9801_WilsonLF_19971126

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""„"'t98-01
"""`- Wilson County Landfill
C""'v Wilson
Shipped Date:
Box: SW-11-057
Document Type: Other (0)
Document Date: 11/26/1997
Division: Waste Management (WM)
Sub -Division: Solid Waste (SW)
Document Category: Facility (F)
Document Group: Authorization or Permit (P)
Description: Map:. Maps in Roll: 10

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(Dt4 PLANS
DRAWING INDEX
DRAWING I NO. DRAWING TITLE
1 I FACILITY SITE PLAN
2
AREA
2
CONSTRUCTION PLAN
3
AREA
2
DRAINAGE PLAN
4 1 DETAILS
SEE TUCKER SITE PLANS
C DRAWINGS 1-e, MAY 1996
FOR BORROW SITE OPERATION
P P 0 VAEGEDMEN?
DIVISION OF SOLID W
DATE _\\IBY
SON COUNTY
,, NORTH CAROLINA
OCTOBER 1997
2345�•)
�s
�o
NOY log
Received
soya Waste
Section �8
�zc2:OZ60A, '
P.U, SOX �8
WIUMINGTON, NOPM GhPOUNh
98402 (910) 60Z-6488

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TO TUCKER BORROW SITE
/ x x
AREA A-
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(PILE EXCESS
NON -CLAY SOILS
x
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E $341,070.48 /
4MP
Top of Ca1nq=127.26 P1-71 t1-a! `t []S r r
N Z341. 3. �.L NG' e
\ � E 2,341,443.24 !�
\\� ,•.� \ PHASE 1 CAP
�♦,. \��.. � � AREA 2A � CDN V
\ I E
ENC
onitarto Well . I E
M \ # t CENT 1
x E 2,340,27B.91 ♦ ER
�— �� Top of Coetng=90.80 ♦ ,\ \ ' I x
Ground BUS ♦ \ ` /
♦ \ .. I C
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41
S� 6 MONITORING WELL----
N 716,189.90
E Z341,285.55
OTop of Ceotng-109.48 /
0
Ll --I / NCNG
PIPELINE
x x x
/ -Room
x �
x ST KPILE STO KPILE `\ x FACILITY PROPERTY
AR B AR C - BOUNDARY
MonttorM N 717,3 Wall A NON - CLA OILS
E 2,339,546.25 TOPSOIL N Z340.5.10
E 2,3f cooing
Top of Caeing.113.
Top of Cootng-99.64 Ground=111.3
Ground=96.64 I
MOT JXSIN 0. NRW%
aa� 4 l --12G, \
-43@-- -
-� -446--
/ — ——so-_— \
LIMITS OF CONSTRUCTION
�_— •• AREA 2 FINAL COVER
1
j l x 444 I l x MAINTENANCE
x
\ ) ` SHOP
/ 1
1 I
i
:I
Pte7zo6m,9eter P.—3
AREA-
A
E 2,3032492
Top of Coeing-128.29
1ID 17—
•` , I I
13
e
SCALE HOUSE x
GENERAL NOTES:
1. PROJECT DRAWINGS. THIS SET INCLUDES 4 DRAWINGS FOR CAP CONSTRUCTION OF
THE LANDFILL SITE AND ARE A COMPONENT OF THE TECHNICAL SPECIFICATIONS. BORROW
OPERATIONS SHALL BE CONSISTENT WITH THE TUCKER SITE PLANS PREPARED BY ARG
ENGINEERING, INC. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER OF ANY
CONFLICTS BETWEEN THESE DRAWINGS AND THE SPECIFICATIONS FOR RESOLUTION.
2. FACILITY OPERATIONS. AREA 1 AND THE INDUSTRIAL MONOFILL ARE CURRENTLY ACTIVE
LANDFILL AREAS. ON 1 JAN 98, AREA 2A WILL BE AN ACTIVE C&D LANDFILL. STOCKPILE
AREAS ARE USED BY THE LANDFILL OPERATOR FOR DAILY COVER OPERATIONS. THE
CONTRACTOR'S ACTIVITIES SHALL NOT INTERFERE WITH ANY LANDFILL OPERATION. NORMAL
HOURS OF OPERATION FOR THE LANDFILL ARE 8:00 AM TO 4:00 PM, MONDAY-FRIDAY.
3. EXISTING CONDITIONS. SITE TOPOGRAPHY (10-FOOT CONTOURS) IS A COMPOSITE MAP.
TOPOGRAPHIC MAPPING FOR AREA 2 WAS PERFORMED BY BRADY SURVEYING COMPANY, INC.,
WINSTON-SALEM, NC. THIS DRAWING REPRESENTS SITE CONDITIONS FOR AREA 2 ONLY ON
5 SEPT 97. SOIL CAP CONSTRUCTION HAS BEEN COMPLETED FOR THE LOWER SLOPE
AREA 2C. ANY SOIL IN -PLACE SHALL NOT BE REMOVED FOR USE IN OTHER AREAS,
WITHOUT WRITTEN APPROVAL FROM THE PROJECT ENGINEER.
4. BORROW SITE. SOIL FOR CONSTRUCTION IS AVAILABLE FROM THE TUCKER BORROW
SITE, LOCATED APPROXIMATELY 1 MILE TO THE NORTH OF THE LANDFILL AREAS. ACCESS
TO THE TUCKER SITE IS VIA THE PREVIOUS BORROW AREA (A-C) AND A PRIVATE ROAD
OWNED BY WILSON COUNTY.
5. SITE RESTORATION. THE CONTRACTOR SHALL RESTORE TO THE OWNER'S SATISFACTION
ALL AREAS DISTURBED BY CONSTRUCTION, INCLUDING ROADWAYS, EROSION CONTROL
STRUCTURES, UTILITIES, AND OTHER EXISTING FEATURES.
6. EROSION CONTROL. SEDIMENTATION AND EROSION CONROL (S&EC) MEASURES SHALL
BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH THE NC DEHNR RULES, AND
APPROVED SITE PLANS FOR THE TUCKER BORROW SITE AND THE LANDFILL FACILITY,
SPECIFIC CONSTRUCTION REQUIREMENTS FOR PERMANENT S&EC STRUCTURES ARE PROVIDED
IN DRAWING NO. 3 OF THIS SET.
