HomeMy WebLinkAboutSDP199800157 Plan - Approved 1998-11-09I
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C, F-[ I -T
�D[L�_'ITION _F I TF_�_ R
,
I
POTENTIAL. BORROW AREA
EXISTING -10' CON -FOURS
EXISTING 2__ 'CONTOURS
EXISTING 'VEGETA-110N
TEST PIT' LOCATION
PROPOSED CONTOURS
TEMPORARY '11 -SEDIMENT FENCE
ROCK RIF' RAF'
SOIL BLANKE-r
- r, F r -IT 1\ I \ /I \ E_ A 11
I F\ L k-,, I I U 1 N U F _-� L_ I
TYPICAL SECTION MARKER
PAGE_ C U T FROM `---PAGE__ SECTION APPEAR_)
(A
"ECTiON
2 'TYPICAL SECT10rJ IDENTIFICATION
S I�L(j-f 10
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Hivanna u i www a "+I`rte AuthormItA
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ngineering, Inc.
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AIM& ldft& Inc,.
lied G,,.wsciences and Engineering
MODIFIED FROM:
CHARLOTTESVILLE'_ QUADRANGLE
VIRGINIA
(1:100,000)
PROJECT DESCRIPTION
THESE DRAWINGS, SPECIFICATIONS AND DESIGN DATA ARE FOR THE CONSTRUCTION OF A WATER
STORAGE POND DAM AT THE IVY ILANDFILLNEAR CHARLOTTESVILLE, VIRGINIA. THE MAXIMUM STORAGE
CAPACITY OF THIS POND WILL BE LESS THAN 50 ACRE-FEET. THE DAM WILL BE DESIGNED TO MEET OR
EXCEED ALL CRITERIA OF THE VIR(GINIA DAM SAFETY LAW FOR CLASS 11 HAZARD POTENTIAL DAiMS.
HOWEVER, THE DAM IS NOT SUBJE7CT TO THE JURISDICTION OF THE VIRGINIA DAM SAFETY LAW. - r H E,
WATER FROM THIS POND WILL BE USED FOR SPRAY IRRIGATION AND DUST CONTROL AT THE LANDFILL,
[-HE POND, DAM AND ASSOCIATED SPRAY IRRIGATION SYSTEM ARE DESIGNED SUCH THAT THERE
SHOULD BE NO DOWNSTREAM DISCHARGE OF WATER FROM rHE WATER STORAGE POND DURING STORMS)
UP _FO THE *100 YEAR STORM EVEINT,
IVY -101 .. , � COVER SHEET, LEGEND, PROJECT DESCRIPTION
I
DAM AND DRAINAGE AREA
)CAL': 1 /4 0'
0 20 40 80
SCALE IN FEET
DAM AND RESERVOIR DATA
HEIGHT OF DAM
MAXIMUM IMPOUNDMENT CAPACITY
AT TOP OF DAM EL. 700.0
SIZE CLASSIFICATION
HAZARD CLASSIFICATION
MAXIMUM ALLOWABLE
WATER LEVEL
STORAGE AT EL, 69 4
SURFACE AREA TOP OF DAM
EL. 700.0
= 6.9 ACRES
30 FEET (APPROXIMATE)
29.2 ACRE FEET
= SMALL
CLASS 11 NOTE: THIS DAM IS NOT UNDER _F[ --,IE
JURISDICTION OF -rI--lE VIRGIP-,.IIA DAM
SAFETY LAW.
= 696.4 FT.
= 19.1 AC. FT. (6,2 MILLION GALLONS)
= 2.9 ACRES
----------- . ....... . ------
uj 25
cc
20
10
0 0
> 680 682 684 686 688 690 692 1694 696 698 700
ELEVATION (FT.)
No. DATE REVISIONi Y CK APPROVED
JOYCE ENGINEERING, INC.
lVY SANITARY LANDFILL
DAM AND DRAINAGE ArrA,
DAM AND RESERVOIR' DATA,
AND STAGE STORA Gip,
KVWK-4lF'WJ APPLIED GEOS-CIENCES AND ENGINEERIING INC.
f&Ntv
.9,Ljbj,jM GREENSBORO, NORTH CAROLINA
SCA[ -E: AS SHOWN APPP\,"-)VED
DESIGNED: JHPJ'!-. uvh
DRAWN BY:Ij
OLB
CHECKED: DATE
PPOJECT NO.: '1009--0'141-JOYC DRAWING [',10. SHEE: f -P-E\/'
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NOTE"
I. CONDUIT THROUGH DAM C'ONSIS'TS OF 8 ---INCH DIA. DUCTILE lr,ZON
PIPE (D.1,P,). FOR 11-RRIGATION PUMP STATION INTAKE SFRUC-IFURE
DETAILS, SEE DRAWI("1c lv,y---IC)5.
2. FOR FILTER AND DRAII`-IAGE BLANKET AND TRENCH DRAIN DETAILS
1�1
SEE DRAWING IVY --106.
3. SOIL BLANKET PLAN:
BLANKET THE FOUNDATION WITH 3 FEET OF COMPACTED IML L',0111.
FH'F___ BLANKET ,-31--IALL EXTEI\1D 50 FEET UPSTREAM FROM TF -IE _TOE OF
L BETWEEN SFATION 5-1-16 AND 6-1-61, AND END AT THE
,JUNCTION OF THE EMBANKMENT AND CONTOUR ELEVATION 690.00,
AS SHOWN ON THIS SHEET.
4. THE DETAILS FOR THE CONCRETE PADS, INCLUDING FINAL LOC;ATIONI
,\,/I r
AND D1 ENS'IONS TO BE PROVIDED BY ,JOYCE- ENGINEERING,
CK 1 APPROVED
-
_.>l JOYCE EN(31NEERING, INC,
IVY -SANITARY LANDFILL
SITE MAP
WAY91VAININg APPLIED GEO'SC101110ES MD ENGINEERING INC.
fAkN
z�k�f, � GREENSBORO, NORTH CMOLINA
— .---- - --_
SCALE: AS S-HOWN APPROVED I
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DESIGNED: --.--------,.-- - "I _i�_y �_ _,,--
DRAWNPF` 1��r
DRAWN BY: ___._'___T�__._________.
