FF I I NC GRID (NAD83)
LD LD LIMITS OF DISTURBANCE P D.B. 22272, PG. 116 ��\ I \ \ \ 7b9. \ 1 1 \ \ 7�� 701 84
/ /8 \� Q, PIN: 141-171-04 I \ \ I \ \� \ \ \ — — —
WOODED AREA / I — I \ 1 \ I \ \ \ \ \\ _ — / 9
I GRAPHIC SCALE
250 MAJOR CONTOUR\l �cNgR o R���M \FFL\ \ I I� �� \ \ \ / I ' 0 30 60 120
252 SER �
MINOR CONTOUR \\ (D.e q\E R pFq T/oN o q \\ \ \ ` 1 ° \ I 1 inch = 60 ft.
-- EXISTING MAJOR CONTOUR l
2q C/"/
gNFNT \ yq� OOH \\ \ lI \ \ y \ \ \\ 1 \ J ��
------250----- \ \ G \NT \ <O O� \ \ \ / \ ° \ - — — — / I EXISTING GRAVEL DRIVE
225�\ �� SFTT� LigT \ / / / �1 \ \ \ \ — TRACT 1
----252------- EXISTING MINOR CONTOUR / \ \.B tl /q F \ / )I \ / / / \ \ \ \ `BOUNDARY
\\ \\\ 3 F TF foo / _ \ — SURVEY FOR /WATE S
EASEMENT LINE / - \ \ \` \ \ \ __ = CONSTRUCTION COMPANY IJVC./&�LJW
/ / / / / / / / _ \ \ \ \ \ / LAND LLC" /
\ \ \ \ r \ e / / / ✓ / I \ \ \
ACCESSIBLE PARKING AREA M.B. 51, PG. i8V
� \ � / / � / \ \ — — — �
(2% MAX. SLOPE IN ALL DIRECTIONS) \ \ \ TBM=695.57' ��' — — / / / j — — — — / \ \ \ _ _ _ / STEELE CREEK LIMITED2 PARTNERSHIP
\ \ (NAIL IN POLE) �I r� / / �i — \ \ _ _ _ — / (1 997
\ Ac \ \ — / / — _ \ \ \\ 715\5 — !!!
\ \�//\�� � ��\� �\\\\ \ \ \ \\\ \\\ \\ \ \\ ��\\ �F �✓ i / // // / / / — — — — I \— — -- _-1,410,16'57L
D.B. 24S9�27%N P9 -
.904_
IMATE R�
Fo LEASING/ APPROX
ItPINI:141/-171-10
FOZZ
CLUBHOUSE N: TIE)
FIFE
o
713.00
/-
\\\ \ \ 715 --- - NGS MONUMENT "SHOPTON„
EXISTING \\ \\ �\\ \ \ / > / / /\ >>°- — __ --_- _ _ �\� _ _ — NC GRID NAD 83 _
DIXIE RIVER ROAD S . R . # 115 5 0(/ \ / _ _ - - = _ _ -�� GROUND) _ _ _ — E: 1,4132-71— —
� \\ 1 1 I l l 1 / F I I / — — — — — — — — >>g= — 3016.03' (GRID)
(NO PUBLIC R/W FOUND OR PROVIDED) OGF: O.9g9843 / —
(ASSUMED 60'R/W) \� \ \ U\� \\\\�\ I ( / /' / 1 _ _ — __==_=\== - - - - -�� - `°�LD�__ 1 I
(M.B. 38, PG. 521) �\�\ \\\\ \ / // //-__ , --- __- i _ LD�\D \ \ �� =_�� / ----�
(M.B. 60, PG. 524) \� ��\\ \\\ �\ `,\\ \� \\\\\ \\ �U�— 0 / i = _'_ — \ �/ LD _ L ®(LD _ l— _ _ — —
Know what's below. \\ \\ \ /� \ \\\\\\ \ I I �p5 j _ M os �_ L _ _ = — — — — — — — _ _ _ — — A PROXIMATE R/ —