7. SITE SAFETY. THE CONTRACTOR IS RESPONSIBLE FOR PREPARING AND FOLLOWING A
SITE SAFETY PLAN. THIS PLAN SHALL BE IN COMPLIANCE WITH ALL FEDERAL, STATE, AND
LOCAL STANDARDS, INCLUDING BUT NOT LIMITED TO OSHA REQUIREMENTS. EXPLOSIVE
GASES ARE PRODUCED BY THE LANDFILL AND SHOULD BE CONSIDERED IN THE PLAN.
SOIL STOCKPILE NOTES:
1. GENERAL. WHEN PRACTICAL, NON -CLAY SOILS EXCAVATED FOR AREA 2 FINAL COVER
PROJECT SHOULD BE TRANSPORTED TO THE LANDFILL AREA AND STAGED FOR USE IN THE
PROTECTIVE SOIL LAYER. PRIOR TO BEGINNING WORK, THE CONTRACTOR SHALL STAKE THE
AREAS OF THE STOCKPILE PLANNED FOR USE IN THE PROJECT. FINAL PAYMENT FOR
STOCKPILED SOILS SHALL BE BASED ON A BASELINE AND FINAL SURVEY OF THE
STOCKPILE AREAS PERFORMED BY THE OWNER.
2. AREA B - TOPSOIL. THIS AREA IS AN EXISTING TOPSOIL STOCKPILE. TOPSOIL SHALL
BE PLACED AND ADEQUATELY COMPACTED IN THIS AREA FOR USE IN FINAL COVER
CONSTRUCTION FOR AREA 2B AND AREA 1.
3. AREA D - NON -CLAY SOILS. THIS AREA IS DESIGNATED AS A NEW STOCKPILE AREA
FOR EXCESS NON -CLAY SOILS THAT ARE NOT USED IN FINAL COVER CONSTRUCTION. ALL
EXCESS SOILS PLACED IN THE STOCKPILE SHALL BE ADEQUATELY COMPACTED FOR FUTURE
EXCAVATION. CONTRACTOR MAY STAGE SOILS TO BE USED IN THE PROTECTIVE COVER
SOIL LAYER IN AREA D.
4. AREA C. THIS AREA IS AN EXISTING STOCKPILE DEDICATED FOR LANDFILL DAILY
COVER OPERATIONS. THIS AREA IS NOT DESIGNATED FOR USE IN FINAL COVER
CONSTRUCTION.
6gy W, ffl�ptg6j PP: I

Monitoring
Well #1A
N 717, 3
E 2,340,
5.10
46.21
PZ
iezometer P-1
Top of
Ground=
asing=113.0
111.3 \
717,319.47
, lCas
i
+
ng4 opof126.27
Top=97.0 \X'\
/
1\
Top=99.1
-1 �-
In
Inv. =11
=111.7 _
.3 / I ���
PZ
/ , \
Piezometer P-2
N 717,048.66
Piezometer P-3
E 2,341, 070.48
AREA 2C
GRADING /
/ / //
/'///%;%-\`\\\`�\\ \
////// \\ \\ \ \ \ \
E 2,340,782.92BM-RR Spike
Top of Casing=126.29 in Utility Pole
�� / /
/////// j��� \\\ \�\\\\ \\�\\•
\ P El.=124.39
X,
V \\ \
MonitoringWell 8
N 716,708.88
�/op/
E 2,339,
Top of Casin =99.6
Inv.=-_---
\ \
Inv.=123.0
Ground=96.84
Inv.=123.6
T
p 87.8
/ / / //
\
\ \\ `�I�e�✓/ / . -_ - \\\\\\\\
Top=96.8 /
\�
�� ��
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BENCH ROAD
CAP A�R\
A 2 6A
\ \\��
SEE D E����
I ���.-/ \��\ `
\ ��--_ __� �-=�� -��
--�'_17--� 1--� --
/ jam/
// //
,///• // BM -Brass Disc
///: �! in Conc. Monument
_
140
- _ �'` - -
F
-_ - -132- - f --= __� r'--��/
1 f
Monitoring Well #6
N 716,169.90
�- .___
.,3-�� _ V _-_ _
=
-
_-
-- = _124-- -' _ - - - i
E 2,341,285.55
Top of Casing=10
.46
120
'`"-- ---- -- --------
--- �-`� •
Ground=106.06
v�.. Monitoring Well #7
N 715,883.59
E 2,340,278.91
Top of Casing=90.
0
Ground=86.08
E 2339500
E 2340000
E 2340500
E 2341000
100
GRAPHIC SCALE
0 50 100 200
( IN FEET )
1 inch = 100 ft.
E 2341500
400
N
7
1
7
5
0
0
N
7
1
7
0
0
0
N
7
1
6
5
0
0
N
7
1
6
0
0
0
CONSTRUCTION NOTES,-
1. TOPOGRAPHY. TOPOGRAPHIC MAPPING FOR AREA 2 WAS PERFORMED BY BRADY
SURVEYING COMPANY, INC., WINSTON-SALEM, NC. THIS DRAWING REPRESENTS SITE
CONDITIONS ON 5 SEPT 97. MAPPING INCLUDES 2-FT CONTOUR INTERVALS AND EXISTING
SURFACE FEATURES. AREA 2C SURVEY SCHEDULED FOR COMPLETION BY 31 OCT 97.
2. AREAS. THE FOLLOWING APPROXIMATE AREAS HAVE BEEN DEFINED FOR THE PROJECT:
LIMITS OF CONSTRUCTION = 31 ACRES
AREA 2 CAP = 24.5 ACRES
SUB AREAS:
2A (TOP) = 9 ACRES
2B (SLOPE) = 15.5 ACRES
2C (CAPPED SLOPE) = 6.5 ACRES
3. PROJECT PHASING AND SCHEDULE. THE GENERAL SCOPE OF THE PROJECT REQUIRES
COMPLETION OF CAP CONSTRUCTION FOR AREA 2. THE WORK SHALL BE COMPLETED IN 3
PHASES.
4. PHASE 1 - AREA 2A. CAP SHALL BE COMPLETED BY 31 DEC 97 FOR BEGINNING
C&D DISPOSAL OPERATION. WORK INCLUDES COMPACTED CLAY LINER (CCL) AND A
PROTECTIVE SOIL LAYER.
5. PHASE 2 - AREA 2B. CAP SHALL BE COMPLETED WITHIN 180 DAYS OF COMMENCING
PHASE 1 WORK. MODIFICATIONS TO SCHEDULE SHALL BE IN ACCORDANCE WITH CONTRACT
DOCUMENTS.