(-`HFI DLR-
DATE: 7-ln,-- �, /,�,,�
PROJECT NO.: -1009-01111-jOYC
- ______ _
— .
DRAWINIG NO_ SHEET REV.
NY -103 1
N
U
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N
DOWNSTREAM
1.5 EL. 685.00
7T—'
CLASS I ROCK RIPRAP
TYPlCo';"AL DETAIL
GRAVEL AND RIPrR"AP FILTER. --BERM
SCALE: 1 " =- 2'
700
695
690
685
680
675
670
665
660
655
Q
NOTES.:
1. DETAILS FOR FINAL LOCATION AND DIMENSIONS FOR THE TWO
, CONCRETE PADS WILL BE PROVIDED BY JOYCE ENGINEERING.
r*% I A 2. I
18 -IN( --'H LAYER CLA':_l-)S I R c i,<' I P R A P
F-ILTER DIAPHRAGM TO EXTEND
UP FR?OM THE FOUNDATION FRENCH
AND BLANKET TO 24 INCHES
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4 + + + + +
("1 (0 C J N c"l
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SCALE: -1 "=10'
0 5 '10 20
SCALE IN FEET
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MIRAFI 160N 6 OZ NON -WOVEN,
OR EQUIVALENT
6 -INCH LAYER
VDOT #57 STONE
D " E TAA IL 1
SCALE: 'I "--2'
8 -INCH D.1, GATE VALVE
AND ACCESS BOX
SEE DETAIL Tf-IIS SHEET
Q C) Q O "D
CC) CY0 0 cJ " i-
+
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TYPE 'I
STRAIGHT
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END VIEW-
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PLAN VIEW
E_ I.-
SCHEDULE
15-INCH
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MARK
SIZE
TYPE QUANTITY LENGTHB
TOTAL _L
LENGTH
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4
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1, -6"
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2
4
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0
3
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4'--
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MJ MUELLER SUPER -
TYPE
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DOWNSTREAM
1.5 EL. 685.00
7T—'
CLASS I ROCK RIPRAP
TYPlCo';"AL DETAIL
GRAVEL AND RIPrR"AP FILTER. --BERM
SCALE: 1 " =- 2'
700
695
690
685
680
675
670
665
660
655
Q
NOTES.:
1. DETAILS FOR FINAL LOCATION AND DIMENSIONS FOR THE TWO
, CONCRETE PADS WILL BE PROVIDED BY JOYCE ENGINEERING.
r*% I A 2. I
18 -IN( --'H LAYER CLA':_l-)S I R c i,<' I P R A P
F-ILTER DIAPHRAGM TO EXTEND
UP FR?OM THE FOUNDATION FRENCH
AND BLANKET TO 24 INCHES
AI,BOVE THE DUCTILE IRON PIPE
C) C) o0c) (D CD
(_) co o o CD N
4 + + + + +
("1 (0 C J N c"l
ff)
T I N B B ALONG` CEN'I-E h"' LINE OF INTAKE Ctu""NDUIT,
SCALE: -1 "=10'
0 5 '10 20
SCALE IN FEET
GEOSYNTHETIC FILTER FABRIC
MIRAFI 160N 6 OZ NON -WOVEN,
OR EQUIVALENT
6 -INCH LAYER
VDOT #57 STONE
D " E TAA IL 1
SCALE: 'I "--2'
8 -INCH D.1, GATE VALVE
AND ACCESS BOX
SEE DETAIL Tf-IIS SHEET
Q C) Q O "D
CC) CY0 0 cJ " i-
+
+ + +
PLAN VIEW
i'00'
V)
Ld
CSI _r
@ OD
(D @'12
EACH FACE
3.00' _—
ELEVA-riON VIEW
_D
TYPE 'I
STRAIGHT
8 --INCH DIA, I.D. DIP
ice- 2.00'
END VIEW-
u-'oNu"'Nu'_"'RETE PIPE SUPPORT
S)CALE: 1 2'
ELEVATION VIEW
SCALE: I" =I'
Ll_
�E
f
PLAN VIEW
15-INCH
'5 -INCH DIA, UONCRETE PIPE
CAST IRON! COVEI'-'\'
777/
PROVIDIE 3-F00T LEN' ' 'TH
T-WREINCH FOR 2 -FINCH
j/
SQUARETURNING NUT"
8 -INCH DIA. DUCTILE
IRON GATE VALVE,
MJ MUELLER SUPER -
"H�
SEAL RES>ILIENT SEAT,
OR EQUAL
III
�'
III
ELEVATION VIEW
SCALE: I" =I'
Ll_
�E
f
an
I
I'l
I a
- 5+ 5 1 C L D A M)
SCALE: 'I "=10'
Tlu"N E -E. 5+68 CIL Lr j"'A' 'I'Al
SCALE: 'I "=10'
%
PLAN VIEW
Vb\M T, HJ I I -Dl-IUULL) LSC E 6 7 0.0J
LOCATED A r' TLJ U n CI K I ST[-_) 17 A k
4.00'
TOE OF ZONE I T111-
61.00
99.00)
t '-*ECTION D -D T A 5+98 CL DAM!")
SCALE: I I o'
Of A ki
SCALE: '1 20'
0 10 20 40
SCALE IN FEET
S)T-ANDARD FLAT TOP
WI'TI-I 2–FOOT DIA. OPENING
FO)R RING AND COVER
EL. 667.00
IT—_. I
�ELEVAMN VIEW
COLLEG"TOR BASIN
0 5 10 20
`'GALE: -1 3'
SCALE IN FEET
30--;1 EE.T 0F
6–INCH- DIA.