Call before you dig. \\\ \ \ \\ \\\ \ - ° // _ _ _ _ -_ -
\\\v I � _�� - 'o \ \ - �� TBM=716.03 EXISTING#1155 I
SEETHE ROAD IMPROVEMENT PLANS FOR \ \\ 1 \ �o \ \ ' N \ \ \ ry\ (NAIL IN POLE) ON Rpp,p/S.R. W \ �\
\ \ \ \ \ SEE THE ROAD IMPROVEMENT PLANS FOR SHOPT PUBLIC R/
THE DETAILED DESIGN OF THE ROADWAY \\\\ \ \\ \ \ J N \ _\ 1 1 WIDTH D
IMPROVEMENTS PROPOSED FOR DIXIE �\ \\ 16 \ 6g5 �; - \ \/-� > \ VARIABLE 2248 AC & A
� � THE DETAILED DESIGN OF THE ROADWAY l $t
R -
RIVER ROAD (SR 1155) \\ \\ \i \ \ - \ \ \� o0 IMPROVEMENTS PROPOSED FOR NCDOT PROJEC-T REF.442)
ou 1 I SHOPTON ROAD (SR 1155) ( �M g, 55, PG.
EXISTING ALL CONSTRUCTION SHALL BE IN ACCORDANCE
NEW FASHION WAY WITH THE CURRENT CITY OF CHARLOTTE LAND
TITLE "PARCEL 111111 1-�
DIXIE RIVER LAND COMPANY LLC \I\� rl II �I 1 (101' PUBLIC ROW)
D PIN214 2 3 AREA DEDICATED TO CDOT
251-66
DEVELOPMENT STANDARDS MANUAL
10,077 SQ. FT. OR 0.2313 ACRES (M.B. 56, PG. 670) FINAL DRAWING - RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
PALMER MCARTHUR
POLLACK SHORES REAL ESTATE GROUP
5605 GLENRIDGE DR, NE, SUITE 775
ATLANTA, GA 30342
PHONE: [phone]
H
z p
W Q
CARP '�..
oF; SS'''•��'L
i 27475
�0 ''••......
G.
REVISIONS
PLAN INFORMATION
PROJECT NO.
un
0
CHECKED BY
BGP
DRAWN BY
V
SCALE
1" = 60'
DATE
H
zzo
Q
Q
OJ
z_
Q
Q
0-
=
0
a
�QC)r�
Q
0
=
Lu
cc)
zLn>
2
�
LLL
=
0
QQ
LU
z
0Uzx
LL
Q
Q
z
p
a
O
�wzU
zL/)Q
Fm
0
Cr_
U
LU
C
z
CARP '�..
oF; SS'''•��'L
i 27475
�0 ''••......
G.
REVISIONS
PLAN INFORMATION
PROJECT NO.
PSR -18000
FILENAME PSR18000-OAG1-Impact Map
CHECKED BY
BGP
DRAWN BY
JBW
SCALE
1" = 60'
DATE
12. 11. 2018
SHEET
IMPACT MAP
EX -A

STORMWATER CONTROL MEASURE 'A' CONSTRUCTION SPECIFICATIONS
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE DESIGN ENGINEER'S ATTENTION
IMMEDIATELY.
2. THE FINAL CERTIFICATION FOR THIS FACILITY WILL INCLUDE A CERTIFICATION BY THE ON-SITE GEOTECHNICAL ENGINEER THAT THE
PROJECT WAS CONSTRUCTED PER THE APPROVED PLANS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE
ON-SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND TESTING SUCH THAT THE ON-SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE
CONSTRUCTION.
