NCC190692_NOT Closeout Documents (2)_20210706

614.97
OVERFLOW WEIR =•6?�TS•
36" X 6" ORIFICE
INV ELEV=4*6111=
�' e
614.42-e�`-
18" X 4" ORIFICE
INV. ELEV. = 13
+. 4 .y
BSI .-
104
7" X 1" ORIFICE
° <
INV. ELEV=4""13.08
,�' +
•�
8" EMERGENCY DRAIN
CC7
4, •
4. 9 . a 4
.10
.4
A
7'X7'X2' CONCRETE ANCHOR FOOTING- 7'-0
„
(3600 PSI) WITH 10X10X6/6 WWM
RISER DETAIL
NOT TO SCALE
616.20
TOP OF BERM ELEV = 946"59 T
614.88 IFSEEBOARD =-6046-11.32'
50 YR 6-HR SURFACE ELEVATION = 11+9%0 6 �-
25 YR 6-HR SURFACE ELEVATION = 64r4+F 614.55
10 YR 6-HR SURFACE ELEVATION 0; ; A 614.08
�NAIILIEL PROTE=N Vol UME = 6'I'•h "jb 613.25
WAIER QU_ALITY__EI.EVAn0N-= Wm*� _611.98
24" RCP OUTLET W/ O-RINGS JOINTS
AND ANTI -SEEP COLLARS. INV=466400607.60
EMBANKMENT CONSTRUCTION
THE FOLLOWING STEPS APPLY TO CONSTRUCTION OF AN EMBANKMENT:
STEP 1: SUBGRADE PREPARATION:
• COMPACT SUBGRADE TO DENSITY REQUIREMENTS FOR SUBSEQUENT FILL MATERIALS.
• CUT OUT SOFT AREAS OF SUBGRADE NOT CAPABLE OF COMPACTION IN PLACE.
• SCARIFY SUBGRADE SURFACE TO DEPTH OF 6 INCHES.
• PROOF ROLL SUBGRADE TO IDENTIFY SOFT SPOTS; FILL AND COMPACT TO DENSITY EQUAL TO OR
GREATER THAN REQUIREMENTS FOR SUBSEQUENT FILL MATERIAL.
STEP 2: SEEPAGE KEY PLACEMENT
• SEEPAGE KEY TRENCH WILL BE LOCATED BETWEEN EMBANKMENT ABUTMENTS.
• SEEPAGE KEY SHALL EXTEND TO A MINIMUM DEPTH OF 4 FEET OR AS REQUIRED THROUGH
GEOTECHNICAL SEEPAGE ANALYSIS. A MINIMUM BOTTOM TRENCH WIDTH SHALL BE 10 FEET AND THE
TRENCH SIDEWALLS SHALL BE SLOPED OR BENCHED TO PROMOTE STABILITY AND BONDING BETWEEN
THE SIDEWALL SOILS AND SEEPAGE KEY FILL.
STEP 3: EMBANKMENT FILL PLACEMENT
• EMBANKMENT FILL SHALL BE CONSTRUCTED AT 3(HORIZONTAL):1(VERTICAL) OR AS SHOWN ON THE
DRAWINGS. DEMONSTRATION OF APPROPRIATE SAFETY FACTORS AGAINST FAILURE THROUGH
GEOTECHNICAL ANALYSIS SHALL BE REQUIRED FOR SLOPES STEEPER THAN
3(HORIZONTAL):1(VERTICAL).
• FILL SOILS SHALL BE PLACED IN LOOSE LIFTS NOT TO EXCEED 8 INCHES IN THICKNESS AND BE
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE SOILS STANDARD PROCTOR (ASTM D698) MAXIMUM
DRY DENSITY, OR AS SPECIFIED ON THE DRAWINGS.
• COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW AND 3 PERCENT ABOVE THE
OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE APPROVED BY
GEOTECHNICAL
CONSULTANT.
• FILL SOILS SHOULD BE PLACED IN CONTINUOUS, HORIZONTAL LAYERS FROM ABUTMENT TO ABUTMENT.
EXISTING SLOPES GREATER THAN 4(HORIZONTAL):1(VERTICAL) SHALL BE BENCHED TO PROMOTE
BONDING
OF NEWLY PLACED FILL WITH EXISTING SOILS. BENCHING SHALL BE PERFORMED AT MAXIMUM OF 2
FEET
VERTICAL INTERVALS AND SHALL EXTEND A MINIMUM OF 4 FEET HORIZONTALLY OR AS SPECIFIED ON
DRAWINGS.
• WITHIN THE UPPER 12 INCHES OF EMBANKMENT, FILL SOILS SHOULD BE COMPACTED TO 100% OF ITS
STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY.
• FILL AGAINST SUPPORTED STRUCTURES. DO NOT FILL AGAINST UNSUPPORTED STRUCTURES.