SCHEDULE-, .401
IA_� PV(-" PIPE
S _OT_IEl
S L OT SI Z E P,10. 2 0)
IS
COLLECTOR BASIN
---- ---- --- -
42 FET OF
E-
6 --1 N C H DIA,
x P'vC SOLID
VvIALL
c-.
1.
I. LOCATE UPSTREAM EDGE OF TRENCH AT DOWNSTREAM
EDGE OF ZONE I COMPACTED IFILL,
LOCATE DOWNSTREAM EDGE OF DRAINAGE EILANKET TO
BE AT LEAST 15 FEET UPSTREAM OF TOE C)F DAM, SO
THAT THERE WILL BE AT LEAST 3 FEET OF COMPACTED
SOIL COVER OVER THE BLANKET.
3, LOWER THE TOP OF TRENCH FILTER SAND A��S NEEDE-D
-1-0 ASSUME 3 FEET OF COMPACTED 'E,01L COVER OVER
THE TRENCH SAND,
JQ
Knln�„ L
Im
5"
EL. 667.00
IT—_. I
�ELEVAMN VIEW
COLLEG"TOR BASIN
0 5 10 20
`'GALE: -1 3'
SCALE IN FEET
30--;1 EE.T 0F
6–INCH- DIA.
SCHEDULE-, .401
IA_� PV(-" PIPE
S _OT_IEl
S L OT SI Z E P,10. 2 0)
IS
COLLECTOR BASIN
---- ---- --- -
42 FET OF
E-
6 --1 N C H DIA,
x P'vC SOLID
VvIALL
c-.
1.
I. LOCATE UPSTREAM EDGE OF TRENCH AT DOWNSTREAM
EDGE OF ZONE I COMPACTED IFILL,
LOCATE DOWNSTREAM EDGE OF DRAINAGE EILANKET TO
BE AT LEAST 15 FEET UPSTREAM OF TOE C)F DAM, SO
THAT THERE WILL BE AT LEAST 3 FEET OF COMPACTED
SOIL COVER OVER THE BLANKET.
3, LOWER THE TOP OF TRENCH FILTER SAND A��S NEEDE-D
-1-0 ASSUME 3 FEET OF COMPACTED 'E,01L COVER OVER
THE TRENCH SAND,
JQ
Knln�„ L
Im
f { r q
��,,,I
10
n
QRS AT 9"
2s 9" x 3,_9" x 9"
I._.___ __�_\ - ---- #4 BARS AT 13"
___#4 BARS AT 9", EXCEPT
ADJUST FOR HOLE FOR PIPE
4'-J"' LENGTH
t-, 7, 7/7� 2 7_i�
#4 BARS AT '13
#4 BARS AT 9
L BARS 4'--6" X 2'-0" #4 BARS AT 9", 4' -6" LENGTH
PLAIN
SCALE: 1"=-9'
0_1
_-
2--#4 BARS AT 24"
1 � ": LENCri i
1-#4 BAR CENII-EKED
�'-4" LE 7 N G IT -1
#4 BARS AT 9'
L BARS 4'--6" X Z -O'
#4 BARS AT 13"
3'
LENGTH
EACH WALL, EACH FACE
ARS AT 9" OUTSIDE FACE
#4 BARS AT 9" ---"\--#4 BARS AT 9" L BARS 4'-6" X 2'-0"
;'__9" LENGTH 4'-9" LENGTH
SIDE ELEV.
SCALE: 1"=2'
461 t# 4 IMA � M 12 1
x
STEEL ANGLE @
5" SPACING
V, x 'r x 1 /,1-
srEEL ANGLE
2
---11,00' 4'-2"
#4 BARS AT 9"
11 DIA �'HOLE
#4 BARS AT 9"
L BARS 4'-6" X 2'--0" 4-. o o,
SIDE WALLS, OUTSIDE FACE -ANNULAR SPACE
4 2' SIUB
/'#4 BARS AT 9" 8" ID DIP
3'-9" LENGTH
GROUT ANNULAR SPACE
1.00'
INVERT ELEV. 283.0
5' 2" SFA. 1+27
--
#4 BARS AT 9"
4'-9" LENGTH
SECTION A -A PROFILE ALONG CENTERLINE
UPSTREAM ELEV.
SCALE: 1"=-2' SCALE: I"==2' SCALE: V'=2'
STEEL CHANNEL WITH 3" x 5"
INSIDE DIMENSIONS TO RECEIVE
WOODEN STOPLOGS
T)
SECTION C -C
SCALE: l'-`5"
42"
5-
IL
ir
STEEL CHANNEL WITH 3" x 5"
INSIDE DIMENSIONS TO RECEIVE
WOODEN STOPLOGS
T)
SECTION C -C
SCALE: l'-`5"
42"
5-
5
5"
12.2F5"r
'122:
38
PLAN
56"
., 11 , , 11 11
A 1/-t
N GLE
38"
3/4" X 2" SLOT
2" X 2" X 1/4"
STEEL ANGLE
—12 "1-
2
2
36" ----- ---#\
A Z_ SLOT
ANCHOR BOLT
11/2" X 5" X 2"
1" v -I" v i 1A11
STEEL AN(
5" SP
4" STOPLOGS
DETAIL A
zB
10 108
WOODEN
STOPLOGS
00 II II 00
ANCHOR BOLT
1/2" x 4" x
1 108
ANCHOR BOL -1
STEEL CHANNEL, INSIDE DIMENSIONS
2" x 4.5", 1/4" THICKNESS, RECESSED
IN NOTCH WALLS
ELEVATION VIEW
LOOKING DOWNSTREAM
SCALE:
'] /,-)" v ill v oll \Air)r)r)r-Ni nr:�,
I
SECTION B-9
ANCHOR\ BOLT
1 1/2" X 5" X 2"
2" X 2" X 1/4"
STEEL AI`\,IGLE
SEE DETAIL A
FOR SLOT DETAILS
1THE R|YANA SOLID WASTE AUTHORITY IS THE
OWNER OF THE PROPOSED DAM. MR. RDN
D|FRANCE5CO, P. E. WITH JOYCE ENGINEERING,
INC., 4808 RAOFORD AVENUE, RICHMOND VIRGINIA
23230 AT TELEPHONE NUMBER /804\ 355-4520 IS
THE OWNER'S REPRESENTATIVE REGARDING THE
DESIGN AND CONSTRUCTION OF THIS DAM.