6. PHASE 3 - AREA 2C. GRADING AND SEEDING SHALL BE COMPLETED AS REQUIRED BY
PROJECT ENGINEER ACCORDING TO SCHEDULE ESTABLISHED BY CONTRACT DOCUMENTS.
CONTRACTOR SHALL NOT DISTURB EXISTING SOIL CAP.
7. CLAY TEST PAD. PRIOR TO BEGINNING FIELD CONSTRUCTION OF THE COMPACTED CLAY
LINER (CCL), A TEST PAD SHALL BE CONSTRUCTED IN AN AREA OF THE LANDFILL
DESIGNATED BY THE PROJECT ENGINEER. THE RESULTS OF THE TEST PAD WILL DETERMINE
CONSTRUCTION METHODS FOR THE CCL. APPROXIMATELY 2 WEEKS SHOULD BE
CONSIDERED FOR COMPLETION OF THE LABORATORY WORK AND EVALUATION OF THE TEST
PAD.
GAY W, ffl�ptp6j P,�,

Monitorirg
Well #1A
N 717, 3
E 2,340,
5.10
46.21
Pz
iezometer P-1
Top of
Ground=
asing=113.0
111.3
N 717,319.47
E 2,341,443.24
op of Casing=126.27
Top=97.0
/>4
SLOPE DRAIN OUTLET, TYP.
Top=99.1 //�� i`�f
3 LOCATIONS
( )
In
Inv.=11
=111.7
4.3 ,n� ��•__ s�►
\�
EXISTING SLOPE DRAIN, TYP.
(2 LOCATIONS)
Piezometer P-3
_Piezometer P-2
716,930.24
E 2,341,070.48
-
SLOPE
BENCH 2 /
\
/// \\\\\\ \\� \ \
.4
E 2,340,782.92
BM -RR Spike
Top of Casing=126.29 in Utility Pole
ROAD/CHANNEL
��� \\ \\� \\
/
\\
\
STORMWATER DIVERSION
//�/�/ //�r i,• •
;,/�,.5 \ \ \\\\
\\\
BERM, TYP.
Monitoring Well #8
/ \\\ \
N 716,708.88///�/
E 2,339,546.25/io0
Top of Casing=99.6
/ j / / //// //
�ti
Inv.= //� %/ ti��/ / //// ///
��/•
// \\ \\\\\�
/ \ \ \
/ \ \ \ \ \\
/ \
v=1 0
\ \� In . 23
\\ ____
\ �
3 R C DROP INLET,
/
TYP.
Ground-96.84
/
�� /,/ �/ ��/ ,�// / ,
�/ / \ \
/ 1 \ \ \\
r_
\\ \ \
(3 LOCATIONS
//
\Ong
Tp=87.8
Top=96.8 / / �� � / /
\ \ \\\
\ \\\ \3� . - �\ \\\\�\\
\\\\
58
NEW SLOPE
DRAIN
13 /////// 11 //� / / e
I
/l ��j //��
FES=114.6 Spy /
•� \
•I \
\\ \\l�g��/ / �.i� �-�, �.�\ \� \\\
\\
\\ter ¢8���
/ \ \
,��
j// - _
�
180
\ \
3A
\\1 \
\
1
RCP 1
•,j
\ � \
\ ` ter, _.,�
� � �` / '_�--•-^ �• _"_" �% , �, \ . { . ' .
IV
� �N 111
-- - --
160
--156 -�
BM -Brass Disc
�-� --`-
in Conc. Monument
40
-_-_V-36- •--� - �/�
-132-=
Monitoring Well #6
N 716,169.90
E 2,341,285.55
Top of Casing=10
.46
20
Ground=106.06
RCP#2-_=.��z=-T-=
SLOPE BENCH 2
ROAD/CHANNEL
Monitoring Well #7
N 715,883.59
E 2,340,278.91
Top of Casing=90.
0
Ground=86.08
E 2339500
E 2340000
E 2340500
E 2341000 GRAPHIC SCALE
100 0 50 100 200
( IN FEET )
1 inch = 100 ft.
E 2341500
400
N
7
1
7
5
0
0
N
7
1
7
0
0
0
N
7
.1
6
5
0
0
N
7
1
6
0
0
0
CONSTRUCTION NOTES:
1. DRAINAGE CONTROL. THIS PLAN SHOWS THE GENERAL LOCATION OF PERMANENT
STORMWATER CONTROL FEATURES. DROP INLETS DI#1 AND DI#2 ARE EXISTING
STRUCTURES. NEW OR REPLACEMENT STRUCTURES MAY BE SPECIFIED BY THE
PROJECT ENGINEER FOR DRAINAGE IN AREA 2C.
2. TEMPORARY MEASURES. IN ADDITION TO THE PERMANENT STRUCTURES, THE
CONTRACTOR MAY NEED TO INSTALL TEMPORARY MEASURES TO DIRECT SURFACE
RUNOFF TO THE SEDIMENT BASIN. PAYMENT FOR TEMPORARY MEASURES SHALL BE
SPECIFIED BY THE CONTRACTOR AND INCLUDED IN THE CONTRACT PRICE.
3. STABILIZATION. TEMPORARY OR PERMANENT SEEDING SHALL BE INITIATED AS SOON
AS PRACTICAL FOR PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE
TEMPORARILY OR PERMANENTLY CEASED. STABILIZATION IS REQUIRED FOR THESE
AREAS WITHIN 14 DAYS, UNLESS CONSTRUCTION IN THE SUBJECT AREA IS PLANNED TO
RESUME WITHIN 21 DAYS.
4. CHANNEL DEPTH/SLOPE. DIRECTIONAL ARROWS ON THE DRAINAGE CHANNELS ARE
AT 100-FOOT INTERVALS. MINIMUM CHANNEL DEPTH AND SLOPE ARE SPECIFIED BY
DRAINAGE AREA IN TABLE 1 - CHANNEL SCHEDULE. THE CONTRACTOR SHALL STAKE
CHANNEL LOCATIONS FOR APPROVAL BY THE PROJECT ENGINEER PRIOR TO
CONSTRUCTION.