3. ALL CONSTRUCTION ACTIVITY RELATED TO THE PROPOSED STORMWATER MANAGEMENT FACILITY SHALL BE PER THE DETAILS AND
SPECIFICATIONS SHOWN IN THESE DRAWINGS. SOILS, COMPACTION, AND OTHER MISCELLANEOUS DETAILS AND SPECIFICATIONS MAY BE
MODIFIED PER THE RECOMMENDATIONS OF THE ON-SITE GEOTECHNICAL ENGINEER. HOWEVER, PRIOR TO IMPLEMENTATION, THE DESIGN
ENGINEER SHALL BE NOTIFIED OF ANY DEVIATION FROM THESE DESIGN DRAWINGS, INCLUDING SHOP DRAWINGS FOR ANY PROPOSED
MODIFICATION.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. PLEASE NOTE THAT NO
TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE STORMWATER MANAGEMENT FACILITY MAY BE USED AS A SEDIMENT BASIN FOR
EROSION CONTROL PURPOSES. IF SO THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW:
5.1. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, ETC.) WITH THE EXCEPTION OF
THE INTERIOR FINE GRADING FOR THE FACILITY. THE INTERIOR FINE GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL
PHASE IS COMPLETE.
5.2. THE TEMPORARY DRAW DOWN RISER OR SKIMMER SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN PIPE.
5.3. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE REMOVAL OF THE
SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAW DOWN RISER (OR SKIMMER) AND CLEAN-OUT THE
BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN AN
AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
5.4. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL CONSTRUCT THE
INTERIOR GRADING SHOWN ON THIS SHEET.
5.5. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON-SITE INSPECTION AND AN AS -BUILT SURVEY PRIOR TO
INSTALLATION OF THE STORMWATER MANAGEMENT FACILITY PLANTS. IF THE CONTRACTOR PLANTS THE PROPOSED VEGETATION
PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
5.6. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING THE CONTRACTOR SHALL PLANT THE PROPOSED STORMWATER
MANAGEMENT FACILITY PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THE FACILITY. AFTER COMPLETION OF THE PLANTING, THE
LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER
THE APPROVED STORMWATER MANAGEMENT FACILITY PLANTING PLAN.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYER ALONG THE FOREBAY BERM IN THE PROPOSED
WET POND AFTER CONSTRUCTION / COMPACTION IS NOT DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE WETLAND
PLANTINGS, THEN THE CONTRACTOR SHALL AMEND THE PLANTING AREA OF THE WET POND AS DIRECTED BY A LANDSCAPE
PROFESSIONAL.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS
SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION THE CONTRACTOR
SHALL SCARIFY THE THE TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE
TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. PLEASE NOTE THE STOCKPILED TOPSOIL SHALL BE AMENDED, AS
DIRECTED BY A LANDSCAPE PROFESSIONAL, PRIOR TO INSTALLATION ON THE EMBANKMENT.
8. IT IS ANTICIPATED THAT DEWATERING WILL BE NECESSARY IN THE EXCAVATION AREAS (E.G. - EMBANKMENT SUB GRADE, INTERIOR
PORTIONS OF THE STORMWATER FACILITY KEY TRENCH ETC.. THEREFORE THE CONTRACTOR SHALL FURNISH INSTALL OPERATE AND
MAINTAIN ANY PUMPING EQUIPMENT, ETC.. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER FACILITY
SITE. DURING PLACEMENT OF FILL WITHIN THESE AREAS, THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE
EXCAVATION/ CONSTRUCTION AREAS. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM
AND SIDE SLOPES ARE STABLE, WITH NO SEDIMENT DISCHARGED FROM THE SITE (I.E. PUMPED WATER MAY NEED TO BE DIRECTED TO AN
APPROVED EROSION CONTROL DEVICE SUCH AS A DIRT BAG (ACF ENVIRONMENTAL), OR ENGINEER APPROVED EQUIVALENT, PRIOR TO
DISCHARGE).
9. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE OF THE RETAINING WALL AT THE
BOTTOM.
10. THE RETAINING WALL IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY
FOR THE CONSTRUCTION OF THE RETAINING WALL.
11. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW MATERIAL OR PROCESSED FILL UNLESS
CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER
THAT READILY AVAILABLE ON-SITE SOILS CAN BE USED.
12. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT
THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION
DRAWINGS.