'
2. MR. DONALD L. BAS|NGER' P. E. WITH AG8cE,
405-A PARKWAY DRIVE, GREENSBORO, NORTH
CAROLINA, 27401-1616 AT TELEPHONE NUMBER
` (355) 274-9458 WILL BE THE ENGINEER OF
RECORD FOR THE DESIGN AND CONSTRUCTION OF
THIS DAM.
J, NO WATER SHOULD BE IMPOUNDED WITHIN THE
RESERVOIR PRIOR TO INSPECTION AND APPROVAL
BY AG8cE. .
4. THE CONTRACTOR SHALL VERIFY THE LOCATION OF
'
EXISTING UTILITIES PRIOR TO THE INITIATION OF
�
CONSTRUCTION.
EARTHF|LL SHALL BE PLACED IN LIFTS NOT TO
EXCEED NINE INCHES IN THICKNESS PRIOR R]
COMPACTION, SURFACES ON WHICH EARTHF|LL
WILL BE PLACED SHALL BE SCARIFIED PRIOR TO
PLACEMENT OF EARTHF|LL
°
2.
EARTHRLL SHALL BE PLACED IN LIFTS THAT ARE
CONTINUOUS OVER THE LENGTH AND WIDTH OF
. THE FILL AREA BEING FILLED.
3. THE EARTHF/LL SHALL NOT CONTAIN ROOTS,..
STUMPS, WOOD, RUBBISH, STONES GREATER THAN
3|X INCHES IN DIAMETER, FROZEN OR OTHER
OBJECTIONABLE MATERIAL, EARTHRLL FOR THE
EMBANKMENT AND CORE TRENCH SHALL COME
FROM APPROVED ON SITE BORROW AREAS AND
. SHALL BE APPROVED BY AG8cE.
`4. STANDARD PROCTOR MOISTURE --- DENSITY
.
RELATIONSHIP CURVES HAVE BEEN DEVELOPED FOR
' EARTHF|LL PROPOSED FOR THE CONSTRUCTION OF
THE DAM IN ACCORDANCE WITH ASTM D-698.
'
COPIES OF THESE CURVES WILL BE SUBMITTED TO
THE INDEPENDENT TESTING.LAB FOR REFERENCE,
IF DIFFERENT SOILS ARE TO BE USED FOR THE
.
DAM EMBANKMENT, THEN STANDARD PROCTOR
CURVES WILL BE DEVELOPED FOR THOSE SOILS
PRIOR TD PLACEMENT AND COMPACTION OF -THOSE
SOILS,
EARTHRLL SHALL BE PLACED AND COMPACTED AT
A MOISTURE CONTENT BETWEEN TWO PERCENT
�
BELOW OPTIMUM MOISTURE CONTENT (OMC)
AND
THREE PERCENT ABOVE CIVIC AS DETERMINED IN
ACCORDANCE WITH ASTM D-1586.
EARTHF|LL SHALL BE COMPACTED TO A W|N|kJUM
OF 95% OF THE STANDARD PROCTOR MAXIMUM
DRY DENSITY.
7. RECOMMENDED METHODS OF COMPACTION TESTING
OF DAM EMBANKMENT EARTHRLL ARE THE SAND
CONE TEST (ASTM D-1556\ AND THE DRIVE
CYLINDER METHOD (ASTM U-2937\ NUCLEAR
GAGE DENSITY -TESTING IS NOT RECOMMENDED FOR
THIS PROJECT. TWO COPIES OF THE RESULTS OF
ALL COMPACTION TESTS MUST BE SUBMITTED TO
THE AG&E TO SERVE AS "RECORD"
DOCUMENTATION DF THE DAM,
_& COMPACTION TESTING OF DAM EMBANKMENT
` EARTHFlLL SHALL BE CONDUCTED AT A MINIMUM
FREQUENCY OF ONE -TEST PER 5'000 SQUARE
FEET PER VERTICAL FOOT OF FILL.
`
EARTHFlLL ADJACENT TO THE CONDUITS AND THE
FILTER -DRAINAGE DIAPHRAGM SHALL BE
COMPACTED USING HAND --HELD OR MANUALLY
OPERATED COMPACTION EQUIPMENT. THIS
' EARTHF|LL SHALL BE PLACED IN LIFTS NOT TO
'
EXCEED FOUR INCHES THICK PRIOR TO
_.
COMPACTION. COMPACTION TESTING OF THIS
EARTHF|LL SHOULD BE CONDUCTED AT A RATE OF
ONE TEST PER 25 LINEAR FEET OF CONDUIT OR
DRAIN,
FINE AGGREGATE SHALL BE PLACED IN LAYERS
NOT TO EXCEED SIX INCHES THICK PRIOR TO
COMPACTION AND SHALL BE COMPACTED TO 70
PERCENT RELATIVE DENSITY IN ACCORDANCE WITH
ASTM O-4254.
~ HEAVY COMPACTION EQUIPMENT WILL NOT BE
' ALLOWED OVER THE DUCTILE IRON PIPE /0Pl
�
SPRAY IRRIGATION INTAKE CONDUIT PRIOR TO THE
PLACEMENT OF A MINIMUM OF TWO FEET OF
EARTHRLL OVER THIS CONDUIT.
