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PRELIMINARY DRAWING NOT RELEASED FOR CONSTRUCTION

DAM REHABILITATION CONSTRUCTION SPECIFICATIONS
GENERAL NOTES GENERAL CONSTRUCTION SEQUENCE BERM SOIL AND COMPACTION SPECIFICATIONS OLT= STRUCTURE MATERIAL SPECIFICAMONS SrATEMENT OF RESPONSEBE=: z
1. NC DAM SAFETY WILL CLASSIFY THE PROPOSED DAM AS A HIGH HAZARD JURISDICTIONAL 1. THE OWNER SHALL OBTAIN A LAND DISTURBING GRADING PERMIT FROM THE TOWN OF 1. ALL FILL SOILS AND COMPACTION SPECIFICATIONS TO BE USED FOR THE DAM EMBANKMENT ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE
( } CONSTRUCTION SHALL BE TAKEN FROM THE RECOMMENDATIONS DETAILED IN THE JUNE 2012 1. THE 42 RCP OUTLET BARREL SHALL BE CLASS V RCP, MODIFIED BELL AND SPIGOT, THE RESPONSIBILITY OF THE OWNER.
FACILITY. ALL NC DAM SAFETY PERMITS SHALL BE OBTAINED BY THE OWNER PRIOR TO WAKE FOREST, AN APPROVAL TO REPAIR FROM NC DAM SAFETY, AND ALL MEETING THE REQUIREMENTS OF ASTM C76- LATEST. THE PIPE SHALL HAVE CONFINED �; Z c
BEGINNING CONSTRUCTION. GEOTECHNICAL REPORT FROM S &ME. "
APPROPRIATE PERMITS /NOTIFICATIONS FROM THE NORTH CAROLINA DIVISION OF WATER 0 -RING RUBBER GASKET JOINTS MEETING ASTM C- 443 - LATEST. RCP "STEP JOINT .WITH
QUALITY US ARMY CORPS OF ENGINEERS PRIOR TO CONSTRUCTION. THE CONTRACTOR PROVILE GASKET IS NOT ACCEPTABLE. THE PIPE JOINTS SHALL BE TYPE R -4. SEE DETAIL it w
2. ALL NECESSARY PERMITS NOTIFICATIONS WILL BE OBTAINED FROM THE US ARMY CORPS 2. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM � E+ o
/ SHALL KEEP COPIES OF ALL APPLICABLE PERMITS ON -SITE DURING CONSTRUCTION. ON SHEET R -9. o ? z
OF ENGINEERS, NC DIVISION OF WATER QUALITY, AND THE TOWN OF WAKE FOREST PRIOR BORROW AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER AS OUTLINED IN THE HO r W
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TO DISTURBANCE OF ANY JURISDICTIONAL WETLAND /STREAM OR CONSTRUCTION. GEOTECHNICAL REPORT. BORROW SOILS USED FOR EMBANKMENT FILL SHALL HAVE A -0
. 2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT 2. BASED ON THE HEIGHT OF EMBANKMENT FILL, A CLASS V 0 -RING REINFORCED CONCRETE tx
&EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT v
MAXIMUM PERMEABILITY VALVE OF 0.0052 FT PER DAY, A USCS CLASSIFICATION OF SC OR BARREL PIPE IS NECESSARY. THE STRUCTURAL ENGINEER FOR THE CONCRETE PIPE z U
. � � �
CONTAIN LESS THAN 3% ORGANICE, HAVE SUITABLE MOISTURE CONTENTS FOR
3. ANY CONFLICTS ON THE PLANS, DRAWINGS, REPORTS, ETC. SHALL BE BROUGHT TO THE AND EROSION CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. CL, - MANUFACTURER MUST PROVIDE A SIGNED AND SEALED MEMORANDUM (NC PE) IF ANY PIPE U S ■
DESIGN ENGINEERS ATTENTION PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, COMPACTION, AND A PARTICLE SIZE OF 1 INCH OR LESS. THE SPECIFIC MATERIALS USED
CLASS LOWER THAN CLASS V IS USED IN THE CONSTRUCTION OF THE SPILLWAY, THE ' U
SHALL BE EVALUATED AND APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER PRIOR TO y.,
AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. STRUCTURAL ENGINEER MUST ACCOUNT FOR THE PROPOSED CONCRETE CRADLE, BEDDING A v
PLACEMENT. THE CONTRACTOR SHALL PERFORM STANDARD PROCTORS ON THE PROPOSED W
4. METHOD AND SEQUENCE OF DRAINING THE EXISTING LAKE AND TEMPORARY CONDITIONS, AND FOUNDATION CONDITIONS IN ANY REDUCTION FROM CLASS V 0 -RING RCP
BORROW. MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION CAN. BE
CONSTRUCTION DIVERSION IS TO BE PREPARED BY THE CONTRACTOR TO BE REVIEWED 3. DRAIN EXISTING LAKE. METHOD AND PLAN TO DRAIN EXISTING LAKE AND TEMPORARY FOR THE SPILLWAY. a
BY THE ENGINEER. A TEMPORARY SIPHON SYSYEM OR PUMPING MAY BE NECESSARY. DIVERSION DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR TO BE ACHIEVED / CONTROLLED DURING CONSTRUCTION PRIOR TO PLACEMENT.
THE LAKE SHALL BE FULLY DRAINED PRIOR TO BREACHING THE EXISTING DAM. THE REVIEWED BY THE ENGINEER. NO SEDIMENT SHALL LEAVE THE SITE DURING THE " 3. THE STRUCTURAL DESIGN FOR THE 6 -FT DIAMETER INTERNAL DIMENSIONS CIRCULAR RISERS `�
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8 " -10 LIFT (INTERNAL
DAM SHALL NOT. BE DRAINED BY BREACHING THE DAM. ANY METHOD OF DRAINING THE DRAINING OF THE LAKE. THE LAKE SHALL NOT BE DRAINED BY BREACHING THE DAM. (SPILLWAY RISER AND VALVE JUNCTION BOX) WITH EXTENDED BASE IS PROVIDED BY v] � ,�
LAKE WILL REQUIRE THAT SEDIMENT NOT LEAVE THE SITE. THIS MAY REQUIRE THE LAKE SHALL NOT BE DRAINED FASTER THAN ONE VERTICAL FOOT PER DAY UNLESS (UNCOMPACTED }. EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF OLDCASTLE PRECAST SPRCIFICALLY FOR THE RISER SECTIONS SHOWN ON THESE PLANS: 9 x a . °•
ADDITIONAL SEDIMENT AND EROSION CONTROL MEASURES SUCH AS A DIRT BAG, APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE o W E+ ^B
ADDITIONAL SEDIMENT TRAP, ETC. THE EXISTING LAKE SHALL NOT BE DRAINED FASTER MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL 0 Z v
GEOTECHNICAL A IN THE LIMITS OF THE PROPOSED DAM REPAIR PER THE PLACEMENT. 4. THE DETAILS FOR THE SPILLWAY RISER STRUCTURE PROVIDED IN THIS SET ASSUME A 7' .® Z
THAN ONE VERTICAL FOOT PER DAY UNLESS APPROVED BY THE ON-SITE GEOTEC 4. CLEAR AND GRUB ARE WITH E L 5 WALL THICKNESS FOR THE WALL SECTIONS. THE ANTI- FLOATATION BLOCK CALCULATIONS ■
ENGINEER. APPROVED SEDIMENT AND EROSION CONTROL PLAN AND SECTION 8.4 OF THE S &ME ARE ALSO BASED ON AN ASSUMPTION OF A 7 WALL THICKNESS. THE JOINTS OF THE w rn
JUNE 2012 GEOTECHNICAL REPORT. ALL TREES AND THEIR ENTIRE ROOT SYSTEMS MUST 4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE PRE -CAST MANHOLE RISER SHALL BE CONSTRUCTED WATER -TIGHT AND SECURELY FASTENED �o a' w "Z Up
5. THE S &ME JUNE 2012 GEOTECHNICAL REPORT IS TO BE CONSIDERED PART OF THE BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D TOGETHER. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONSTRUCT THE RISER t/2
DESIGN DOCUMENTS FOR THE PROJECT. THE CONTRACTOR SHALL KEEP THIS DOCUMENT MATERIAL PER THE ON -SITE GEOTECHNICAL ENGINEER. THE BACKFILLED AREAS SHALL 698). THE FILL SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 STRUCTURE WATER -TIGHT AND SECURELY FASTEN THE RISER SECTIONS TOGETHER. a
ON -SITE AT ALL TIMES WITH THE DESIGN PLANS FOR THE PROJECT. BE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. THE REMAINING PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY W
AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER ° W O3
6. THE ON -SITE GEOTECHNICAL ENGINEER SHALL EVALUATE ALL ASPECTS OF THE THE ON -SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A 5: THE CONCRETE RISER OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16 � ON CENTER.