13. DUE TO THE ESTIMATED INFILTRATION RATES OF IN-SITU SOILS A CLAY LINER MAY BE NEEDED TO MAINTAIN A PERMANENT POOL IN THE
FACILITY. UPON CONSTRUCTION OF THE FACILITY, THE GEOTECHNICAL ENGINEER SHALL PROVIDE AT A MINIMUM TWO INFILTRATION
TESTS AT THE BOTTOM OF THE FACILITY. AT THAT TIME, THE DESIGN ENGINEER WILL MAKE THE DETERMINATION AS TO WHETHER OR NOT
THE CLAY LINER IS REQUIRED BASED ON THE TESTING RESULTS.
14. IF NEEDED, THE CLAY LINER SHALL BE PLACED UNDER THE BOTTOM OF THE FACILITY (AS NECESSARY) AND UNDER THE SIDE SLOPES UP TO
THE PROPOSED NORMAL WATER SURFACE ELEVATION (NWSE). CARE SHALL BE TAKEN NOT TO PUNCTURE OR DAMAGE THE CLAY LINER
DURING CONSTRUCTION. A CLAY/SOIL MIXTURE MAY BE USED IF THE ABOVE SPECIFICATIONS ARE SATISFIED AND WITH WRITTEN
APPROVAL BY THE PROJECT GEOTECHNICAL ENGINEER.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL IDENTIFY BORROW / FILL AREAS AND VERIFY THEIR SUITABILITY
FOR USE WITHIN THE DAM EMBANKMENT. ALSO, THE ON-SITE GEOTECHNICAL ENGINEER SHALL PERFORM STANDARD PROCTORS ON THE
PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED
DURING CONSTRUCTION.
2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE
GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN
OR OTHER OBJECTIONABLE MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND
KEY TRENCH: ML AND CL.
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE CONTINUOUS
FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE
REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND DRAINAGE
STRUCTURES SHALL BE PLACED IN 4 -INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE SAME COMPACTION AND MOISTURE
REQUIREMENTS AS THE ENTIRE EMBANKMENT.
4. ALL FILL SOILS USED IN THE EMBANKMENT CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR
MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE GEOTECHNICAL ENGINEER DURING
CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A
SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
5. THE DESIGN ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION, BY THE ON-SITE GEOTECHNICAL ENGINEER, THAT THE
GEOTECHNICAL ASPECTS OF THE FACILITY HAVE BEEN CONSTRUCTED PER PLAN. THESE REPORTS AND CERTIFICATION WILL BE NEEDED
DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, IT SHALL BE THE CONTRACTOR'S
RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE ON-SITE GEOTECHNICAL ENGINEER.
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED
DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT
OF FILL OR AS RECOMMENDED BY THE ON-SITE GEOTECHNICAL ENGINEER.
7. TESTING WILL BE REQUIRED ALONG THE 24"0 RCP OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT
OF FILL OR AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THE STORMWATER MANAGEMENT FACILITIES SHALL BE THE RESPONSIBILITY OF THE
OWNER, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY.
2`
CL
CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN "APPROVAL TO CONSTRUCT" FROM
THE CITY OF CHARLOTTE AND ALL OTHER NECESSARY PERMITS FROM APPLICABLE AGENCIES (E.G. 404 / 401 PERMITS)
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL PLAN. THE
CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS
REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST BE
REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE
COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A
SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL
SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY
TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH SHALL EXTEND A
MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE CONCRETE CRADLE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5
FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME
SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON-SITE SOIL
CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON-SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE
KEY TRENCH AS DEEMED NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR
FUTURE AS -BUILT SUBMITTALS TO THE CITY OF CHARLOTTE.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE SPECIFICATIONS LISTED ITEM 4
OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS
LISTED IN THAT SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL
ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE
CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE
GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN
CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION DUE TO EXPOSURE RAINFALL SEEPAGE AND RUNOFF BEFORE
THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE
SUBGRADE ONCE IT IS APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS
THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE
PROPOSED BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. MCADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK LIFTS PRIOR TO COMPACTION,
UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF
FILL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN
ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE CRADLE. THIS MAY BE
CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
9.1. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN THE STRUCTURAL
FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES
THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE
CRADLE EXCAVATE THE CONCRETE CRADLE TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE
PROVIDED CONCRETE CRADLE DETAIL.