• PLACE FILL SIMULTANEOUSLY ON EACH SIDE OF UNSUPPORTED STRUCTURES UNTIL SUPPORTS ARE IN
PLACE.
• PLACE A MINIMUM OF SIX INCHES OF TOPSOIL ACROSS DAM EMBANKMENT TO PROMOTE VEGETATIVE
GROWTH.
STEP 4: OUTLET PIPE FILL PLACEMENT
• FILL OF THE CULVERTS SHALL BE PLACED AND COMPACTED IN 6-INCH THICK LOOSE LIFTS AROUND THE
DROP INLETS AND UP TO 2 FEET ABOVE THE CULVERTS.
• COMPACTION SHALL BE PERFORMED BY HAND TAMPERS OR SMALL HAND OPERATED COMPACTORS.
• COMPACTION SHALL BE AT A MINIMUM 95 PERCENT OF THE STANDARD PROCTOR (ASTM D698)
MAXIMUM DRY DENSITY. COMPACTED MOISTURE CONTENT SHALL BE BETWEEN 3 PERCENT BELOW
AND 3 PERCENT ABOVE THE OPTIMUM MOISTURE CONTENT FOR ALL FILL PLACED, OR AS OTHERWISE
APPROVED BY GEOTECHNICAL CONSTULTANT.
• ADDITIONAL COMPACTION OF LIFTS 2 FEET OR GREATER ABOVE CULVERTS SHALL CONFORM TO THE
EMBANKMENT FILL PLACEMENT SECTION OF THIS SPECIFICATION.
STEP 5: FIELD QUALITY CONTROL
LABORATORY TESTING
• PERFORM LABORATORY MATERIAL TESTS IN ACCORDANCE WITH ASTM D422, ASTM D698, ASTM D2216,
AND ASTM D4318.
• TEST AT A FREQUENCY OF EVERY 500 CUBIC YARDS OF EMBANKMENT FILL MATERIAL PLACED, WHEN
MATERIALS USING FOR EMBANKMENT FILL CHANGE, AND/OR AS DIRECTED BY THE GEOTECHNICAL
CONSULTANT.
• SAMPLE SIZE SHALL BE 50-LB.
IN PLACE COMPACTION AND NATURAL MOISTURE CONTENT TESTS
• PERFORM IN PLACE COMPACTION TESTS IN ACCORDANCE WITH ASTM D1556, ASTM D2922, OR ASTM
D2937 AND NATURAL MOISTURE CONTENT TEST IN ACCORDANCE WITH ASTM D2216.
• FREQUENCY OF COMPACTION/NATURAL MOISTURE CONTENT TESTS:
• EMBANKMENT FILL: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 2,500 SQ. FT.
• PIPE INSTALLATION: EACH LIFT AT A MINIMUM FREQUENCY OF 1 PER 30 LF OF PIPE.
• WHEN TESTS INDICATE WORK DOES NOT MEET SPECIFIED REQUIREMENTS, REMOVE WORK, REPLACE
AND RETEST.
ALLOWABLE VARIANCES
EMBANKMENT SPECIFICATIONS MAY BE MODIFIED BASED ON SITE -SPECIFIC GEOTECHNICAL INVESTIGATION
AT THE DISCRETION OF THE GEOTECHNICAL CONSTULTANT.
91 1.0' TRENCH WIDTH 1.0'
1.5'• 1.5'
a
'm
i.0,
m
a
1.5'
o 4
m
1.5'
=III=III=III=III=III=III
:■o1*"l,
TRENCH WIDTH
RECORD DRAWING
THIS RECORD DRAWING HAS BEEN PREPARED IN PART, BASED UPON INFORMATION
FURNISHED BY OTHERS. WHILE THE INFORMATION IS BELIEVED TO BE RELIABLE, DESIGN
RESOURCE GROUP ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF THE RECORD
DRAWING OR FOR ANY ERRORS OR OMISSIONS WHICH MAY HAVE BEEN INCORPORATED
INTO IT. THOSE RELYING ON THIS RECORD DOCUMENT ARE ADVISED TO OBTAIN
DESIGN INDEPENDENT VERIFICATION OF ITS ACCURACY.
RESOURCE THE ASBUILT STORM WATER MEASURES, CONTROLS, AND DEVICES ARE IN COMPLIANCE
GROUP WITH THE APPROVED STORM WATER MANAGEMENT PLANS AND DESIGNS AND WITH THE
REQUIREMENTS OF THE POST -CONSTRUCTION CONTROLS ORDINANCE.