FOUNDATION, BORROW SOURCE, AND DAM EMBANKMENT AREA BEFORE AND DURING MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO SHEEPSF00T TYPE COMPACTOR. IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO MAHOLE STEPS TO BE PROVIDED IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER
CONSTRUCTION. EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR FOUNDATION AREA UNTIL TO SHEET SW 4 FOR LOCATION OF THE RISER STEPS. z
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COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL A MINIMUM COVER OF 20" IS W
APPROVAL OF THE SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE ESTABLISHED ALONG THE PIPE. 6. THE 14'Lx14'Wx48" THICK CONCRETE ANTI - FLOTATION BLOCK WILL BE CAST -IN -PLACE IN
7. THE EXISTING EMBANKMENT DAM REPAIR SHALL BE EVALUATED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FIELD. STEEL REINFORCEMENT AND THE CONNECTION TO JOIN THE ANTI- FLOTATION eee
GEOTECHNICAL ENGINEER AS CONSTRUCTION OCCURS. THE TOTAL DEPTH AND 5. IN PLACING NEW FILL AGAINST EXISTING EMBANKMENT FILL, THE NEW FILL SHALL BE BLOCK WITH THE RISER SECTION AND THE BARREL PIPE COLLAR SHALL BE IN ACCORDANCE % C
QUANTITIES OF FOUNDATION AND EXISTING DAM EMBANKMENT MATERIAL TO BE REMOVED, 5. BREACH THE DAM AND EXCAVATE THE SPILLWAY AREA FOR THE DAM EMBANKMENT BENCHED INTO THE EXPOSED FILL FACE. THE FILLING OPERATIONS SHOULD BEGIN AT THE `
WITH THE DETAILS SHOWN ON SHEET SW 4. ` '(
REPLACED, OR REMEDIATED WILL BE DETERMINED BY THE ON -SITE GEOTECHNICAL UNDER DIRECTION AND OBSERVATION OF THE ON -SITE GEOTECHNICAL ENGINEER. THE DAM TOE OR LOWEST FILL ELEVATION. THE ACHIEVE THE RECCOMENDED RELATIVE °`� °• Eiji °�
ENGINEER DURING CONSTRUCTION. THE BREACHING OF THE DAM, REMOVAL OF EXISTING DEPTH AND QUALITIES OF EMBANKMENT AND FOUNDATION MATERIAL TO BE REMOVED COMPACTION AT THE DAM EMBANKMENT FACE, THE SLOPES SHOULD BE OVERBUILT AND :•OFD
EMBANKMENT MATERIAL, BENCHING PLAN FOR THE EMBANKMENT REPLACEMENT, AND AND REPLACED ARE TO BE DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ALL THEN CUT BACK TO THE DESIGN GEOMETRY FOLLOWING COMPACTION. 7• THE CONTRACTOR SHALL ENSURE THAT THE CONSTRUCTION OF THE PRE -CAST RISER �••
ANY FOUNDATION REMEDIATION UNDER THE PROPOSED SPILLWAY SYSTEM AND EXISTING MATERIALS USED TO REPLACE UNSUITABLE FOUNDATION MATERIALS SHALL BE STRUCTURE WATER-TIGHT. THE RISER STRUCTURE SHALL BE WATER- TESTED TO THE _
OWNERS SATISFACTION PRIOR TO ACCEPTANCE TO ENSURE THE STRUCTURE IS WATER -TIGHT -
EMERGENCY SPILLWAY IS TO BE EVALUATED AND APPROVED BY THE ON -SITE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT AS OUTLINED IN THE 6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE � = 29977 q
GEOTECHNICAL ENGINEER. THE CONTRACTOR SHALL WORK AT THE DIRECTION OF THE GEOTECHNICAL REPORT. THE CONTRACTOR AND GEOTECHNICAL ENGINEER SHALL RETAIN RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE AND NO LEAKAGE WILL OCCUR THROUGH THE RISER SYSTEM ONCE THE RESERVOIR IS
ON -SITE GEOTECHNICAL ENGINEER. DOCUMENTATION OF ALL FOUNDATION REMEDIATION ACTIVITIES FOR THE FINAL AS -BUILT DENSITY TEST SHALL BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY IMPOUNDED.
CERTIFICATION TO NC DAM SAFETY UPON COMPLETION OF CONSTRUCTION. '' � NE•
LIFT OF FILL OR AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. � • °••........
°
8. THE FINAL CERTIFICATION FOR THE RESERVOIR PROJECT TO NC DAM SAFETY WILL BE 8. THE RISER AND ANTI - FLOTATION BLOCK ASSEMBLY (INCLUDING THE CAST -IN -PLACE BASE) ' ® %
DONE BY ECOENGINEERING AND INCLUDE A CERTIFICATION BY THE ON -SITE 6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG ANY CONDUIT THROUGH THE DAM „ _ SHALL WEIGH A MINIMUM OF 158,005 LBS.
GEOTECHNICAL ENGINEER THAT THE GEOTECHNICAL ASPECTS OF THE PROJECT WERE EMBANKMENT SHALL BE EVALUATED BY THE ON -SITE GEOTECHNICAL ENGINEER TO 7. TESTING WILL BE REQUIRED ALONG THE IC � 0 RING OUTLET BARREL AT A FREQUENCY OF
B ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE 9. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE
CONSTRUCTED PER THE PLANS.. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE LEVEL. ON -SITE GEOTECHNICAL ENGINEER.
COORDINATE WITH THE ON -SITE GEOTECHNICAL ENGINEER FOR OBSERVATION AND SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED
TESTING SUCH THAT THE ON -SITE GEOTECHNICAL ENGINEER CAN CERTIFY THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE
8. THE ENGINEER SHALL BE PROVIDED WITH REPORTS AND CERTIFICATION THAT THE
GEOTECHNICAL ASPECTS OF THE CONSTRUCTION. GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH MAINTENANCE ACCESS.
GEOTECHNICAL ASPECTS OF THE RESERVOIR CONSTRUCTION HAVE BEEN CONSTRUCTED PER
ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABL.E FILL AS PLAN. THESE REPORTS AND CERTIFICATIONS WILL BE NEEDED DURING THE AS -BUILT
9. ONCE CONSTRUCTION IS COMPLETE, A FINAL CERTIFICATION PACKAGE TO NC DAM DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. 10. ALL POURED CONCRETE SHALL HAVE THE MINIMUM 28 -DAY STRENGTH AS SPECIFIED IN
CERTIFICATION PROCESS FOR THIS. IMPOUNDMENT FACILITY. THEREFORE, IT SHALL BE THE
SAFETY, INCLUDING AN OPERATION AND MAINTENANCE MANUAL AND AN EMERGENCY THESE DRAWINGS.