9.2. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN PRIOR TO CONSTRUCTING
THE STRUCTURAL FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND
AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED WITHIN THE RISER BOX
SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS
BEEN ISSUED BY ALL APPLICABLE AGENCIES.
11. INSTALL 24" RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -A3.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED BERM AND SOIL COMPACTION SPECIFICATIONS AND
REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE
STANDARDS SET FORTH IN "BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF
NECESSARY TO ACHIEVE PROPER COMPACTION THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK
TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4 -INCH
LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL COMPACTION AND
MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED
"BERM AND SOIL COMPACTION SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION SHOULD BE SCHEDULED A
MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST
BE CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL
FROM THE CITY OF CHARLOTTE, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER
SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE CITY OF CHARLOTTE.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE REQUIREMENTS OF ASTM C76 -LATEST.
THE PIPES SHALL HAVE CONFINED O-RING RUBBER GASKETJOINTS MEETING ASTM C -443 -LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4'X 4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO
ORDERING THE STRUCTURES, THE CONTRACTOR SHALL PROVIDE, TO THE DESIGN ENGINEER FOR REVIEW, SHOP DRAWINGS AND
SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL
LOADS ARE SUPPORTED BY THE CONCRETE RISER STRUCTURE.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE PROVIDED ON THE INNER WALL OF
THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET SW -A2 FOR LOCATION OF THE RISER
STEPS.
4. THE CONCRETE ANTI -FLOTATION BLOCKS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE
PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM
2 ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN-PLACE THE ANTI -FLOTATION BLOCK IN THE FIELD.
HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN-PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR
REVIEW DENOTING THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER BOX STRUCTURE SHALL HAVE
A SHIPPING WEIGHT OF 22,304 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY
SUBTRACTING THE WEIGHT OF THE FACTORY BLOCK OUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN-PLACE THE ANTI -FLOTATION
BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
6. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -C990 -LATEST. IF NECESSARY, THE
CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER FOR REVIEW. CONTRACTOR SHALL
ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE
MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. NOTE THE ACCESS
HATCH SHALL LINE UP WITH THE ACCESS STEPS AFTER INSTALLATION.
8. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
-MINIMUM 3000 PSI (28 DAY)
-SLUMP = 3" - 5"
-ENTRAINED AIR = 5% - 7%
PLEASE NOTE NO CONCRETE SHALL BE POURED WHEN THE AMBIENT AIR TEMPERATURES ARE EXPECTED TO BE ABOVE 85'F OR BELOW
40°F. CAST -IN-PLACE CONCRETE SHALL BE "WET CURED" AFTER FINISHING FOR A MINIMUM OF 48 HOURS.
9. GEOTEXTILE FABRIC FOR THE 24"0 RCP OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER APPROVED EQUAL (NON -WOVEN
FABRIC)
10. STORMWATER FACILITY EMERGENCY DRAW DOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 1820 X -CENTRIC VALVE
OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-517, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA
A HAND WHEEL (SEE DETAIL SHEET SW -A3). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HAND WHEEL ON
TOP FOR OPERATION OF THE 8"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH
RACK.