APPROVALS SEALS
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NCPE (AS BUILT)
NCRCS�,4 ?; r� B, ILT)
BMP EMBANKMENT REQUIREMENTS PER CITY OF CHARLOTTE BMP DESIGN
MANUAL
CONSTRUCTION OF BMP'S AND THE PLACEMENT OF ALL EMBANKMENTS SHALL BE IN ACCORDANCE WITH
THE N.C. DAM SAFETY ACT OF 1967 AND ANY SUBESQUENT CHANGES THERETO, STANDARDS AND
SPECIFICATIONS OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES,
AND/OR THE STANDARDS AND SPECIFICATIONS OF THE APPROVING AGENCY. THESE SPECIFICATIONS
APPLY TO ALL BMPS WITH EMBANKMENTS THAT ARE DESIGNED TO HOLD WATER, EVEN IF THE
EMBANKMENT IS DESIGNED TO HOLD WATER ONLY DURING A STORM EVENT.
DESIGN RESOURCE GROUP IS NOT RESPONSIBLE FOR THE DESIGN AND CERTIFICATION OF
GEOTECHNICAL INSTALLATIONS AND OFFERS THE FOLLOWING SPECIFICATIONS FOR REFERENCE ONLY.
VERIFICATION OF SITE CONDITIONS AND FINAL GEOTECHNICAL RECOMMENDATIONS SHALL BE THE
RESPONSIBILITY OF THE GEOTECHNICAL CONSULTANT. CONSTRUCTION OF ALL PROPOSED BMP'S SHALL
BE PERFORMED UNDER THE OBSERVATION OF A GEOTECHNICAL CONSTULTANT WORKING UNDER THE
DIRECTION OF AN NC LICENSED ENGINEER.
EMBANKMENT FILL MATERIALS
THE FOLLOWING PARAMETERS APPLY TO MATERIALS USED TO CONSTRUCT EMBANKMENTS:
BORROW MATERIAL SHALL BE CLASSIFIED AS ML, MH, SC, SM, CL OR CH SOILS ACCORDING TO THE
UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D2487) OR ANY MIXTURE OF THESE SOILS.
BORROW MATERIALS SHALL HAVE A LIQUID LIMIT (LL) BETWEEN 40 AND 60 AND A PLASTICITY INDEX (PI)
BETWEEN 15 AND 30 (ASTM D4318).
MATERIALS SHALL BE FREE OF TOPSOIL, ORGANIC MATERIAL, ROOTS, STUMPS, BRUSH, ROCKS LARGER
THAN 3 INCHES, SUBSOIL, DEBRIS, VEGETATION, AND OTHER FOREIGN MATTER.
ALL MATERIAL CLODS WILL BE BROKEN DOWN WITH TILLERS AND/OR DISCS TO PROVIDE A
HOMOGENEOUS SOIL THAT IS FREE OF CLAY CLODS GREATER THAN 3 INCHES IN DIAMETER.
REFERENCES
• "CHARLOTTE-MECKLENBURG BMP DESIGN MANUAL". CHARLOTTE- M EC KLEN BURG STORM WATER
SERVICES,
CITY OF CHARLOTTE, NORTH CAROLINA, JULY 1, 2013
• ASTM D422 - STANDARD TEST METHOD FOR PARTICLE -SIZE ANALYSIS OF SOILS (GRAIN SIZE WITH
HYDROMETER).
• ASTM D698 - STANDARD TEST METHODS FOR LABORATORY COMPACTION CHARACTERISTICS OF SOIL
USING STANDARD EFFORT (12,400 FT-LBF/FT3).
• ASTM D1 556 - STANDARD TEST METHOD FOR DENSITY OF SOIL IN PLACE BY THE SAND -CONE METHOD.
• ASTM D2216 STANDARD TEST METHOD FOR LABORATORY DETERMINATION OF WATER (MOISTURE)
CONTENT OF SOIL AND ROCK BY MASS.
• ASTM D2922 - STANDARD TEST METHOD FOR DENSITY OF SOIL AND SOIL -AGGREGATE IN PLACE BY
NUCLEAR METHODS (SHALLOW DEPTH).
• ASTM D2487 - STANDARD PRACTICES FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES
(UNIFIED
SOIL CLASSIFICATION SYSTEM)
• ASTM D2937 - STANDARD TEST METHOD FOR DENSITY OF SOIL IN PLACE BY THE DRIVE -CYLINDER
METHOD TEST.
• ASTM D4318 - STANDARD TEST METHODS FOR LIQUID LIMIT, PLASTIC LIMIT, AND PLASTICITY INDEX OF
SOILS.