ACTION PLAN WILL BE SUBMITTED FOR APPROVAL. THE FINAL AS -BUILT SURVEY FOR CONTRACTOR'S RESPONSIBILITY TO COORDINATE TESTING AND OBSERVATION WITH THE
7. IN ORDER TO HELP. PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO ON -SITE GEOTECHNICAL ENGINEER.
THIS CERTIFICATION SHALL OCCUR NO SOONER THAN 60 DAYS PRIOR TO THE EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF BEFORE THE CONCRETE CRADLE CAN BE 11. GEOTEXTILE FABRIC FOR THE 42"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR
CERTIFICATION SUBMITTAL. PLEASE NOTE THAT ANY DEFICIENCIES OR MODIFICATIONS TO " " } - ENGINEER APPROVED EQUAL NON- WOVEN FABRIC).
BRING THE FACILITY INTO, CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS SHALL BE POURED, A 3 TO 4 THICK CONCRETE. MUD MAT SHALL BE POURED OVER THE 9. THE MOISTURE RANGE FOR BORROW SOILS SHALL BE APPROVED BY THE ON SITE ( }
SUBGRADE ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD GEOTECHNICAL ENGINEER.
THE RESPONSIBILITY OF THE CONTRACTOR. MAT WILL ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE 12. THE RESERVOIR EMERGENCY DRAWDOWN IS VIA AN 8"0 M &H ECCENTRIC PLUG VALVE WITH
SPILLWAY PIPE UNTIL THE CONCRETE CRADLE CAN BE POURED. THE MUD MAT AND 10. TOPSOIL CAN BE USED ON THE DOWNSTREAM DAM EMBANKMENT SLOPES AND OTHER GEARED ACTUATOR OR ENGINEER APPROVED EQUAL. THE VALVE SHALL BE OPERABLE FROM
10. NO TREES /SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM CONCRETE CRADELE SHALL BE EXCLUDED THROUGH THE SPILLWAY FILTER DIAPHRAGM. GRADED BARE AREAS TO PROMOTE VEGETATION AND STABILIZATION. SUCH WORK SHALL BE THE TOP OF THE RISER VIA A HANDWHEEL.
EMBANKMENT (FILL AREAS). THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR RESTRUICTED TO 8" AND PROPERLY PLACED. THE TOPSOIL SHOULD BE RELATIVELY CLEAN
11. A SEPARATE SEDIMENT AND EROSION CONTROL PLAN IS TO BE REVIEWED AND
SHOULD BE SUBMITTED TO THE DESIGN ENGINEER FOR REVIEW. (NO LARGE ORGANIC DEBRIS). Z
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APPROVED BY THE TOWN OF WAKE FOREST. PLEASE REFER TO THE EROSION AND 8. THE FOUNDATION FOR THE RISER STRUCTURE AND ANTI - FLOTATION BLOCK SHALL BE U1
SEDIMENT CONTROL PLAN FOR A GENERAL CONSTRUCTION SEQUENCE AND PHASING FOR EVALUATED BY THE ON -SITE GEOTECHNICAL ENGINEER PRIOR TO PLACEMENT AND
CONSTRUCTION. CONSTRUCTION OF THE RISER STRUCTURE AND ANTI - FLOATATION BLOCK. THE TOTAL W
WEIGHT OF THE STRUCTURE SHALL BE CONSIDERED IN EVALUATING THE FOUNDATION
12. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING OR AND BEARING CAPACITY OF THE AREA UNDER THE RISER STRUCTURE AND
DEWATERING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS ANTI- FLOATATION BLOCK TO PREVENT DIFFERENTIAL SETTLEMENT.
OF THE PROJECT CONSTRUCTION AREA (CUT SLOPES, FOUNDATION, ETC.). IT IS
ANTICIPATED THAT PUMPING WILL BE NECESSARY THROUGHOUT CONSTRUCTION. THE 9. BEGIN CONSTRUCTION OF THE REPAIRED EMBANKMENT INCLUDING EXISTING EMERGENCY O
CONTRACTOR SHALL COORDINATE WITH THE ON -SITE GEOTECHNICAL ENGINEER FOR SPILLWAY. FILL MATERIALS SHALL BE PLACED IN MAXIMUM B" THICK LIFTS PRIOR TO C\2 LO
PUMPING AND DEWATERING ACTIVITIES TO ENSURE STABILITY OF ALL AREAS. COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE GEOTECHNICAL ENGINEER.
FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS a W
13. ANY NAME BRANDS OR SPECIFIC PRODUCTS SHOWN IN THE DESIGN DOCUMENTS CAN BE NECESSARY THE EMBANKMENT FILL MATERIAL WILL BE OVER BUILT IN HORIZONTAL LIFTS a E=
SUBSTITUTED WITH AN ENGINEER - APPROVED EQUAL. SHOP DRAWINGS, DESIGNS, CUT AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
SHEETS,` OR ANY OTHER AVAILABLE INFORMATION FOR ANY SUBSTITUTIONS SHALL BE W Z
SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO ANY CHANGES. 10. INSTALL SPILLWAY AND DRAIN SYSTEMS. THE BOTTOM DRAIN VALVE FOR THE RESERVOIR
SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE O
14. THE CONTRACTOR AND OWNER SHALL FOLLOW ALL CURRENT OSHA GUIDELINES DURING ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE
CONSTRUCTION. AGENCIES. O U
11. INSTALL DRAINAGE DIAPHRAGM ALONG EMBANKMENT CONDUITS AS SHOWN AND PER E, x
DIRECTION OF THE ON -SITE GEOTECHNICAL ENGINEER. THE FILTER MATERIAL SHALL BE E"
PER THE GRADATION INCLUDED IN THE GEOTECHNICAL REPORT AND APPROVED BY
ON -SITE GEOTECHNICAL ENGINEER. A Z
12. CONSTRUCT EMBANKMENT AND RESERVOIR AREA PER SPECIFICATIONS IN THE °,2,' Z x
GEOTECHNICAL REPORTS AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER.
Or_�
ALL CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS x W
SET FORTH IN THE GEOTECHNICAL REPORTS, INCLUDING COMPACTION AND MOISTURE p'
REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL W
MATERIAL WILL BE OVER BUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL Co Co
GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES Z
SHALL BE CONDUCTED IN 4 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND
MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. AH COMPACTION AND O
MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER AND AS LISTED IN THE GEOTECHNICAL REPORTS.
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM
EMBANKMENT PER SEEDING SCHEDULE AND APPROVED EROSION AND SEDIMENT CONTROL
PLAN. TEA00RARY SEEDING SCHEDULE PERMANENr SEEDING SCHEDUIZ
E ATE
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. SEEDING DATE SEEDING MIXTUR APPLICATION R SEEDING MIXTURE APPLICATION RATE
AN AS -BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE THE JAN 1 - MAY 1 RYE (GRAIN) 120 LBS /AC TALL FESCUE 90 LBS AC
SUBMITTAL OF THE CERTIFICATION PACKAGE IS REQUIRED. ANY COMMENTS OR KOBE LESPEDEZA 50 LBS /AC
DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION OF - 60 LBS AC / PENSACOLA BAHIAGRASS
THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL MAY 1 AUG 15 GERMAN MILLET 40 LBS /AC KOBE LESPEDEZA 20 LBS /AG
APPROVAL FROM THE NC DAM SAFETY, CLOSE THE BOTTOM DRAIN VALVE AND BEGIN AUG 15 - DEC 30 RYE (GRAIN) 120 LBS /AG
IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO SEEDING DATES
IMPOUND IS ISSUED FROM BOTH NC DAM SAFETY AND THE ENGINEER. SOIL AMENDMENTS
POSSIBLE
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB /AC GROUND
AGRICULTURE LIMESTONE AND 750 LB /AC 10 -10 -10 FERTILIZER ( FROM AUG EARLY SPRING: FEB 15 - MAR 20 FEB 15 APR 30
15 - DEC 30, INCREASE 10 -10 -10 FERTILIZER TO 1000 LB /AC). FALL: SEP 1 - SEP 30 SEP 1 - OCT 31
MULCH
APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, SOIL AMENDMENTS
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB /ACRE
BE USED AS A MULCH ANCHORING TOOL. GROUND AGRICULTURAL LIMESTONE AND 1000 LB /ACRE 10 -10 -10 FERTILIZER.