5. STRUCTURE ABANDONMENT. ANY INACTIVE PIPES IDENTIFIED ON THE SITE SHALL
BE ABANDON BY THE CONTRACTOR, ACCORDING TO METHODS APPROVED BY THE
PROJECT ENGINEER,
TABLE 1
CHANNEL SCHEDULE
CHANNEL
SEGMENT
MINIMUM
DEPTH (FT)
SLOPE (%)
1A
2.0
2.0
1 B
2.0
2.0
2A
2.5
2.0
28
2.5
2.0
3A
2.5
2.0
3B
2.0
2.0
4
2.5
0.5
5
2.0
2.0
6
2.5
0.5
7
2.5
0.5
8
2.0
0.5
9
2.5
0.5
10
2.0
2.0
11
2.5
1.0
12
2.5
2.0
13
2.5
2.0
LEGEND
STORMWATER CHANNEL
1 A DRAINAGE AREA
(WITH DOT DELINEATION)
REFERENCE DETAIL 1, DWG. 4
TYPICAL
6sy W, ffl�ptg6j PP:,
n

TURF REINFORCEMENT MAT (TRM), TWO
ROLL WIDTHS, CENTERED ON DITCH —\
INFILTRATION LAYER
EXISTING INTERMEDIATE COVER
i
WASTE
1.5' MIN..
H (SEE DWG. NO. 3, TABLE 1)
PLACE AND COMPACT
BERM FILL TO SAME
CRITERIA AS PROTECTIVE
SOIL LAYER
STORMWATER DIVERSION BERM
SCALE: 1/a'=1'-M
18"±2" PROTECTIVE
SOIL LAYER TURF REINFORCEMENT MAT
(TRM), ONE ROLL WIDTH
H (SEE DWG.
NO 3, TABLE 1)
3 (MIN.)
=1 i�� 1
INFILTRATION LAYER
PLAN
4'-0"
3" (TYP.)
M 1 �
� t
ELEVATION
20' (TYP.)
2' MIN. SHOULDER
9" COMPACTED AB
ADJUST EXISTING
GRADE AS NEEDED-
5±1q
18"±2" PROTECTIVE
SOIL LAYER
.._..''� Im
2' MIN. SHOULDER
STEEPEN BACKSLOPE UNTIL
DOWNSLOPE COVER IS
_ INTERCEPTED
-III=III-III- 2 (MIN.)
I-! I=I I=I I=I -,
-I!lII�IIIII�IIIII�IIIIl�IIIjI1=1� 1
\— BIAXIAL GEOGRID
EXISTING INTERMEDIATE COVER
02 -SLOPE BENCH DETAIL
SCALE: t/a'-I'-tl'
TOP OF INLET NOT
SHOWN ON THIS VIEW
3'-6tt
co
I
N
FRAME
3'— 3 1 /4"
o a
o
o 0
M a
iv L�
0 E===
GRATE
so '— 03?
on
\I ATAI I
SECTION
NOTE:
DIMENSIONS AND DETAILS ARE FROM NCDOT
DRAWING 840.14 (STANDARD DRAWING FOR
CONCRETE DROP INLET 12" THRU 30" PIPE)
AND DRAWING 840.16 (STANDARD DRAWING
FOR DROP INLET FRAME AND GRATE FOR
USE WITH STD. DWGS. 840.16 AND 840.15).
DROP INLET SHALL CONFORM TO NCDOT
STANDARDS AND SPECIFICATIONS.
12" OR 18" CORRUGATED PLASTIC PIPE (CPP)
(SEE DRAWING NO. 3 FOR DIAMETERS)
18" TO 36" (DEPENDS ON
INFILTRATION LAYER)
12" (TYP.) -�
0
NCDOT CLASS B RIP —RAP APRON —
A
3do do
J_
PLAN VIEW '
TOP OF FINAL COVER
SECTION A —A
A
NOTES:
1.
La IS THE LENGTH OF THE RIP —RAP APRON
FROM OWO. NO. 3 (MIN. 4do).
2.
d=1.5 TIMES THE MAXIMUM SPECIFIED STONE
DIAMETER (MIN. 12").
3.
do=PIPE DIAMETER.
4,
IN A WELL-DEFINED CHANNEL, EXTEND THE
APRON UP THE CHANNEL BANKS TO THE TOP
OF THE BANK.
5.
AN APPROVED FILTER FABRIC SHALL BE
INSTALLED BETWEEN THE RIP -RAP AND SOIL
FOUNDATION, WITH THE EDGES ANCHORED,
PER MANUFACTURER'S GUIDELINES.
6.
OUTLET PROTECTION SHALL CONFORM TO NC
_
EROSION AND SEDIMENT CONTROL STANDARDS
d
AND SPECIFICATIONS.
FILTER FABRIC
Qj)- SLOPE DRAIN OUTLET
SCALE: NTS
EXISTING INTERMEDIATE COVER
—FINAL GRADE
EXISTING FINAL COVER
GRADE (PROPOSED)
PRIOR TO FINAL COVER CONSTRUCTION,
REMOVE AND REINSTALL OR REPLACE 18"
CPP TO 5% MIN. SLOPE; LENGTH
DETERMINED BY OUTLET INVERT ELEV.
(SEE NOTE 1)
..................
i - PIPE
III� , "DAYLIGHTS"
Il/ll'�'I '� II�II.II,I II II i,.•,.,►,,.,►�►�����I�h�p�rpl�lllijljll�j;Il1111111�...,..,, Wi��hli�itu ������� �,,,I,I.•.I,,I,IIII f I I ►rl � iln "rii'� „��, ������� '� � � � � �� ,� I- I I I f I 1 li �� r r ►,!IIII�IIIIIIIIIIIII(
IIIIIJiI��ll ! ,r,,, Il.f,►�I� � � t. I,IIII�I�
�... ������!���glgi`�g1 �gllrl: f: ��i '�i�'!. ,,I:.� III• d `I I I .�.
---l�----ill/l/, - -
,...,.�,.� .,..., 'l 11/y.'i6MAI
NOTES:
1. GRADUALLY BEND PIPE TO CHANGE
SLOPE ANGLE. WHERE PIPE PASSES
THROUGH INFILTRATION LAYER, PLACE
CLAY LAYER CAREFULLY UNDER AND
AROUND PIPE AND COMPACT WITH A
WACKER (OR SECURE GCL AROUND
PENETRATION PER MANUFACTURER'S
GUIDELINES).
`•'ts�!Ji�O':ti�. I��'II�II�����l�i�������'������'�I�I����Il�i��f (I NOTE:
PROTECTIVEON INFILTRATION LAYER)--------- THICKEN "•IL LAYER AROUND SLOPE
DRAIN TO 24"+2" TO PROVIDE MIN. 12" COVER OVER
EXISTING INTERMEDIATE COVER PIPE. EITHER DEPRESS EXISTING GRADE BEFORE
..a �.•y0000i�Or
INFILTRATION
YARD WASTE
MULCH (3" TYP.)