8'I 2. PRECAST CONCRETE MANHOLES WILL CONFORM TO
A5UN C-478 STANDARD SPECIFICATION. JOINTS (|F
� AMY\ SHALL BE SEALED WITH BUTYL RUBBER
SEALANT IMPREGNATED WITH BENTONITE KAATER|AL
� �
�
�
«
5. THE CONTRACTOR SHALL BEAR ALL COSTS FOR
MAINTAINING AND SUPPOIRTING ALL UTILITIES AS
REQUIRED DURING CONSTRUCTION. THE
CONTRACTOR SHALL COORDINATE ALL PHASES OF
HIS WORK WITH THE U7lUTYCOk4PAM|ES AFFECTED
BY THE WORK TO CONSTRUCT THIS DAM AND
APPURTENANT WORKS.
6. ALL WORK ON THE PERMANENT STRUCTURES
SHALL BE CARRIED OUT IN AREAS FREE FROM
WATER. THE CONTRACTOR SHALL CONSTRUCT
ANMAINTAIN ALL TEMP�DRARY DIKES", LEVEES,
COFFERDAMS, DRAINAGE CHANNELS, AND STREAM
DIVERSIONS NECESSARY TO PROTECT THE AREAS
TO BE OCCUPIED BY THE PERMANENT WORK3.HE
CONTRACTOR SHALL ALSO FURNISH, INSTALL,
OPERATE AND MAINTAIN ALL NECESSARY PUMPING
AND OTHER EQUIPMENT [REQUIRED FOR REMOVAL
OF WATER FROM THE VARIOUS PARTS OF THE
WORK AND FOR MAINTAINING THE EXCAVATIONS,
SPEC IR C, AT100"' NS
13. THE DUCTILE IRON PIPE RESERVOIR DRAIN CONDUIT
SHALL BE ANS|/AWWA C150/A21.50 PRESSURE
CLASS 350 MANUFACTURED IN ACCORDANCE WITH
ANS|/AVVWA C151/A21 5, DIP JOINTS SHALL BE
"PUSH -0N" TYPE RUBBER -CASKET JOINTS
MANUFACTURED IN ACCORDANCE WITH ANS|/AYVVYA
C111//\21,11-90' EXCEPT THAT MECHANICAL. JOINTS
SHALL BE USED FOR THE INSTALLATION OF THE
EIGHT -INCH DIAMETER VALVE IN THE IRRIGATION
SYSTEM INTAKE CONDUIT,
14. THE EIGHT -INCH DIAMETER VALVE FOR THE
IRRIGATION INTAKE CONDUIT SHALL BE A MUELLER
SUPER -SEAL RESILIENT VALVE. OR EQUIVALENT.
15. ALL CONCRETE SHALL BE 4.000 PSI COMPRESSIVE
STRENGTH. THE CONCRETE SHALL HAVE FOUR
PERCENT TO SIX PERCENT ENTRAINED AIR
CONTENT /BY VOLUME\.TFHE ETE SHALL HAVE
A MAXIMUM FOUR-INCHSLUMP`AT THE TIME OF
'PLACEMENT. THE TDTAiL VVATE USED FOR ANY
-BATCH, INCLUDING A'' ATER�ADDED AT THE JOB
SITE, SHALL NOT EXCEED THE DE3\CN MIX WATER
CONTENT. AGGREGATES USED /N CONCRETE
SHOULD MEET VIRGINIA DOT SPECIFICATIONS AND
AGGREGATE SOURCES SHOULD BE FROM A VDOT
LIST OF APPROVED SOURCES.
10. GROUT USED TO FILL THE ANNULAR SPACE
BETWEEN THE MANHOLE STRUCTURE WALLS AND
THE PIPE CONDUITS SHALL BE 3'000 PS/
NON -SHRINK GROUT.
17. ONE SET OF CONCRETE STRENGTH CYLINDERS
SHALL BE MADE FROM THE CONCRETE FOR
CONSTRUCTION OF THE FOUNDATION OF THE
\NTAKE STRUCTURE WITHIN THE RESERVOIR. ONE
CYLINDER SHALL BE TESTED AT SEVEN DAYS AND
TWO CYLINDERS SMALL BE TESTED AT 28 DAYS,
-TWO COPIES OF THE RESULTS OF ALL CONCRETE
COMPRE_ �S|VE STRENGTH TESTS WILL BE SUBMITTED
TO THE.AG8cE TO SERVE AS "RECORD"
DOCUMENTATION OF THE SPRAY IRRIGATION INTAKE
STRUCTURE.
1& THE SK]PLOGS FOR THE IRRIGATION INTAKE
SYSTEM SHALL BE PRESSURE TREATED WITH
W0LMAN CHR0MATED COPPER ARSENATE (CCA),
WITH A RETENTION LEVEL OF AT LEAST 0.50
POUNDS PER CUBIC 'FOOT. ALL STOP LOGS SHALL
BE MARKED WITH THE RETENTION LEVEL. AFTER
COMPLETION OF INSTALLATION, AG8/E WILL EXAMINE
THE STDPLDC INSTALLATION FOR FINAL
ACCEPTANCE. THE CONTRACTOR WILL BE
REQUIRED TO PLACE ALL STOPLOG3 IN THE GUIDES
A SUFFICIENT NUMBER OF TIMES TO DEMONSTRATE
THAT THE STOPLOGS FIT PROPERLY AND SEAT
UNIFORMLY.
18, THE TRASHRACK FOR THE IRRIGATION SYSTEM
INTAKE STRUCTURE SHALL BE HOT -0P
GALVANIZED AS ONE UNIT IN ACCORDANCE WITH
ASTM A-123 AND SHALL BE CONSTRUCTED AND
INSTALLED AS INDICATED ON THE DRAWINGS.
20. REINFORCING STEEL SHALL BE GRADE 50.
21� CLASS 1 ROCK R|PRAP REQUIREMENTS: ROCK
PARTICLES SHALL WEIGH FROM 25 TO 250 POUNDS
(APPROXIMATELY SEVEN TO 16 INCHES IN
0AMETER\ WITH 50 PERCENT OF THE PARTICLES
WEIGHING A M|M|K4UM OF 100 POUNDS. ALSO, NO
MORE THAN FIVE PERCENT OF THE PARTICLES
SHALL WEIGH LESS THAN 50 POUNDS EACH.