MAINTENANCE MULCH
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. APPLY 4000 LB /AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, ® A
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
FOLLOWING EROSION OR OTHER DAMAGE. BE USED AS A MULCH ANCHORING TOOL. Ze
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. MAINTENANCE w
TOP DRESS WITH 50 LB /AC OF NITROGEN IN: MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB /ACRE 10- 10 -10. MOW
LATE FEBRUARY OR R EARLY MARCH. j
JUNE 15, OVERSE WITH 50 LB /AC KOBE LESPEDEZA IN REGULARLY TO A HEIGHT OF 2 -4 INCHES. F■�1 C� ��z!
a 6-i
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT NURSE PLANTS.
TO USE THE PERMANENT SEEDING SCHEDULE. BETWEEN MAY 1 AND AUG. 15, ADD 15 LB /ACRE SUDANGRASS OR 10 LB /ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB /ACRE RYE (GRAIN).
m
3 NOTE. PERMANENT SEEDING SCHEDULE IS FOR ALL DISTURBED AREAS OF x
THE RESERVOIR CONSTRUCTION.
SEEDBED PREPARATION
< 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER
ADVERSE SOIL CONDITIONS, IF AVAILABLE.
N
rn 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH:
C14
N 3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
i REASONABLY SMOOTH AND UNIFORM.
0
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND
d -
MIX WITH SOIL (SEE BELOW *).
a 5. CONTINUE TILLAGE UNTIL A WELL- PULVERIZED, FIRM REASONABLY UNIFORM
C) SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
0
r
a 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER. No. RAP -11001
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. MENA E: RAP11 001 -PD
c
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS DESIGNED BY: U J
B WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% WC/ ES
DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING DRAWN BY,
RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. JES
SCAM:
U 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND NTS
FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED. DATE: 06 -06 -2012
* See seasonal application schedule
0
0
SHEET N0.
Sw
a
Wi
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
cADAMS
.o
a

320
z
w
.®
a
All %k
p
a-i
Ey M o
_ --
>
W
Ey z
®� p
�
x z � cl
U �
■
320
LliP-°i
QP OF DAM =
EL 303.00
COMPACTED
BERM SECTION
310
12' WIDE MINIMUM.
'kSEE-43ERM
AND
310
6" 0
ORIFICE INV. =
296.87
PROPOSED GRADE
COMPACTION
SPECIFICATIONS
ON S
EET SW -1)
300
300
CONCRETE
COLLAR
/
SPILLWAY
ILTER
'ERM
NENT OUTLET STRUCTURE
(TO BE CONSTRUCTED
IN
THE
2
/
\
DRAIN PIPS
NOT
TOP OF RISER
= 298.00
FIELD BY
THE CONTRACTOR,
/
`
SHOWN FO
CLARITY
OUTLET INVERT
= 270.00
SEE DETAIL
SHEET SW -5
1
I /
3
(SEE DETAIL
SHEET SW -7)
SEE DETAIL SHEET
SW -5)
/.
290
290
APPROXIMATE
LOCATION OF
`
EXISTING GROUND
NOTE:
4REA OF SPILLWAY
FOUNDATION
TO BE EVA
UATED BY
280
280
ADDITIONAL
UNDERCUT
AND SOIL
:r
TRASH
RACK
/
REMEDIATION
FOR FOUNDATION
MAY
(SEI
DETAIL SHEET
SW -S)
�, ''�
BE REQUIRED
UNDER PROPOSED
,.�
SPILLWAY
SYSTEM.
270
-�`
4.
'�
\
270
i r
`
.A
NEW
260
—
260
O
O
o
O
O
0
0
0
0
0
O
O
0
0
0
N
d
cD
00
0
N
14-
cD
00
O
N
d
CD
O
0
0
0
0
r
.—
.—
*—
Y-
N
N
N
04
z
w
.®
a
All %k
p
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Ey M o
_ --
>
W
Ey z
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�
x z � cl
U �
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NOTES:
14.0'
FOR
RISER
ANTI — FLOTATION BLOCK CONSTRUCTION SEQUENCE
RISER
ANTI — FLOTATION BLOCK MATERIAL SPECIFICATIONS
1.
ALL REINFORCING STEEL IN RISER ANTI— FLOATA11ON BLOCK TO BE GRADE
1.
PREPARE SUBGRADE AND CONSTRUCT FORMWORK. FORMWORK SHALL BE
CONCRETE
60 #6 BARS.
FREE OF DEBRIS OR OILS.
a
COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
CONCRETE
ANTI— FLOTATION BLOCK
•
APPROVED MIX DESIGN
2.
INSIDE OF RISER BOTTOM TO BE FORMED WITH NON— SHRINK GROUT TO
2.
PLACE STEEL FOR FIRST LIFT (INCLUDING VERTICAL BARS) PER DRAWINGS.
0
4 -6% AIR ENTRAINED
TO EVALUATE
INVERT ELEVATION OF BARREL. CONTRACTOR SHALL ACCOUNT FOR LINER
o
ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 3 OF CONCRETE COVER
0 -
MAXIMUM MIX TO POUR TIME OF 90 MINUTES
STRUCTURE PRIOR TO
DRAIN SYSTEM PENETRATION AND BACKFLOW VALVE.
o
(INCLUDING TIES).
FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH LIFT. ONE
PLUG VALVE TO BE
CONTRACTOR SHALL PROVIDE
SHALL BE TESTED AT SEVEN DAYS, TWO AT 28 DAYS, AND THE FOURTH
3.
TRASH RACK NOT SHOWN FOR CLARITY.
3.
"
POUR FIRST LIFT OF BASE (18 THICK).. VIBRATE FRESH CONCRETE
SECURELY FASTENED TO
SHALL BE HELD FOR 54 DAYS.
u
B
VERTICALLY. WET CONCRETE SHALL NOT BE MOVED HORIZONTALLY WITH THE
0
A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL• IS REQUIRED
4.
ALL PIPE PENETRATIONS THROUGH THE CONCRETE RISER STRUCTURE
c
VIBRATOR.
(INCLUDING TIES).
INSIDE OF RISER
SHALL BE MADE WATERTIGHT.
' —�
a
CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT BE
NCDOT STD. 840.66. STEPS
® � ...,,
4.
ALLOW FIRST LIFT TO CURE FOR A MINIMUM OF 24 HOURS BEFORE PRECAST
BOTTOM TO BE FORMED
MOVED HORIZONTALLY WITH THE VIBRATOR.
5.
RISER STRUCTURE TO BE PROVIDED WITH STEPS 16" O.C. STEPS SHALL
PLUG VALVE TO
MANHOLE BASE IS INSTALLED.
0
THE RISER BASE SHALL BE POURED IN 2 LIFTS. THE FIRST LIFT SHALL BE
BE IN ACCORDANCE WITH NCDOT STD. 840.66.
WITH NON — SHRINK
_
®
ALLOWED TO CURE A MINIMUM OF 24 HOURS BEFORE THE PRECAST
BE SECURELY
5.
PLACE PRECAST MANHOLE RISER BASE ON FIRST LIFT PER DRAWINGS.
i.'` 42"
MANHOLE BASE IS PLACED ON TOP OF 1T.
6.
MANHOLE STEPS TO BE PROVIDED PER SPACING AND SPECIFICATIONS
(SEE DETAIL SHEET SW -6)
0
THE RISER BASE SHALL BE ALLOWED TO CURE A MINIMUM OF 7 DAYS
'F
SHOWN.
6.