B CONCRETE
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CL'EANOUT INV: 607.73 o0
a / INV:- @0801 5 TED UNDERDRAIN 6'' PER
I
/ . \ . 607.65 D D \ 1 00
\ I \ 0.5% SLOPE (TYP.) i
% I CLEANOUT / . D I. x 17.4,'
INV: @01140 fi 607.71
24" RCP
PCCO Sand Filter Stage/Storage
Elevation
Pond Surface Area
(ft)
Forebay Surface Area
(ft2)
611.50
1897
612
4989- 17605
- 683
613
408600 18897
4466.1184
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615
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616
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-
4*6.6.61 .20 469Q 25157
-
NOTE: DRAINAGE AREA MUST BE STABLIZED
\BEFORE FILTRATION CONTROLS AND FILTER
MEDIA ARE INSTALLED.
1�
3
LOCKABLE
MAINTENANCE DRAIN
CLEANOUT TOP OF SAND FILTER
608.00 = 0*@P" 611.50 '
D
D
IN V: 699,�6
\
I
611.80 612.00 '
612.20 .
D
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.
1897
PROP. !496E1• SF
p
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INV: 66s 7. 6 76 CLEANOUT 607.88 \
INV: ' 695!�6
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City of Charlotte Engineering Department
Phase Map
Storm Drainage<EEtention Water Qua I
As -built approved as noted
By: E. Chien Date: 1/25/2021
101-OS
..'.,:.
FILTER FABRIC 4" ORIFICE FOR a.ra
SKIMMER COUPLER 4•.:
6" LAYER OF 3" , • < .:.
WASHED RIVER 8" DIP EMERGENCY '• ® .:. "' 1
ROCK nRAw .
TOP OF FILTER MEDIA,
FILTER FABRIC LAYER
ELEVATION 611.50
SURFACE AREA = 04""-SF
1897
BOTTOM OF FILTER MEDIA,
FILTER FABRIC LAYER -
ELEVATION = 609.00
12" LAYER OF #57
WASHED STONE "
6" PERFORATED
UNDERDRAIN
0.5% SLOPE
SURFACE SAND FILTER
SECTION
NOT TO SCALE
50 YR 6-HR SURFACE ELEVATION = 645-#6 614.88
25 YR 6-HR SURFACE ELEVATION = 9411§. 614.55
10 YR 6-HR SURFACE ELEVATION = 0*4!@! 614.08
2' (MIN)
1 CHANNEL PROTECTION VOLUME ELEVATION = 64rF4.1� 613.25
3 WATER QUALITY SURFACE ELEVATION = 6#r.60 611.98
BOTTOM OF FOREBAY
ELEV
612.00
FOREBAY BERM HEIGHT = 2.0'
WITH 6" #57 WASHED STONE
TOP OF BERM ELEV = 6#r.99
613.80
2
1 I-
SLOPE BOTTOM O
1.0% TO SAND FILTER
5'-0"
4'-0"
AA RFRAR
1.0'
(TYP)
Lo
■■IIIIII■'IIIII■�Illll■'lllll■Llllll■I■■
•
JED HINGES
CESS HATCH
x2"x4" ANGLE
PORTION DENOTES ACCESS
HATCH TO BE PROVIDED BY THE
TRASH RACK FABRICATOR
#4 TRASH RACK
ANCHOR TRASH RACK TO STRUCTURE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO STRUCTURE BY 2-4"xi" EPDXY
COATED CONCRETE ANCHOR BOLTS
NOTES:
1. ALL REBAR TO BE #4 REBAR
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH EPDXY COATING
3. HOT -DIPPED, GALVANIZED 2%2" }" ANGLES SHALL BE WELDED TO THE REBAR TRASH
RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE STRUCTURE
WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
TRASH RACK DETAIL
NOT TO SCALE
10'
OUTLET RISER ELEV.- 616.20
PER DETAIL
2.5" SKIMMER COUPLER
ORIFICE
8" DIP EMERGENCY
DRAIN
TOP OF SAND FILTER
ELEVATION = &*@a"
611.50 ::��s
�1 1�
3 3
31.25' 62.50' 31.25'
4' MIN.*
CROSS SECTION
NOT TO SCALE
4 '
'
*FINAL DIMENSIONS OF SEEPAGE
GEOTECHNICAL ENGINEER BASED
KEY SHALL BE VERIFIED BY
ON SOIL CONDITIONS. (SEE STEP 2:
24 RCP OUTLET PIPE
INV. = 699*0 607.60
W/ ANTI -SEEP COLLARS
5' MIN.*
SEEPAGE KEY PLACEMENT)
AND WATER TIGHT JOINTS
DESIGN
RESOURCE
G R 0 U P
LANDSCAPE ARCHITECTURE
CIVIL ENGINEERING
TRANSPORTATION PLANNING
2459 Wilkinson Blvd, Ste 200 Charlotte, NC 28208
704.343.0608
www.drgrp.com
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* CORPORATE
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© 2019 Design Resource Group, PA This plan or drawing and any accompanying documents or calculations are the property of Design Resource Group, PA; and are intended solely for the use of the recipient noted. No third party use or modification is permitted without