22, NO. 57 GRADATION STONE REQUIREMENTS: 100%
±5% SHALL PASS THE 1-V " SIEVE, 957. ± 5%
PASS THE 1^ SIEVE, 43% ± 17% PASS THE \4^
SIEVE, A MAXIMUM OF 7% PASS THE #4 SIEVE,
AND A MAXIMUM OF .3%. PASS THE #8 SIEVE.
`
'
FOUNDATION AND OTHER PARTS OF THE WORK
FREE FROM WATER AS REQUIRED TO COMPLETE
ALL WORK IN ACCORDANCE WITH THE DRAWINGS''
AND SPECIFICATIONS. AFTER HAVING SERVED
THBR PURPOSE, ALL TEMPORARY PROTECTIVE .
WORKS SHALL BE REMOVED OR LEVELED AND '
GRADED TO THE EXTENT REQUIRED T0 PREVENT
ANY OBSTRUCTION OF THE FLOW OF WATER TO
THE POND SPRAY IRRIGATION SYSTEM |NTAKE AND
3D AS NOT T(} INTERFERE IN ANY WAY WITH TME
OPERATION OR MAINTENANCE OF THE POND OR
SPRAY IRRIGATION SYSTEM. STREAM DIVERSIONS
5HALL BE MAINTAINED UNTIL THE FULL FLOW CAN
BE PASSED THROUGH THE PERMANENT WORKS.
DURING THE PLACING AND COMPACTING OF
MATERIAL IN REQUIRED EXCAVATIONS, THE WATER
LEVEL AT THE LOCATIONS BEING FILLED SHALL BE
MAINTAINED BELOW THE BOTTOM OF THE
EXCAVATION AT SUCH LOCATIONS,
23. NO. 78 GRADATION STONE REQUIREMENTS: 100Y3
SHALL PASS THE 3/4^ SIEVE, 95% ± 573 PASS
THE \4 ^ SIEVE, OOYX ± 20% PASS THE -3/8^
SIEVE' A MAXIMUM OF 207. PASS THE #4 SIEVE,
AND A MAXIMUM OF 5% PASS THE #16 SIEVE,
24. THE ASTM C-53 FINE AGGREGATE (CONCRETE
SAND) GRADATION REQUIREMENTS: 100% SHALL
PASS THE 3/8^ SIEVE, 95% TO 100% PASS THE
ND� 4 3|EVE, 80yC TO 100% PASS THE NO. 8
SIEVE, 50% T() 85% PASS THE 1\10� 16 SIEVE' 25%
TO 607% PASS THE NO. 30 SIEVE, lO% TO 30%
PASS THE NO. 50 SIEVE, 273 TO 10% PASS THE
NO, 100 SIEVE, AND 5% PASS THE NO, 200 SIEVE.
25. DRA|NRLL AND FILTER AGGREGATES SHALL BE
SAND, GRAVEL OR CRUSHED AGGREGATE AS
INDICATED ON THE DRAWINGS. THEY SHALL BE
COMPOSED OF CLEAN` HARD DURABLE MINERAL
PARTICLES FREE FROM ORGANIC MATTER, CLAY
BALLS, SOFT PARTICLES OR OTHER SUBSTANCES
THAT WOULD INTERFERE WITH THBR
FREE -DRAINING PROPERTIES. CRUSHED LIMESTONE
SHALL NOT BE USED FOR FINE AGGREGATE
EXCEPT IN COMBINATION WITH OTHER MATERIALS
SUCH THAT NOT MORE THAN 5 PERCENT OF THE
PORTION FINER THAN THE NO. 4 SIEVE SHALL BE
CRUSHED LIMESTONE, /\ MATERIAL CERTIFICATION
SHALL BE PROVIDED BY THE QUARRY THAT
MATERIALS FROM TH|S SOURCE HAVE BEEN TESTED
FOR SOUNDNESS. AGGREGATES SHALL BE TESTED
FOR SOUNDNESS IN ACCORDANCE WITH ASTM
C-88' AND SHALL HAVE A WEIGHTED AVERAGE
LOSS IN FIVE CYCLES OF NOT MORE THAN 12
PERCENT WHEN SODIUM SULFATE IS USED OR 18
PERCENT WHEN MAGNESIUM SULFATE IS USED,
25. DRA|NR[L SHALL BE PLACED IN A MANNER TO
AVOID SEGREGATION OF THE PARTICLE SIZES AND
TO INSURE THE CONTINUITY AND INTEGRITY OF ALL
ZDNE3, NO FOREIGN MATERIALS SHALL BE
ALLOWED TO BECOME INTERMIXED OR OTHERWISE
CONTAMINATE THE DRA|NF|LL TRAFFIC SHALL NOT
BE ALLOWED T0 CROSS OVER THE DRA|NF|L[S AT
RANDOM.
27. ROCK R|PRAP AND CRUSHED -STONE SHALL BE
PLACED IN A WANNER THAT WILL PROVIDE AN
EVEN DISTRIBUTION OF THE VARIOUS SIZES OF
ROCKS. THE LARGER ROCKS SHALL BE EVENLY
DISTRIBUTED AND IN CONTACT ONE TO ANOTHER
WITH THE SMALLER ROCKS FILLING THE VOID
BETWEEN THE LARGER ROCKS,
28. THE SIX-INCH DIAMETER SOLID WALL- PVC OUTLET
PIPE SHALL MEET OR EXCEED ASTM 1788 AND
2685 AND SHALL BE SCHEDULE 40 (MINIMUM).
29' THE 6" DIAMETER PERFORATED PVC OUTLET PIPE
SHALL MEET OR EXCEED ASTM 1786 AND 2685
AND BE SCHEDULE 40 (MINIMUM) PVC SLOTTED
PIPE, WITH A MD 20 /.020 INCHES) SLOT SIZE,
HAVING AT LEAST 8.0 SQUARE INCHES OF OPEN
AREA PER FOOT OF PIPE, AS MANUFACTURED BY
DRILLERS SERVICE, INC., JOHNSON WELL SCREENS,
WHEELABRATDR CLEAN WATER SYSTEMS, INC., DR
TRI -LOC' BRA/NARD K!LMAN' OR EQUIVALENT.