PROTECTIVE SOIL LAYER - (NATIVE
SOIL, UNSPECIFIED PERMEABILITY)
----------------
----------------
----------------
---------------
----------------
18"±2"
18" MIN. CLAY
OR GCL
12" TYPICAL
/ INFILTRATION LAYER
i,
(GEOSYNTHETIC CLAY LINER (GCL)
OR 18" MINIMUM OF CLAY SOIL,
KS 1 X10 -5 CM/S)
EXISTING INTERMEDIATE COVER
A — TOP (AREA 2A)
GRADE; EITHER SHOULD BE TRANSITIONED GRADUALLY
TO BLEND WITH SURROUNDING TOPOGRAPHY.
@ — NEW SLOPE DRAIN (NO. 2)
- SLOPE DRAIN PROFILES
SCALE: 11e=1'-0"
VEGETATION
PROTECTIVE SOIL LAYER
(NATIVE SOIL, UNSPECIFIED PERMEABILITY,
— I MI I I—� — ' USE TOPSOIL IN UPPER 12")
-III=III-I -_
EXISTING INTERMEDIATE COVER
18"+2"
3 (MIN.)
INFILTRATION LAYER / 12" TYPICAL
(GEOSYNTHETIC CLAY LINER (GCL)
OR 18" MINIMUM OF CLAY SOIL,
KS 1 X10 -5 CM/S)
B — SIDE SLOPES (AREA 2B)
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NO.1 DESCRIPTION JDATE
REVISIONS
4,10CARppi,.4m,�od
10 75 r
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DETAILS I
SCALE: AS NOTED
DATE: 10/23/97
DRN. BY: MAH
CHECKED BY: MAT
PROJECT NO:
@- R/C DROP INLET
scnLc: in•_r-m
G -FINAL.
SCALE: 1 /4"T1'-0"
COVER CROSS -SECTIONS
DRAWING NO.
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VICINITY MAP SCALE - 1 INCH:3000 FEET
DRAWING INDEX
DRAWING NO. DRAWING TITLE
1 I FACILITY SITE PLAN
2 I AREA 2 CONSTRUCTION PLAN
3 AREA 2 DRAINAGE PLAN
4 I DETAILS
SEE TUCKER SITE PLANS
DRAWINGS 1-6, MAY 1990
FOR BORROW SITE OPERATION
r23456)
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Nov 10
Received
sorid Ws
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APPROVED
DIVISION OF SOLID WASTE MANAGEMENT
DATE 111 Z(o 19 BY s5 tAL
SON COUNTY-
, NORTH CAROLINA
OC TOBER 199 7
I'O.60R 58
I I WIUMIN6TON, NORTl1 GIWOLINA
28402 (9/0) 602-6488

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Top of
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E 2,310,782.92 /
\ ` ; Top of Coelnq-126.29
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I In utility Pole /
01 R Et El-124.39 /
\ \ x x/
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E $341,07048 /
AMP
Top of Casing=127.28 Ptezomater�-1/v-__ Raw— `� 4S T
` E 2,341,443.24 / R�• 7
\\ PHASE 1 CAP
AREA 2A C'JNV
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�� Top of Coetng=90.80 x
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x x
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N 716.189.90 �� �p
. E 0 2,341,2&5.55
Top of Cosinga109.45 /
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PIPELINE
x x _ x
I
III will
1 � —AsLIMITS OF CONSTRUCTION
._-- — o— 1 I
•• --� AREA 2 FINAL COVER
ii
( x 1-4-fa 1 I x MAINTENANCE x
1
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SCALE HOUSE
x
GENERAL NOTES:
1. PROJECT DRAWINGS. THIS SET INCLUDES 4 DRAWINGS FOR CAP CONSTRUCTION OF
THE LANDFILL SITE AND ARE A COMPONENT OF THE TECHNICAL SPECIFICATIONS. BORROW
OPERATIONS SHALL BE CONSISTENT WITH THE TUCKER SITE PLANS PREPARED BY ARG
ENGINEERING, INC. THE CONTRACTOR SHALL NOTIFY THE PROJECT ENGINEER OF ANY
CONFLICTS BETWEEN THESE DRAWINGS AND THE SPECIFICATIONS FOR RESOLUTION.
2. FACILITY OPERATIONS. AREA 1 AND THE INDUSTRIAL MONOFILL ARE CURRENTLY ACTIVE
LANDFILL AREAS. ON 1 JAN 98, AREA 2A WILL BE AN ACTIVE C&D LANDFILL. STOCKPILE
AREAS ARE USED BY THE LANDFILL OPERATOR FOR DAILY COVER OPERATIONS. THE
CONTRACTOR'S ACTIVITIES SHALL NOT INTERFERE WITH ANY LANDFILL OPERATION. NORMAL
HOURS OF OPERATION FOR THE LANDFILL ARE 8:00 AM TO 4:00 PM, MONDAY-FRIDAY.
3. EXISTING CONDITIONS. SITE TOPOGRAPHY (10-FOOT CONTOURS) IS A COMPOSITE MAP.
TOPOGRAPHIC MAPPING FOR AREA 2 WAS PERFORMED BY BRADY SURVEYING COMPANY, INC.,
WINSTON-SALEM, NC. THIS DRAWING REPRESENTS SITE CONDITIONS FOR AREA 2 ONLY ON
5 SEPT 97. SOIL CAP CONSTRUCTION HAS BEEN COMPLETED FOR THE LOWER SLOPE
AREA 2C. ANY SOIL IN -PLACE SHALL NOT BE REMOVED FOR USE IN OTHER AREAS,
WITHOUT WRITTEN APPROVAL FROM THE PROJECT ENGINEER.
4. BORROW SITE. SOIL FOR CONSTRUCTION IS AVAILABLE FROM THE TUCKER BORROW
SITE, LOCATED APPROXIMATELY 1 MILE TO THE NORTH OF THE LANDFILL AREAS. ACCESS
TO THE TUCKER SITE IS VIA THE PREVIOUS BORROW AREA (A-C) AND A PRIVATE ROAD
OWNED BY WILSON COUNTY.
5. SITE RESTORATION. THE CONTRACTOR SHALL RESTORE TO THE OWNER'S SATISFACTION
ALL AREAS DISTURBED BY CONSTRUCTION, INCLUDING ROADWAYS, EROSION CONTROL
STRUCTURES, UTILITIES, AND OTHER EXISTING FEATURES.