PLACE THIRD LAYER OF STEEL (DIAGONAL BARS) THROUGH AND AROUND
ELEVATION OF BARREL
BEFORE THE ENTIRE RISER STRUCTURE 1S INSTALLED.
y' y
THE RISER
PRECAST MANHOLE RISER BASE. ALL REINFORCING STEEL SHALL HAVE A
® ' r.
7.
8" PLUG .VALVE TO BE M &H ECCENTRIC PLUG VALVE WITH GEARED
'
MINIMUM OF 3" OF CONCRETE COVER (INCLUDING TIES).
STEEL
ACTUATOR OR ENGINEER — APPROVED EQUAL. PLUG VALVE TO BE
ALL STEEL TO BE GRADE 60.
PROVIDED WITH VALVE STEM AND VALVE STEM GUIDES PER
7.
GROUT HOLES WATERTIGHT THROUGH PRECAST MANHOLE RISER BASE
•
ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT PREVENT
MANUFACTURER'S RECOMMENDATIONS AND BE OPERABLE FROM THE TOP
o
AROUND STEEL BARS WHERE DIAGONAL STEEL BARS PENETRATE WALLS WITH
BONDING TO THE CONCRETE. _
OF THE RISER. VALVE STEM AND HANDWHEEL TO EXTEND TO 1 VERTICAL
NON— SHRINK CEMENTITIOUS GROUT.
ALL STEEL SHALL BE BENT PER ACI 318
FOOT ABOVE RISER TRASHRACK STRUCTURE AND BE PROVIDED WITH A
7" MIN. WALL
"
LOCKING MECHANISM (CHAIN AND PADLOCK OR OWNER — APPROVED
8.
PLACE TOP LAYER OF STEEL PER DRAWINGS. _ ALL REINFORCING STEEL SHALL
3" CLEAR ..f: , ...
ALTERNATE).
HAVE A MINIMUM OF 3" OF CONCRETE COVER (INCLUDING TIES).
THICKNESS (TYP.)
y
'
9.
POUR SECOND LIFT OF BASE (30" THICK) INSIDE AND OUTSIDE OF THE
NOTE: RISER STRUCTURE
JOINTS TO BE WATER — TIGHT.
PRECAST MANHOLE RISER BASE. VIBRATE FRESH CONCRETE VERTICALLY.
o N
WET CONCRETE SHALL NOT BE MOVED HORIZONTALLY WITH THE VIBRATOR.
o
`V
?.`' rT" >�:Xt %c 'air''' •.
IS THE RESPONSIBILITY OF
10.
AFTER A MINIMUM OF 24 HOURS, REMOVE FORMWORK AND REPAIR
d
ROCKPOCKETS AND OTHER PROBLEM AREAS.
FILLER MATERIAL
THE CONTRACTOR TO
OF
Lq
C
CONSTRUCT THE RISER
f:
MANHOLE STEPS AS
g
14.7"
°`
A
SHOWN ON SHEET SW -6
(TYP.)
_J
14.0'
MIN. 3" CLEAR ON ALL STEEL (TYP.)
NOTE: TRASHRACK NOT
SHOWN FOR CLARITY
0
7.17' OR AS REQUIRED BY THE 7.17' OR AS REQUIRED BY THE
PRE -CAST STRUCTURAL ENGINEER PRE —CAST STRUCTURAL ENGINEER
6.0' 6.0'
TOP OF RISER = EL. 298.00
:> 6 "0 ORIFICE INV. = 296.87 fr.
1;
0
14.0'
FOR
CLARITY)
FIELD BY THE CONTRACTOR,
v
SECTION A —A
SECTION C —C
SEE DETAIL)
o
CONCRETE
ANTI— FLOTATION BLOCK
NOTE: ON -SITE
PROFILE GEOTECHNICAL ENGINEER
CROSS— SECTION
TO EVALUATE
;a
o
8" M &H ECCENTRIC
a
STRUCTURE PRIOR TO
o
.'r
0
PLUG VALVE TO BE
CONTRACTOR SHALL PROVIDE
s:.
1 „ 4,
_
m
c
SECURELY FASTENED TO
u
B
-
STEPS IN ACCORDANCE WITH
'
8" M &H THE RISER STRUCTURE
c
t
INSIDE OF RISER
' —�
ECCENTRIC
8 "� DIP DRAIN
NCDOT STD. 840.66. STEPS
® � ...,,
: >. }•,.
BOTTOM TO BE FORMED
i
�:�
PLUG VALVE TO
SHALL BE PLACED AT 16" O.C.
WITH NON — SHRINK
_
®
'~
BE SECURELY
INV =270.00 <;:;::•.
i.'` 42"
GROUT TO INVERT
r
(SEE DETAIL SHEET SW -6)
FASTENED TO
'F
0 —RING o
ELEVATION OF BARREL
y' y
THE RISER
® ' r.
RCP ¢
STRUCTURE
' `
\ \ � �
:,:_
o
FLOW —�►-
7" MIN. WALL
"
3" CLEAR ..f: , ...
THICKNESS (TYP.)
y
'
NOTE: RISER STRUCTURE
JOINTS TO BE WATER — TIGHT.
o N
" 7 �{: �' ::j:
o
`V
?.`' rT" >�:Xt %c 'air''' •.
IS THE RESPONSIBILITY OF
:=
d
FILLER MATERIAL
THE CONTRACTOR TO
Lq
CONSTRUCT THE RISER
f:
MANHOLE STEPS AS
g
14.7"
°`
STRUCTURE WATER— TIGHT.
SHOWN ON SHEET SW -6
(TYP.)
,;.
(TYP.)
;�
•
(NOTE: ONLY INTERIOR
STEPS SHOWN IN THIS
-
a'`
VALVE STEM AND VALVE
''
VIEW FOR CLARITY)
_�•
:.
STEM GUIDES PER
.'
MANUFACTURER'S
-`
RECOMMENDATIONS
SECTION B —B
(EXTENSION THROUGH
:`
''
CONCRETE COLLAR
'j
TRASHRACK NOT SHOWN
'°
(TO BE CONSTRUCTED IN THE
0
14.0'
FOR
CLARITY)
FIELD BY THE CONTRACTOR,
v
SECTION C —C
SEE DETAIL)
o
CONCRETE
ANTI— FLOTATION BLOCK
NOTE: ON -SITE
PROFILE GEOTECHNICAL ENGINEER
CROSS— SECTION
TO EVALUATE
i
o
8" M &H ECCENTRIC
a
STRUCTURE PRIOR TO
o
.'r
0
PLUG VALVE TO BE
PERIVIA1 MMr OUTLrE"T STRUCTURE DETAILS
w
1 „ 4,
_
m
c
SECURELY FASTENED TO
B
0
8" M &H THE RISER STRUCTURE
c
t
INSIDE OF RISER
' —�
ECCENTRIC
8 "� DIP DRAIN
® � ...,,
: >. }•,.
BOTTOM TO BE FORMED
i
�:�
PLUG VALVE TO
WITH NON — SHRINK
_
/ i
BE SECURELY
INV =270.00 <;:;::•.
i.'` 42"
GROUT TO INVERT
r
\
FASTENED TO
0 —RING o
ELEVATION OF BARREL
y' y
THE RISER
® ' r.
RCP ¢
STRUCTURE
' `
\ \ � �
:,:_
o
FLOW —�►-
'�3= R
"
3" CLEAR ..f: , ...
o N
" 7 �{: �' ::j:
o
`V
?.`' rT" >�:Xt %c 'air''' •.
'1" THICK JOINT
:=
d
FILLER MATERIAL
3 L0
Lq
14.7"
14.7"
Q
(TYP.)
(TYP.)