30. A PERMANENT VEGETATIVE COYER SUFFICIENT TD
RESTRAIN ACCELERATED EROSION SHALL BE
ESTABLISHED ON ALL DISTURBED AREAS OF THE
DAM EMBANKMENT. TEMPORARY VEGETATIVE COVER
SHALL BE ESTABLISHED AND MAINTAINED DURING
ALL TIMES OF THE YEAR NOT SUITABLE FOR
PERMANENT SEEDING.
DAMI CONSTRUCTION. SEQUENCE
I. '
� THE CONTRACTOR SHALL NOTIFY WR- DONALD L BAS|NCER, P. E, AT TELEPHONE NUMBER (336)
2/4-9456 PRIOR TOTHE |N!llAT0N_OF WORK TO CONSTRUCT THE DAM.
2. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED IN ACCORDANCE WITH MEASURES
INDICATED ON THE DRAWINGS AND CONFIRMED WITH WR. R0N D|FRAMCESCO' P. E. WITH JOYCE
�
ENGINEERING, INC., AT TELEPHONE NUMBER (8O4) 355-4520 PRIOR TO |N|llAllON OF ANY LAND
DISTURBING ACTIVITY TO �CONSTRUCT THE DAM,
`
'
3. PRIOR TO TUE |N|7lATlDN OF CONSTRUCTION, THE CONTRACTOR SHALL SET A PERMANENT SITE
BENCHMARK ELEVATION FOR REFERENCE DURING COM5TRUCllON, THIS BENCHMARK SHALL BE
MAINTAINED THROUGHOUT THE PROJECT AND UNTIL FINAL APPROVAL OF CONSTRUCTION FROM AG8cE,
4. CLEAR AND GRUB AND STRIP -TOPSOIL FROM AREAS DESIGNATED AS BORROW AREAS, EMBANKMENTS,
AND THE SPILLWAY SYSTEM, ALL ROOTS AND OTHER OBJECTIONABLE MATERIAL AS INDICATED BY
, THE ENGINEER SHALL ALSO BE REMOVED FROM THESE AREAS. AREAS REQUIRING UNDERCUT, AS
DETERMINED BY THE ENGINEER, SHALL BE BACKFILLED WITH SOIL PLACED AND COMPACTED IN
ACCORDANCE VNTM THESE SPECIFICATIONS.
\ 5. UNDERCUT ALLSOFT AND YIELDING MATERIAL IN THE AREA OF THE IN -FAKE STRUCTURE FOR THE
SPRAY IRRIGATION SYSTEM AND REPLACE WITH COMPACTED EARTHRLL. THE UK4iTS OF AREAS TO BE
UNDERCUT SHALL BE DETERMINED BY THE ENG|NEER. NO EARTHF|LL SHALL BE PLACED IN UNOERCUT
AREAS PRIOR TO APPROVAL FROM THE ENGINEER.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DIVERSION OF WATER DURING THE WORK TO
CDNSTRUCT THE DAM. '
.�| '14.00''
NEW SLOPE -1 �---
EL 700-00
Z ZONE 2>
ONE 2 ZONE 'I ZONE
Y WAY TR
ZONE_
ORIGINAL GROUND
'
TYPICA
L ������ � ����������T
` NOT TO SCALE
` .
�
'
/
EA-RTH-FILL REQUIREMENTS
(ML) -- MATERIAL
2
ZONE
�ZONE DESCRIPTION
TYPE
MAXIMUM
MAXIMUM
REQUIRED 3
COMPACTION
3
YELLOWISH
BROWN AND LIGHT CRAY SILTY FINE SAND
ROCK
LIF F 2
MOIS�TURE
OBSERVED IN TP -15
ASPHALT, NETTING, OR MULCH
ANCHORING 'FOOL. A DISK
WITH THE
BLADES ��NEARLY 3TRA|GHT
SIZE
THICKNESS
CONTENT
CLASS
DEFINITION
MAINTENANCE
LESS PERMEABLE
REFERTlUZE IF GROWTH IS
2% BELOW -TO
ADEQUATE. RESHAPE,
95% OF MAXIMUM
1 -- ML
FORMAL CENTRAL CORE
'1
6"
9"
3% ABOVE
A
DENSITY BY ASrM D
OPTIMUM
698, METHOD C,
2% BELOW 1-0 4
95% OF MAXIMUM 5
2 SM ML
UPSTREAM SHELL
2
6"
9"
3% ABOVE
A
DENSITY BY ASTM D
OPTIMUM
Mr
698, FTi--IOD C
3 SM
MORE PERMEABLE
2% BELOW -TO 4
3% ABOVE
95% OF MAXIMUM 5
DENSITY BY ASTM D
9))
LABORATORY TEST RESULTS OF~ AVAILABLE ON-SITE BORROW ARE ATTACHED,
2 MAXIMUM LIFT -THICKNESS PRIOR TO COMPACTION,
3 MOISTURE CONTENT OF -THE RLL MATRIX AT TIME OF COMPACTION.
�
OPTIMUM MOISTURE CONTENT OBTAINED IN COMPACTION TESTS OF FILL
'
MATERIALS PERFORMED BY METHOD C OF ASTM D 698.
[
o DEN�TY 0� THE FILL MATRIX,
' ' � /
.'