V�\\ \ \\ \ \ \I \1 11 11 1 1 -
\-
\TV�=552.00
BW7- 44.00 \ INV IN=640.00
RETAINING WALL (TYP.) A A \
(DESIGN BY OTHERS, A -
y�� \\ \ SEE GENERAL NOTES #9-12)
\ \ \ \ \ \ \\\\ 1� \ SEDIM
\\ \ \ \ \ 1
F OREI
\ \\\\ \\\ \ \\ \ \ \ \ \ I \ \ \ 1 \ \ \
\ \ \\\ \\\\\\ \\ \ \ \ \ I I \\\\\ \ \ \ \ \ \ \ \ \ \\ \ \ 6
\\
AVAA\0 \\\ CLAY LINER TO BE
INSTALLED IN BOTTOM OF
FACILITY AND UNDER THE \ V A \
SIDE SLOPES TO PROPOSED
\\ \ NWSE (SEE GENERAL
NOTES #13 AND #14) \V A\\ \ \ \\ \ V AV A \ 1
\\\\\\\ \ \ \ \\ \ \ \ \\ \ \ I 1 1 I I
\\\\\\\ \\
\\ \\\\\ I I I I I I 111 1 1 1 1 1 1 1 I
\ \\\\ \\ \ \\\ I. I I I�i �►I I I I III
\ \ \ \ \\ 10 -FT AQUATIC SHELF I
\ \ \\ \ FROM EL. 640.50 TO EL. 639.50
\ \ \ \ \ \\\ \\ \ ® 10:1 SLOPE (TO BE INSTALLED
\ \\ \\\\ \\ AROUND SWMF PERIMETER) I I I I I I Ili I I I I
\\\
\ 11111 1 11 111' 1 11,1 „ISI I I , III I. III \�
\ 1 I
I \
I II�I
\ \ \ \ \ \ \ I IV I I 1 .
I I I CONTROL
1 I STORMWATER I
\ \\ \ \ \ \\ I 1 I I I I
\ \ \ \ \ \ \ \ \ \ \ \ 1 MEASURE PCCE \ \ \ \ \ 0 1
Am,/II
30' STREAM BUFFER
\\\ C,4\ y`
Oma_ % °3:1 AI
// .SLOPED
\\\\ \\ \\ \\\\ \\ \ \I 1(� o _c
\\ 1\ \ \1 \ C
\\\\1\\\\ \\\\ \\\
\ M
�I AI11111111111II��l1�I�I I IIII 11/��11I I I I ��� V � '
1111,11 I�Iii� �IIII�III�I I 1I dl ol6"R d
PRIMARY AND EMERGENCY OUTLET IIII I I I�I I I I I I I� I I d co M Ito
SHAPE SQUARE I I/ I I I I� I III I I I cPl
INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER = 643.00 I I 1
0.5'x2.5' ORIFICE = 641.80
I 11 119 II 1 1
SIPHON W/ 1.875"0 ORIFICE = 640.00 I I I II I I I I 1
INVERT OUT (24"0 0 -RING RCP) = 637.70 11 I I I I \ \
(SEE DETAIL SHEET SW -A2)
\\ \
\\\\\\ \ � \\ \\v 11111 1,I
TW-, II ,\
\ 64 \
\ 1111 1111\\\ 4 . I I
,A\A\.
RIPRAP OUTLET CHANNEL A \ v
SIDE SLOPE = 3:1
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
MINIMUM DIMENSIONS
121 X 14'W X 22" THICK
D50 = 6"
TO BE LINED WITH GEOTEXTILE
FABRIC OR EQUIVALENT
(SEE DETAIL SHEET SW -A3)
ENDWALL PER NCDOT STD. 838.80
INV. OUT (24" RCP) = EL. 633.00
MAINTENANCE ACCESS
12' WIDE (MIN.) \
5:1(H: V) SLOPE \\
PROPERTY LINE
1111\\
VAA \ \
PCCO SUMMARY
Charlotte-Meakkahurg
STORM
WATER
Services
BMP Inset Table
Wet Pond
Original Parcel ID Number(s):
14117109, 14117108, 14117102, 14117107,
14117106, 14117105, 14117104
Developm ent Type:
Multi-Fam ily
Surface Areas . ft.:
Subject to PCCO? Y/N
Y
10.74
If NO, why?