0
14.0'
14.0°
v
SECTION C —C
o
CONCRETE
ANTI— FLOTATION BLOCK
NOTE: ON -SITE
PROFILE GEOTECHNICAL ENGINEER
CROSS— SECTION
TO EVALUATE
o
FOUNDATION FOR RISER
a
STRUCTURE PRIOR TO
o
CONSTRUCTION
0
PERIVIA1 MMr OUTLrE"T STRUCTURE DETAILS
w
1 „ 4,
_
m
c
B
0
c
t
U
0
0
0
CL
a.
X
d.•
a
d°a =
1 2 N H ACORDE PTH
p 29 7 0
nnr.innrTr m ur' r ,,,-. T,,.4 #4 REBAR ANCHORS.

NOTES,
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL
STEPS DIFFERING IN DIMENSIONS, CONFIGURATI ❑N OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
Z
12(4
�>-
¢¢
z� =�
Cu
7-
1' t
ih
Aq 4L
t-r
-
E o
SIZE
DIMENSIONS
PLAN
PIPE DESIGN SPECIFICATIONS:
O '.'
>
8 - Z
r- y
M ti SIDE
ELEVATION
141/2' _� CAST IR ❑N
Ln
ELEVATI ❑N
CAST IR ❑N
1. ASTM C 76- Latest
r
1
w
141 C12 m
y
i i/4'
1/4' POLYPROPYLENE
v PLASTIC
m
m
°
#6 BAR OR
#8 BAR
GALV`D.
Class HI, IV, & V
2 AASHTO M- 170 - Latest
,f`•''
GUIDE
1
DUCTILE IRON 65.45.12 MIN.
A
Q
1 /z• PLAN
1
"w
PLAN
io
SIDE
ELEVATI ❑N
REINFORCING STEEL
® ■
❑N
#3 DEFORMED
STEEL ROD
SECTI ❑N A -A
12'
ELEVATI ❑N
.A'� JOINT DESIGN SPECIFICATIONS:
1. ASTM C.443- Latest
■ ®
®
H4O.
@ 6"
1.50/2.50 4.0014.75
1,1 7512.50
4.00/4.25
7.5018.25
- - -----------------
2 5
Q
@ 8"
2.50/3.50 4.00/6.0_12.00/3.00
-
f 2- ASTM C- 361 - Latest
- - --
1 11
0 00 .50
/
W
>
#5
@ 8"
3.00/3.50 5.00/6.00
2.75/3.50
tt1
/ 3. Joint Type -R4 with "O" Ring
11.50/11.75
.5
p�
a d
o
@ 8"
13.25/4.50 1 6.00/6.75
13.25 /3.50
x
Rubber Gaskets.
O
'n
■
L3 c,
Z
@ B"
Stem Guides are installed as
13.25 3.50
/
_,
9
�
E � o
@ 8"
wall brackets to support extension
'13.25/4.00
'\
O
Z
#5
@8
stems. They are fully adjustable Q
and are made of high strength pm o
Cn
ductile iron. The guide is bronze
13.25/4.00
\�`
ti 0
I~
5 5
U a�
NOTES,
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL
STEPS DIFFERING IN DIMENSIONS, CONFIGURATI ❑N OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
Z
12(4
�>-
¢¢
z� =�
Cu
7-
1' t
ih
1.
m
71
QTY,
�0CL1 -+Z
rym=
LJ¢Z�=
I- (--1 O �
�<
H-
SIZE
DIMENSIONS
PLAN
W1
t,J
(n
°W
L` I-
L7 0
PLAN SIDE
ELEVATI ❑N
ri
M ti SIDE
ELEVATION
141/2' _� CAST IR ❑N
Ln
ELEVATI ❑N
CAST IR ❑N
ELEVATI ❑N
1
Z W
1• 8 3/4' �
i i/4'
1/4' POLYPROPYLENE
v PLASTIC
m
m
°
#6 BAR OR
#8 BAR
GALV`D.
q U
OG
F
A
Z
¢
H
W
GUIDE
1
DUCTILE IRON 65.45.12 MIN.
A
Q
1 /z• PLAN
1
SIDE
ELEVATI ❑N
COMPOSITE
PLAN
io
SIDE
ELEVATI ❑N
REINFORCING STEEL
J H
L3 4
Li
Q
❑N
#3 DEFORMED
STEEL ROD
SECTI ❑N A -A
12'
ELEVATI ❑N
NOTE,
NOT TO BE USED IN
SANITARY SEWER MANHOLES.
6,5016,75
SHEET 1 DELEVATI
H4O.
2 C, NOTES: f- W = .d4
bushed where the extension stem z0 Q 3 str� '" p.t C/I � co
passes through. They should be 1 > 110 * THIS PRECAST A Z cc = v - b ■ W
-n W1 (FT.) - p. -. _ g° ENDWALL MAY BE USED FOR THE FOLLOWING 11 O
-- - - -
installed at a height which does M O -1 'i STANDARDS: 838,21 838.27 838.33 AND 838.39. U_ -I O F + e - - - -- - --- - - - - -- 1 y 11--- ... -_. @7
not permit the stem to be H A '{II INSTALL PRECAST ENDWALLS WITH WINGS AND PAY' �(/)
unsupported through a length 0 ® C7 FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. W Z ll W
PP 9 9 = -n > > m - -- - - - - -- - Q ¢ = o
z ry o
-}• -i- •f- -I- USE 4000 PSI CONCRETE. 0 w
of more than 10 feet. � ��0 1 -o "I 1' -0 Q � o
Z ,_,-0 71 - I_ t * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 H 2 ~'. Z W Z
O FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING O ( II O J
H
Stem Guildes are available in n 0 M2 3
n
2
three sizes. When ordering, state 4 6 y I
- -- - - -- I TO A185 WITH 2 MIN. CLEARANCE. E.
tH o
Q
fl
L
v
OD Z
y, A _ __ _ 1 _ 1 c PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH Z H ,.r :7 CA
distance from center line of 1" .{ H
FO,-., 1 -- �i. H2 j H2 OSHA STANDARD 1926.704. N a aS G - TS:I operating stem to face of wall, �O _I _ CS /RCP I_ _I. PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY G W 0 or give the size as show I { i i Z - i :i _ H1 Hi; ( CONTRACTOR °- O'
„f. 1
In table. 3 „� 1__ _� �, .ALL ELEMENTS PRECAST TO MEET ASTM C913. s - Q.
L
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL I5 PROVIDED. - ^�
{
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1 ". I !O �� %
�SS••
3 124 wl er 0 C (D
6" O.C•(TYP•) 6 "I (TYP.}
O -REFER TO CHART PREFER TO CHART - „g
FOR BAR SIZE w _ • Q
m FOR BAR SIZE NOTE: CTS .THEICONTRACTORZWILLAHAVEETHE ..OPTION d • - °
z --- - -- - - o J • - `�' �-; ; " 2997
ELEVATION T
H III y'0 SIDE TO INCREASE THIS BAR SIZE AS NEEDED. Q -J i -e ° °
r- - -- - - -- - -- -- - - -- - - -= LL o GI P.I'
G7 0'
Ill I
° v
r- a rn z p A .y ':Fiy E�4�
= N
1 � z •. 4a • � N ,,.• ®.
ei > t W2 (FT.)
2 ® Z
a
CZ D
N lit FY-
i
171
"A" MIN I
v
H
M AX m RI " -
"
-
B
z I
I
FT.
MINIMUM
ENDWALL - ENSIONS
MIN./MAX. i MIN. /MAX.'Il MIN. /MAX,
ITEM
DESCRIPTION
QTY,
MATERIAL
SIZE
DIMENSIONS
D (FT.)
W1
W2
35.274
.377'
• y► o
(n F_
m r
FLAN
1
BRACKET
1
DUCTILE IRON 65.45.12 MIN,
SIZE
3
5
6
2
GUIDE
1
DUCTILE IRON 65.45.12 MIN.
A
24
15
24
3
BUSHING
1
BRASS CDA 360
r - -- - -r
1.2 2. 4 2
5/ 00 3 001 5
r
1.5012.50
3. 50/3.75
6,5016,75
2,0
#5
@ 6"
1.50/2.50 4.0014.75
FT.