` 'TYPE` DESCRIPTION
I
REDDISH -BROWN SLIGHTLY CLAYEY FINE SANDY SILT
OBSERVED IN TP -*Il
(ML) -- MATERIAL
2
ORANCISH
BROWN & LIGHT CRAY, MICACEOUS, SILTY
FINE SAND (Sm)
LB. / ACRE GROUND AGRICULTURAL
AND SANDY
SILT (IML) - MATERIAL OBSERVED IN TP -10
FERTILIZER.
3
YELLOWISH
BROWN AND LIGHT CRAY SILTY FINE SAND
(SM)
MATERIAL
OBSERVED IN TP -15
ASPHALT, NETTING, OR MULCH
'
l. THE, CONTRACTOR :MAY PROPOSE USE OF BORROW FROM A DIFFERENT SOURCE
�
PROVIDED THE,LAB0RATOAY TEST RESULTS ARE SUBMITTED AND APPROVED BY
THE ENGINEER.'
`
2. WHERE COMPACTION WITH LIGHT MANUALLY GUIDED EQUIPMENT IS NECESSARY,
THE FILL SHOULD BE PLACED IN LOOSE LIFTS NO THICKER THAN ABOUT 4
�
INCHES.
- ' 3.' ZONE- BOUNDARIES ARE APPROXIMATE, ADJUSTMENTSWILL BE WAD[ BASED ON
AVAILABILITY OF BORROW
MATERIAL AND/OR AS DIRECTED BY ENGINEER,
/.
` .
^
' ^
I
'
�
, \
'
�
'PERMANENT SEEDING SPE.Cl-F ICAT0ON
S `
PERMANENT SEEDING SHALL BE 100YC TALL FESCUE APPLIED AT A RATE OF 200 POUNDS PER ACRE.
`
THIS SEED SHALL BE COVERED WITH SOIL TOA DEPTH OF APPROXIMATELY \< INCH IMMEDIATELY
AFTER SEEDING. ALL AREAS SHALL BE COVERED WITH TWO TO THREE TONS PER ACRE DF STRAW
MULCH IMMEDIATELY AFTER SEEO|NG, MULCHING MATERIALS SHALL BE KEPT IN PLACE WITH A MULCH
ANCHORING DEVICE OR WITH ASPHALT EMULSION. 12-12-12 FERTILIZER SHALL BE APPLIED AT A
RATE OF 600 POUNDS PER ACRE, LIME SHALL BE APPLIED AT A RATE DF TWO TONS PER ACRE,
NOTE: PERMANENTVEGETATIVE COVER SUFFICIENT TO RESTRAIN ACCELERATED EROSION SHALL BE
ESTABLISHED ON ALL DISTURBED AREAS, TEMPORARY VEGETATIVE COVER SHALL BE ESTABLISHED IN
ACCORDANCE WITH THE TEMPORARY SEEDING SPECIFICATIONS DURING ALL TIMES OF THE YEAR NOT
SUITABLE FOR PERMANENT SEEDING, �
|�T[ VNNT�� �N� ���|Y ���/N/� ���R|N�� k�|�TU�[
c-��/�_ WINTER r�/,�� �_r�/��-/ SPRING ~��_�_�///n�z w///�/��/��_
RYE GRAIN 120
KOREAN LESPEDEZA 50
SEEDING DATES
FEBRUARY 1 - MAY
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS
OF SOIL
TESTS OR APPLY 2.000
LB. / ACRE GROUND AGRICULTURAL
LIMESTONE AND 750 LB. /
ACRE 10-10-10
FERTILIZER.
MULCH
APPLY 4,000 LB. / ACRE.
ANCHOR STRAW BY TACKING WITH
ASPHALT, NETTING, OR MULCH
ANCHORING 'FOOL. A DISK
WITH THE
BLADES ��NEARLY 3TRA|GHT
CAN BE USED ASS A
MULCH -ANCHORING TOOL.
MAINTENANCE
REFERTlUZE IF GROWTH IS
NOT FULLY
ADEQUATE. RESHAPE,
RESEED, RFFEIR\llL|ZE AND �AIULCH
IMMEDIATELY FOLLOWING EROSION
OR
OTHER DAMAGE.
�Uk6kJ[�� �[�0N/� kJ|\/7U[}�
.���n/n��_/� `��_�_��//v�� m//�/��/��_
GERMAN MILLET 40
' .
^�
AUGUST 15
'
FOLLOW RECOMMENDATIONS OF SOIL TESTs OR APPLY 2,000 LR. / ACR\F GROUND AG'R/CULTURAL
L|k4E5TDNE AND 750 LB. / ACRE /0-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB. / ACRE. ANCHOR STRAW BY TACKING WITH ASPHALT` NETTING3. OR MULCH
ANCHORING TOOL. A DISK WITH THE BLADES SET NEARLY STRAIGHT CAN BE USED AS' A,
MULCH -ANCHORING TOOL.
MAINTENANCE
REFERllL|7E IF GROWTH IS NOT FULLY ADEQUATE. RESHAPE, RESEED, RFFERT|L|ZE AND WiULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
FALL �����[l[�J[� ��|VTU���
/ r��_�- SEEDING MIXTURE
�// `�-
^C�~S
. RYE GRAIN 120
SEEDING -DATES
AUGUST 15 - DECEMBER 31
F0[U]VY RECOMMENDATIONS DF SOIL TESTS DR APPLY 2'000 LB. / ACRE GROUND A,GR/CULTURAL '
LIMESTONE AND 750 LB. / ACRE 10-10-10 FERTILIZER,
MULCH
APPLY 4'000 LB. / ACRE. ANCHOR STRAW BY -TACKING WITH ASPHALT, NETTING, OR MULCH
ANCHOR/NG TOOL. A DISK WITH THE BLADES SET NEARLY STRAIGHT CAN BE USED AS A`
WULC-ANCHOR|NC TOOL
MAINTENANCE
REFERTlL|ZE IF GROWTH IS NOT FULLY ADEQUATE. RESHAPE, RESEED' REFERTlL|ZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.