6. EROSION CONTROL. SEDIMENTATION AND EROSION CONROL (S&EC) MEASURES SHALL
BE INSTALLED AND MAINTAINED IN ACCORDANCE WITH THE NC DEHNR RULES, AND
APPROVED SITE PLANS FOR THE TUCKER BORROW SITE AND THE LANDFILL FACILITY.
SPECIFIC CONSTRUCTION REQUIREMENTS FOR PERMANENT S&EC STRUCTURES ARE PROVIDED
IN DRAWING NO. 3 OF THIS SET.
7. SITE SAFETY. THE CONTRACTOR IS RESPONSIBLE FOR PREPARING AND FOLLOWING A
SITE SAFETY PLAN. THIS PLAN SHALL BE IN COMPLIANCE WITH ALL FEDERAL, STATE, AND
LOCAL STANDARDS, INCLUDING BUT NOT LIMITED TO OSHA REQUIREMENTS. EXPLOSIVE
GASES ARE PRODUCED BY THE LANDFILL AND SHOULD BE CONSIDERED IN THE PLAN.
SOIL STOCKPILE NOTES:
1. GENERAL. WHEN PRACTICAL, NON -CLAY SOILS EXCAVATED FOR AREA 2 FINAL COVER
PROJECT SHOULD BE TRANSPORTED TO THE LANDFILL AREA AND STAGED FOR USE IN THE
PROTECTIVE SOIL LAYER. PRIOR TO BEGINNING WORK, THE CONTRACTOR SHALL STAKE THE
AREAS OF THE STOCKPILE PLANNED FOR USE IN THE PROJECT. FINAL PAYMENT FOR
STOCKPILED SOILS SHALL BE BASED ON A BASELINE AND FINAL SURVEY OF THE
STOCKPILE AREAS PERFORMED BY THE OWNER.
2. AREA B - TOPSOIL. THIS AREA IS AN EXISTING TOPSOIL STOCKPILE. TOPSOIL SHALL
BE PLACED AND ADEQUATELY COMPACTED IN THIS AREA FOR USE IN FINAL COVER
CONSTRUCTION FOR AREA 2B AND AREA 1.
3. AREA D - NON -CLAY SOILS. THIS AREA IS DESIGNATED AS A NEW STOCKPILE AREA
FOR EXCESS NON -CLAY SOILS THAT ARE NOT USED IN FINAL COVER CONSTRUCTION. ALL
EXCESS SOILS PLACED IN THE STOCKPILE SHALL BE ADEQUATELY COMPACTED FOR FUTURE
EXCAVATION. CONTRACTOR MAY STAGE SOILS TO BE USED IN THE PROTECTIVE COVER
SOIL LAYER IN AREA D.
4. AREA C. THIS AREA IS AN EXISTING STOCKPILE DEDICATED FOR LANDFILL DAILY
COVER OPERATIONS. THIS AREA' IS NOT DESIGNATED FOR USE IN FINAL COVER
CONSTRUCTION.
6gy W, /W�Ptg6j Pro

0
Monitoring
Well ##1A
N 717, 3
E 2,340,
5.10
46.21
P
iezometer P-1
Top of
Ground=
asing=113.0
111.3
717,319.47
R,
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opoflCas n294 126.27
Top=97.0 \
/
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Top=99.1
In
Inv.=11
=111.7
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P
Piezometer P-3
Piezometer P-2
48.66
E 210341070.48
AREA 2 C
/
GRADING / ,
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Top of Casing=126.29 in Utility Pole
/ \ \\\ \
El.=124.39
Monitoring Well #8
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E 2,339,546.25
Top of Casing=99.6
Ground=96.84
oo/ 10/
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BENCH ROAD
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40
Monitoring Well ##6
N 716,169.90
-124-
E 2, 341, 285.55
Top of Casing=10
.46
1,
QD
20
Ground=106.06
Monitoring Well ##7
N 715,883.59
E 2, 340, 278.91
Top of Casing=90.
0
Ground=86.08
5
E 2339500
E 2340000
E 2340500
E 2341000 GRAPHIC SCALE
100 0 50 100 200
( IN FEET )
1 inch = 100 ft.
E 2341500
400
7 CONSTRUCTION NOTES:
7 1. TOPOGRAPHY. TOPOGRAPHIC MAPPING FOR AREA 2 WAS PERFORMED BY BRADY
5 SURVEYING COMPANY, INC., WINSTON-SALEM, NC. THIS DRAWING REPRESENTS SITE
0 CONDITIONS ON 5 SEPT 97. MAPPING INCLUDES 2-FT CONTOUR INTERVALS AND EXISTING
0 SURFACE FEATURES. AREA 2C SURVEY SCHEDULED FOR COMPLETION BY 31 OCT 97.
2. AREAS. THE FOLLOWING APPROXIMATE AREAS HAVE BEEN DEFINED FOR THE PROJECT:
LIMITS OF CONSTRUCTION = 31 ACRES
AREA 2 CAP = 24.5 ACRES
SUB AREAS:
2A (TOP) = 9 ACRES
26 (SLOPE) = 15.5 ACRES
2C (CAPPED SLOPE) = 6.5 ACRES
3. PROJECT PHASING AND SCHEDULE. THE GENERAL SCOPE OF THE PROJECT REQUIRES
COMPLETION OF CAP CONSTRUCTION FOR AREA 2. THE WORK SHALL BE COMPLETED IN 3
PHASES.
4. PHASE 1 - AREA 2A. CAP SHALL BE COMPLETED BY 31 DEC 97 FOR BEGINNING
C&D DISPOSAL OPERATION. WORK INCLUDES COMPACTED CLAY LINER (CCL) AND A
PROTECTIVE SOIL LAYER.
5. PHASE 2 - AREA 2B. CAP SHALL BE COMPLETED WITHIN 180 DAYS OF COMMENCING
PHASE 1 WORK. MODIFICATIONS TO SCHEDULE SHALL BE IN ACCORDANCE WITH CONTRACT
N DOCUMENTS.
7 6. PHASE 3 - AREA 2C. GRADING AND SEEDING SHALL BE COMPLETED AS REQUIRED BY
1 PROJECT ENGINEER ACCORDING TO SCHEDULE ESTABLISHED BY CONTRACT DOCUMENTS. -
CONTRACTOR SHALL NOT DISTURB EXISTING SOIL CAP.