MINIMUM
ENDWALL - ENSIONS
MIN./MAX. i MIN. /MAX.'Il MIN. /MAX,
MIN. /MAX.
MIN. /MAX.
PIPE DIA.
BAR
SIZE
H1(FT ) H2(FT.)
D (FT.)
W1
W2
35.274
.377'
718.
-
118" 5
� 7 143 2
02 S
5 R
1.0
# 5
@ 8`
I
1.25/2.00 .2.00 3.75
1
11.25 1.75
1
3.00 3 .75
5.50/6.00
-- -... -_
1 25
#5
-
@ 8"
1.25/2.00 3.00(3.75
1,1.25(2.00
... 5 --
3 5013.75
- -- --
6.5016.75
1 50
#5
@ 8
r - -- - -r
1.2 2. 4 2
5/ 00 3 001 5
r
1.5012.50
3. 50/3.75
6,5016,75
2,0
#5
@ 6"
1.50/2.50 4.0014.75
1,1 7512.50
4.00/4.25
7.5018.25
- - -----------------
2 5
# 5
@ 8"
2.50/3.50 4.00/6.0_12.00/3.00
-
- - --
4 50 5.50
1
- - --
1 11
0 00 .50
/
310
#5
@ 8"
3.00/3.50 5.00/6.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
45
@ 8"
13.25/4.50 1 6.00/6.75
13.25 /3.50
6.0016.75
12.00/13.25
4. 0
# 5
@ B"
3.50 4.50 6.50 7.00
1 !
13.25 3.50
/
6.50 6.75
(
13.00113.25
4 5
#5
@ 8"
4.00/5 00 1 6.50(8 50
'13.25/4.00
7.0019.25
13.50/15.75
50
#5
@8
4.50/5.00 1 7.00/6.50
13.25/4.00
7.2 .2
59 5
1 7
3 51575
5 5
#5
@ B"
:4 5015 00 7.5018 50
3 25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ 8"
4.5015.00 1 7.50(8.50
'13.25/4.00
7.75/9.25
14.75(16.75
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C-4 114 4
:
36.006' 35 898 063
1
35.274
.377'
718.
13/18 1
I
118" 5
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38"
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118" I7112"! 51.25"
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1" 1"
5132 8 57.50"
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C-5 314 4 114"
55.141" 54.829" .094"
54.344"
.451"
718"
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5132" 1 8" 1 63.50"
1044 i SR
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- -- -
ASSEMBLY 4 PLATED STEEL B 17 24 35
BOLTS &NUTS N:(.S,
12'-"0" RING -RIBS
DWN: TRIJ p
SHEET t OF 1 SHEET 1 OF t t- t ---... -_ _ ----- Reinforced "Q'• RING
M &H VALVE COMPANY DATE: 7/1/05 STEM GUIDES Nc Prud.c:t' FL w £,,s c iia cs I .�_D'w %3 Tongue &Groove
ANNISTON,ALABAMA STYLE F- 5660 -T 8 e° 80 838.80
-' --
A DIVISION OF MCWANE INC. DWG. No. Size 3, 5, & 6
ACSG -5660 rncn ,� ra! z.� 0 1 Aux: 9�., rz� to www.aldcastl JULY, 2Ju Z
e: a eprocast.com Copyright 0 2005 amommadpaw,k..
41! pM1NN• ND ILL Nll!•Nllgl . ow PICfOtIY N 941E" S AM OMM 0 1¢PXOUlRD NIIIWf 11"1191 t@I�df. 0!°JBN "W F49rt1]X WiYflS .. 0-4
a
w
x
MAINTENANCE ACCESS STEPS C DETAIL
N.T.S. VALVE STEM QUID P JOINT DETAIL
N.T.S. o
N.T.S. N.T.S. 0
E" A2
L3 I Z
a
AO
BARREL PIPE CRADLE H E
CONSTRUCTION SEQUENCE O
Z
1. BRING GRADE OF DAM EMBANKMENT TO SPRINGLINE OF PIPE ELEVATION. C) w „
2. EXCAVATE TRENCH FOR CRADLE AND BARREL PER DIMENSIONS ON DRAWINGS.
ACCESS GATE (CENTERED ON MANHOLE LZ4
3. PLACE REINFORCING STEEL AND JOINT FILLER MATERIAL PER DRAWINGS. ALL REINFORCING STEEL SHALL
STEPS) END OF ACCESS GATE SHALL 4' RADIUS HAVE A MINIMUM OF 3" OF CONCRETE COVER (INCLUDING TIES). ® �
OVERLAP ON TOP OF 7.68' DIA. REBAR .. � a
9,35' DIA. REBAR RING 4. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. W 't
RING. 74.5" MIN. Z
5. POUR CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE OF THE TRENCH. ALLOW CONCRETE Z
TO FILL ENTIRE AREA UNDER PIPE AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
FABRICATED HINGES a POURING ON THE OPPOSITE SIDE OF THE TRENCH. POUR ENTIRE CRADLE AS ONE LIFT' (VERTICALLY) PER O
NOTES:
DRAWINGS.
q
1. ALL REBAR TO BE #4 REBAR. d a: 6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY VIBRATING COMPACTION EQUIPMENT I5
USED IN THE VICINITY OF THE BARREL PIPE.
2. TRASHRACK ASSEMBLY TO BE HOT -DIP ® 11"
GALVANIZED AND BE PROVIDED WITH 1' RADIUS (m'•) BARREL PIPE CRADLE MATERIAL sPECIFlCATIONs
AN EPDXY COATING AFTER 3 4 CONCRETE
FABRICATION. a 42" DIAMETER CONFINED
0 -RING CLASS V MODIFIED COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
" a e TONGUE & GROOVE RCP #6 REBAR (GRADE 60) TYP.
3. THE 2x2 x1 /4 ANGLES SHALL BE 6' DIA. REBAR RING 'a 12
°. #3 REBAR TIES (U -BARS) APPROVED MIX DESIGN
WELDED TO THE REBAR TRASH RACK. 6 DIA. STEEL PLATE 7.68' DIA. REBAR RING ° # SPACED AT 4 Fr. ON CENTER
ONCE WELDED AND PROVIDED 1n 4 -s� AIR ENTRAINED
THE CORROSION- RESISTANT COATING, TRASH RACK TO EXTEND m° MAXIMUM MIX To POUR TIME OF so MINUTES
THE ENTIRE ASSEMBLY SHALL BE ACCESS GATE DETAIL DOWN TO SERVE AS THE a ENDWALL PER NCDOT STD.
NCDOT CLASS "2" RIPRAP ^
PLACED ONTO THE MANHOLE RISER TRASH RACK FOR THE 6"0 12" a a a - 4 FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH LIFT. ONE SHALL BE TESTED AT SEVEN DAYS, (SEE DETAIL SHEET SW -8) �d
6 DIA. STEEL PLATE L" 4: a e 42.01 x 45.5'W x 27 THICK
WITH ANGLES SITTING DIRECTLY ON ORIFICE (INV. = 296.87). 1 TWO AT 28 DAYS, AND THE FOURTH SHALL BE HELD FOR 54 DAYS.
TOP OF RISER. THE TRASHRACK 2 DIA. REBAR RING a. d a ... ,4- �2" CENTER To CENTER (TYP.)