e: Mufti -Family Residential - Heavy
Percent Built -Upon Area:
Watershed:
Western Catawba
6.00
Disturbed Area (ac):
21.87
N
Site Area (ac):
28.84
Treatment Effectiveness-
Optimal
1 Bypass 1 To SCM A 2 Bypass
2 To SCM B
Total on-site Drainage Area (ac): 112.16
10.71 8.98
6.63
Existing Built -upon -area (SF):
0 17,179 7,975
1,015
Existing BUA to be removed (SF):
0 17,179 7,975
1,015
Existing BUA to remain (SF):
0 0 0
0
Proposed New BUA (SF):
0 243,590 7,934
170,044
Proposed % BUA:
0.00% 52.23% 2.03%
58.91%
Density (High / Low)
Low lHigh Low
I High
Total Post -Project BUA for site:
43%
0
Developm ent or Red evelopm ent?
Development
O
Natural Area Required (ac):
2.88
Natural Area Provided (ac):
7.53
Total stream buffer protected on-site (ac):
2.00
Transit Station Area? Y/N
N
U
Distressed Business District? Y/N
N
Mitigation Type (if applicable)
85% TSS
LU
V)
Natural Area m itigation? Y/N
N
Buffer Mitigation? Y/N
N
Total Phosphorous Mitigation? Y/N
Y
a"
GRAPHIC SCALE
0 15 30 60
1 inch = 30 ft.
STORMWATER CONTROL MEASURE 'A' PLAN VIEW
1" = 30'
FINAL DRAWING - RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
PALMER MCARTHUR
POLLACK SHORES REAL ESTATE GROUP
5605 GLENRIDGE DR, NE, SUITE 775
ATLANTA, GA 30342
PHONE: [phone]
Charlotte-Meakkahurg
STORM
WATER
Services
BMP Inset Table
Wet Pond
Project Name:
SHOPTON ROAD APARTMENTS
Sequence ID-
SCM A
Surface Areas . ft.:
18,977
Drainage Area (acres):
10.74
Land Use/Development T
e: Mufti -Family Residential - Heavy
Percent Built -Upon Area:
52.1%
Permanent Pool Depth ft.:
6.00
Forebay Permanent Pool Depth ft.: 6.00
Flow Diverter Present (Y/N):
N
Regulated By:
PCCO - Western Catawba
Treatment Effectiveness-
Optimal
NC State Plane X eastin
: 1409643
NC State Plane Y (northing):
524087
FINAL DRAWING - RELEASED FOR CONSTRUCTION
'J
McADAMS
The John R. McAdams Company, Inc.
3430 Toringdon Way
Suite 110
Charlotte, NC 28277
phone [phone]
fax [phone]
license number: C-0293
www.mcadamsco.com
CLIENT
PALMER MCARTHUR
POLLACK SHORES REAL ESTATE GROUP
5605 GLENRIDGE DR, NE, SUITE 775
ATLANTA, GA 30342
PHONE: [phone]
i
i
�o�oFESsio•
SEAL
40761
OS, '•••.....'
••''�F�,`
yUA C
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE
SHEET
PSR -18000
PSR18000-SWA
JCA
JSM
1" = 30'
12. 11. 2018
STORMWATER CONTROL
MEASURE 'A' PLAN VIEW
SW -A1
Ln
O
V
H
z_zo
�
Q
Q
OJ
z
Q
�Or-
�
O
a
O
a
�=w
z���
Or
0
LL
Q
Q
0
LU
z
O
�zx�
O
Q
z
ur)
U
0
O
z
LU
V)
Z
Q
U
O
Of
a"
LU
O
z
i
i
�o�oFESsio•
SEAL
40761
OS, '•••.....'
••''�F�,`
yUA C
REVISIONS
N0. DATE
PLAN INFORMATION
PROJECT NO
FILENAME
CHECKED BY
DRAWN BY
SCALE
DATE
SHEET
PSR -18000
PSR18000-SWA
JCA
JSM
1" = 30'
12. 11. 2018
STORMWATER CONTROL
MEASURE 'A' PLAN VIEW
SW -A1