0 7. CLAY TEST PAD. PRIOR TO BEGINNING FIELD CONSTRUCTION OF THE COMPACTED CLAY
0 LINER (CCL), A TEST PAD SHALL BE CONSTRUCTED IN AN AREA OF THE LANDFILL
0 DESIGNATED BY THE PROJECT ENGINEER. THE RESULTS OF THE TEST PAD WILL DETERMINE
CONSTRUCTION METHODS FOR THE CCL. APPROXIMATELY 2 WEEKS SHOULD BE
CONSIDERED FOR COMPLETION OF THE LABORATORY WORK AND EVALUATION OF THE TEST
PAD.
N
7
1
6
5
0
0
N
7
1
6
0
0
0
6sy W, ffl�ptp6j PP:,

Monitorirg
Well #1 A
N 717, 3
E 2, 340,
5.10
46.21
Pz
iezometer P-1
Top of
Ground=
asing=113.0
111.3 \
717,319.47
2,341,443.24
op of Casing=126.27
Top=97.0 \1
4
SLOPE DRAIN OUTLET,. TYP.
Top-_ 99.1 /�� �Z�
3 LOCATIONS)
( /
In
Inv.=11
=111.7
.3 j ,nv ���__►
EXISTING SLOPE DRAIN, TYP.
�iii�/ir ��; ``
(2 LOCATIONS)
.•
//// �/ ///, ^ •� \ \ \
P Piezometer P-2
Piezometer P-3
N 717,048.66
E 2,341,070.48
- 127.26
SLOPE
BENCH 2 //i�i//i
i/ii/i `\\`\\ \�� \ \
\
E 2,340,782.92 BM -RR Spike
Top of Casing=126.29
in Utilit Pole
ROAD CANNEL
//
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,/ii /// /// / j / ��\ \\` \` \`\
� Z El.=124.39
STORMWATER DIVERSION
BERM, TYP.
Monitoring Well #8
�/ /// ////// ti/�0�
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Inv.-y�./
/• / \ \ \ \ \ \
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Inv.=123.0�
3 R C DROP INLET,
/
TYP.
N 716,708.88
E 2,339,546.25
To of Cosin =99.6
P 9
Ground=96.84
�� ,,/�/ ,�/// / / , /
/ , 1 \ \\ \\
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(3 LOCATIONS)
_
Inv.=12 oo
UNII
Tp=87.8
Top=96.8
5B
NEW SLOPE
DRAIN
13
SIDi)Q' / /// // / /
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FES=114.6 jl ` \
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-2,R
-
BM -Brass Disc
in Conc. Monument
==1-38= =
Monitoring Well 6
N 716,169.90
`�-1�'---
�•124-- --` _
E 2,341,285.55
Top of Casing=10
.46
J
---_-------- ----
2!
--- �``-�.-
Ground=106.06
RCP#2
SLOPE BENCH 2
ROAD/CHANNEL
Monitoring Well #7
N 715,883.59
E 2, 340, 278.91
`
Top of Casing=90.
0
Ground=86.08
E 2339500
E 2340000
E 2340500
E 2341000 GRAPHIC SCALE
100 0 50 100 200
( IN FEET )
1 inch = 100 ft.
E 2341500
400
N
7
1
7
5
0
0
N
7
1
7
0
0
0
N
7
1
6
5
0
0
N
7
1
6
0
0
0
CONSTRUCTION NOTES:
1. DRAINAGE CONTROL. THIS PLAN SHOWS THE GENERAL LOCATION OF PERMANENT
STORMWATER CONTROL FEATURES. DROP INLETS DI#1 AND DI#2 ARE EXISTING
STRUCTURES. NEW OR REPLACEMENT STRUCTURES MAY BE SPECIFIED BY THE
PROJECT ENGINEER FOR DRAINAGE IN AREA 2C.
2. TEMPORARY MEASURES. IN ADDITION TO THE PERMANENT STRUCTURES, THE
CONTRACTOR MAY NEED TO INSTALL TEMPORARY MEASURES TO DIRECT SURFACE
RUNOFF TO THE SEDIMENT BASIN. PAYMENT FOR TEMPORARY MEASURES SHALL BE
SPECIFIED BY THE CONTRACTOR AND INCLUDED IN THE CONTRACT PRICE.
3. STABILIZATION. TEMPORARY OR PERMANENT SEEDING SHALL BE INITIATED AS SOON
AS PRACTICAL FOR PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITIES HAVE
TEMPORARILY OR PERMANENTLY CEASED. STABILIZATION IS REQUIRED FOR THESE
AREAS WITHIN 14 DAYS, UNLESS CONSTRUCTION IN THE SUBJECT AREA IS PLANNED TO
RESUME WITHIN 21 DAYS.
4. CHANNEL DEPTH/SLOPE. DIRECTIONAL ARROWS ON THE DRAINAGE CHANNELS ARE
AT 100-FOOT INTERVALS. MINIMUM CHANNEL DEPTH AND SLOPE ARE SPECIFIED BY
DRAINAGE AREA IN TABLE 1 - CHANNEL SCHEDULE. THE CONTRACTOR SHALL STAKE
CHANNEL LOCATIONS FOR APPROVAL BY THE PROJECT ENGINEER PRIOR TO
CONSTRUCTION.
5. STRUCTURE ABANDONMENT. ANY INACTIVE PIPES IDENTIFIED ON THE SITE SHALL
BE ABANDON BY THE CONTRACTOR, ACCORDING TO METHODS APPROVED BY THE
PROJECT ENGINEER.
TABLE 1
CHANNEL SCHEDULE
CHANNEL
SEGMENT
MINIMUM
DEPTH (FT)
SLOPE (%)
1A
2.0
2.0
18
2.0
2.0
2A
2.5
2.0
28
2.5
2.0
3A
2.5
2.0
3B
2.0
2.0
4
2.5
0.5
5
2.0
2.0
6
2.5
0.5
7
2.5
0.5
8
2.0
0.5
9
2.5
0.5
10
2.0
2.0
11
2.5
1.0
12
2.5
2.0
13
2.5
2.0
LEGEND
10 STORMWATER CHANNEL
1 A DRAINAGE AREA
(WITH DOT DELINEATION)
REFERENCE DETAIL 1, DWG. 4
TYPICAL
6C W, Afl1�Fp6j PP:,
i

18"±2" PROTECTIVE
SOIL I AYFR
TURF REINFORCEMENT MAT (TRM), TWO
ROLL WIDTHS, CENTERED ON DITCH �
INFILTRATION LAYER
EXISTING INTERMEDIATE COVER
WASTE
1.5' MIN. -
H (SEE DWG. NO. 3, TABLE 1)
PLACE AND COMPACT
BERM FILL TO SAME
CRITERIA AS PROTECTIVE
SOIL LAYER
2 (MIN.
1I-
3 (MIN.)
STORMWATER DIVERSION BERM
SCALE: 11"t-opp
TURF REINFORCEMENT MAT
(TRM), ONE ROLL WIDTH
INFILTRATION LAYER
PLAN
4'-0"
3" (TYP.)
0
ELEVATION
20' (TYP.)
2' MIN. SHOULDER
A» !/1\If]A/1TC19 Ate!'. f•T/1A 111"
�...v ....v ... .a.. a.rIl�N.r�.4 Vv rV„I♦
2' MIN. SHOULDER
J- SLOPE BENCH DETAIL
SCALE: , /a•=r-n•
TOP OF INLET NOT
SHOWN ON THIS VIEW
S-6,1
I
CV
FRAME
S-3 1 /4"
a �
cq
GRATE
X-C
I A -r^l I
SECTION
18"±2" PROTECTIVE
SOIL LAYER
i - STEEPEN BACKSLOPE UNTIL
DOWNSLOPE COVER IS
INTERCEPTED
22 (MIN.)
NOTE:
DIMENSIONS AND DETAILS ARE FROM NCDOT
DRAWING 840.14 (STANDARD DRAWING FOR
CONCRETE DROP INLET 12" THRU 30" PIPE)
AND DRAWING 840.16 (STANDARD DRAWING
FOR DROP INLET FRAME AND GRATE FOR
USE WITH STD. DWGS. 840.16 AND 840.15).
DROP INLET SHALL CONFORM TO NCDOT
STANDARDS AND SPECIFICATIONS.
12'' OR 18" CORRUGATED PLASTIC PIPE (CPP)
(SEE DRAWING NO. 3 FOR DIAMETERS)
I
18" TO 36" (DEPENDS ON
INFILTRATION LAYER)
12" (TYP.) —�
NOTES:
1. La IS THE LENGTH OF THE RIP -RAP APRON
FROM DWG. NO. 3 (MIN. 4do).
2. d=1.5 TIMES THE MAXIMUM SPECIFIED STONE
DIAMETER (MIN. 12").
3. do=PIPE DIAMETER.
4, IN A WELL—DEFINED CHANNEL, EXTEND THE
APRON UP THE CHANNEL BANKS TO THE TOP
OF THE BANK.
5. AN APPROVED FILTER FABRIC SHALL BE
INSTALLED BETWEEN THE RIP —RAP AND SOIL
FOUNDATION, WITH THE EDGES ANCHORED,
PER MANUFACTURER'S GUIDELINES.
6. OUTLET PROTECTION SHALL CONFORM TO NC
EROSION AND SEDIMENT CONTROL STANDARDS
AND SPECIFICATIONS.
FILTER FABRIC
SECTION A -A
4�- SLOPE DRAIN OUTLET
SCALE: NTS
EXISTING INTERMEDIATE COVER
—FINAL GRADE
EXISTING FINAL COVER
GRADE (PROPOSED)
20 (MAX.
— PRIOR TO FINAL COVER CONSTRUCTION,
REMOVE AND REINSTALL OR REPLACE 18"
CPP TO 5% MIN. SLOPE; LENGTH
DETERMINED BY OUTLET INVERT ELEV.
(SEE NOTE 1)
EXISTING PIPE
"DAYLIGHTS"
1 I __- uu iuuquLudi
EXISTING 18" CPP 10 (TYP.)
- EXISTING SLOPE DRAINS (NOS. 1 AND 3)
3 (MIN.)
FINAL COVER (PROPOSED)
PROTECTIVE SOIL LAYER
12" CPP, MIN. 5% SLOPE
- - - - - - - - - I-� i-- AT EXIT (SEE NOTE 1)
12" (MIN.)-
- -------- - 20 MAX
_ �`'�"' llli�lilllll�lllll�lll�ll'LI�IIII�IIII�II�I��r
i a V I III�III
`� ta•.�i•0i•0i��r
YARD WASTE
MULCH (3" TYP.)
NOTES:
1. GRADUALLY BEND PIPE TO CHANGE
SLOPE ANGLE. WHERE PIPE PASSES
THROUGH INFILTRATION LAYER, PLACE
CLAY LAYER CAREFULLY UNDER AND
AROUND PIPE AND COMPACT WITH A
WACKER (OR SECURE GCL AROUND
PENETRATION PER MANUFACTURER'S
GUIDELINES).
GRADE; EITHER SHOULD BE TRANSITIONED GRADUALLY
TO BLEND WITH SURROUNDING TOPOGRAPHY.
B - NEW SLOPE DRAIN (NO. 2)
- SLOPE DRAIN PROFILES
SCALE: 1 le=1'-0"
PROTECTIVE SOIL LAYER -(NATIVE
SOIL, UNSPECIFIED PERMEABILITY)
Ir i
18"+2„
18" MIN. CLAY
OR GCL
12" TYPICAL
�-- INFILTRATION LAYER
' (GEOSYNTHETIC CLAY LINER (GCL)
OR 18" MINIMUM OF CLAY SOIL,
KS 1X10-5 CM/S)
EXISTING INTERMEDIATE COVER
QA -TOP (AREA 2A)
VEGETATION
PROTECTIVE SOIL LAYER
(NATIVE SOIL, UNSPECIFIED PERMEABILITY,
USE TOPSOIL IN UPPER 12")
i. r- EXISTING INTERMEDIATE COVER
INFILTRATION LAYER
(GEOSYNTHETIC CLAY LINER (GCL)
OR 18" MINIMUM OF CLAY SOIL,
KS 1 X10 -5 CM/S)
@ - SIDE SLOPES (AREA 213)
18"±2"
12" TYPICAL
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LLl
1 ADD GCL TO �c/��,T
DETAIL 6A
NO. I DESCRIPTION JDATE
REVISIONS
r i:7 PIC.l l O
�•.,' jr A. T F� •'°
DETAILS
SCALE: AS NOTED
DATE: 10/23/97
DRN. BY: MAH
CHECKED BY: MAT
PROJECT NO:
R/C DROP INLET
swic: ,nn_r-a
6O- FINAL COVER CROSS -SECTIONS
DRAWING NO.
it