4 A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL IS REQUIRED (INCLUDING TIES). "
ASSEMBLY SHALL BE SECURELY 6' DIA. REBAR RING z �° a -
. .;. . _ 42 � RCP
FASTENED TO THE MANHOLE RISER 7.68' DIA. REBAR RING • : ' < ° : q . ® -; a MIN. 3" FROM BOTTOM OF CRADLE CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT BE MOVED HORIZONTALLY WITH THE A
STRUCTURE. , �" TO OUTSIDE OF STIRRUP (TYP.) VIBRATOR. A A
9.35 DIA. REBAR RING 2 '- � � ^ a
4. WELD ALL REBAR RINGS TO THE +�3 "COVER (MIN.) TO OUTSIDE OF THE RISER BASE SHALL BE POURED IN 2 LIFTS (18" AND 30" THICK). THE FIRST LIFT SHALL BE ALLOWED
RADIAL BARS AT ALL CONTACT 1' 3 TIE BAR (1YP.} TO CURE A MINIMUM OF 24 HOURS BEFORE THE PRECAST MANHOLE BASE IS PLACED ON TOP OF IT. U
POINTS. TOP OF RISER THE RISER BASE SHALL BE ALLOWED TO CURE A MINIMUM OF 7 DAYS BEFORE THE ENTIRE RISER STRUCTURE 45.5' x
EL. 298.00 1' IS INSTALLED. F�
5. THE ACCESS GATE SHALL BE REINFORCING STEEL
CENTERED ON THE MANHOLE STEPS. #4 REBAR a O
(TYP,) ALL STEEL TO BE GRADE 60. 6.0' WIDE MIN. �, ^
6. VALVE STEM AND HANDWHEEL TO #4 REBAR (MIN.)- 4-1
EXTEND ABOVE TRASHRACK ONE 9.35 LF 2 "x2 "x1/4" ANGLE CONCRETE ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT PREVENT BONDING TO THE CONCRETE.
VERTICAL FOOT. VALVE STEM AND ALL STEEL SHALL BE BENT PER ACI 318.
WHEEL NOT SHOWN INT HIS DETAIL 1.1 N.T.S. " ENDWALL PER NCDOT SITS. 42.0,
FOR CLARITY. SEE DETAIL. d . THE #6 BARS IN THE CONCRETE CRADLE SHALL BE SPLICED WITH A MINIMUM OVERLAP OF 32-. THE SPLICES (SEE DETAIL SHEET SW -8)
Q
SHALL BE SPACED SUCH THAT NO TWO SPLICES OCCUR WITHIN THE SAME LENGTH OF PIPE. PLAN
ACCESS GATE (CENTERED
ON MANHOLE STEPS) END EACH PIPE JOINT TO BE FULLY WRAPPED `
ELEVATION VIEW (MIN. 18" OVERLAP) IN NONWOVEN
OF ACCESS GATE SHALL GEOTEXTILE FABRIC (MIRAFI 160N, AMOCO 42 "0 RCP'
OVERLAP ON TOP OF 7.68' 4551, OR ENGINEER - APPROVED
DIA. REBAR RING. 2.00 -.,_ .- :._...- : '< I I =I I =) (=1 ( n
SUBSTITUTE) 2 WIDE. III III III III-I 27 LAYER OF CLASS 2 RIPRAP
9.35 LF 2 "x2 "x1/4" ANGLE 6' DIAMETER I- 1IIslII =III =111 I I =� �_� I =� �_
MANHOLE RISER =111- III - III =III =11 _ - - -
r _ _ _ 4" FILTER BLANKET
6 DIA. STEEL PLATE
_ - ,, -
" =1 I I I I I =1 I I -1 I I I I I� I I- -,, r
:. E 2 CLASS V RCP W/ CONFINED 0 -RING JOINT bid
12' SECTIONS SECTION A -A
ANCHOR TRASH RACK TO STRUCTURE WALL
WITH FOUR EQUALLY SPACED HOT- DIPPED NOTE: FILTER BLANKET
GALVANIZED STEEL CLAMPS. EACH CLAMP
_ " " ' ', I I A FILTER BLANKET IS TO BE INSTALLED BETWEEN (SEE NOTE)
ATTACHED TO STRUCTURE BY 2 4 x1/4 �--' _ _ ��
CONCRETE ANCHOR BOLTS EACH CLAMP TO - - - - - THE RIPRAP AND SOIL FOUNDATION. THE FILTER
10' (TYP.) 3" CLEAR ;n BLANKET WILL CONSIST OF A MINIMUM 4" THICK
BE COATED W/ AN EPDXY COMING.
r (rn'•)� � LAYER OF STONE (NCDOT #57) UNDERLAIN WITH
- MIRAFI FILTER WEAVE 700 OR APPROVED
EQUIVALENT PROJECT N0. RAP -11001
#4 REBAR WELDED
(TYP.) (SEE NOTE) I 4.00' (TYP.) I FH.ENAW. RAP11001 -PD
I' 'T ^ CONCRETE CRADLE TO BE ARTICULATED AT
REBAR STIRRUPS #3 ¢� T 1
►- BARS ® 4' O.C. I(TYP.) FILLER TO BE PLACED AT EACH CRADLE '�iL! ®t BARREL VELOCITY DISSIPAIVR DESIGNED BY: JWC�JES
#6 BARS (SEE CONCRETE CRADLE >- EACH PIPE JOINT, 1/2" BITUMINOUS JOINT
2' DIA. REBAR RING CROSS- SECTION DETAIL)
DRAWN BY:
LENGTH = 11,50' (TYP,) ¢ JOINT. STEEL REINFORCEMENT TO BE N.T.S. JES
6' DIA. REBAR RING 3" CLEARANCE ON EACH SIDE OF CRADLE w DISCONTINUED 3" ON EITHER SIDE OF
(ENDS ON ACCESS GATE) JOINTS CRADLE JOINT. scnLE: NTS
7.68' DIA. REBAR RING DATE: 06 -06 -2012
4.68' 9.35' DIA. REBAR RING
SHEET N0.
PLAN VIEW NOTE: BARREL PIPE PROFILE DETAIL SW-61
TRASH RACK DET1�iiw7 PROFILE DETAIL ASSUMES A 12 RCP PIPE SECTION. IF AN
N.T.S. NTS 8' SECTION OR OTHER IS USED, DIMENSIONS
OF CONCRETE CRADLE AND REINFORCEMENT NIMcADAMS
WILL NEED TO BE ADJUSTED. PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

, PIEZOMETER
SURFACE
ELEVATION
TOP OF BENTONITE
SEAL ELEVATION
TOP OF SAND
PACK ELEVATION '
TOP OF SCREENED
PVC ELEVATION
BOTTOM OF SCREENED
PVC (CAP) ELEVATION
BOTTOM
ELEVATION
P4 a v
299.0
288.0
286.0
z
279.0
®
P -2
299.0
p
O
LLJZ
�
fir
j
z
t
U
P -3
�
269.0
W •;
E_ M O
265.0
O
Ey ;G
P -4
0 O
z
z
265.0
O
.ti
m
wpD
Cl2
q
9
it!
'O
LQ
z
x C:1;3
, PIEZOMETER
SURFACE
ELEVATION
TOP OF BENTONITE
SEAL ELEVATION
TOP OF SAND
PACK ELEVATION '
TOP OF SCREENED
PVC ELEVATION
BOTTOM OF SCREENED
PVC (CAP) ELEVATION
BOTTOM
ELEVATION
P4 a v
299.0
288.0
286.0
284.0
279.0
278.5
P -2
299.0
288.0
O
LLJZ
cn
279.0
278.5
P -3
275.0
269.0
267.0
265.0
W
Ey ;G
P -4
0 O
z
x
265.0
O
.ti
Z
wpD
t
9
rn �'
NOTES:
Lij
W
1. INDIVIDUAL PIEZOMETERS TO BE PERMANENTLY LABELED FOR
E
DATE: _ _
06 06 2012
IDENTIFICATION AND MONITORING PURPOSES.
SPILLWAY FILTER DETAII.
W
°o
N.T.S.
SHEET N0.
sw-
ww7
Z
2. TOP - OF PIEZOMETERS TO BE FLUSH WITH GROUND AND BE
PROVIDED WITH FLUSH -MOUNT STEEL COVER AND 2'X2'X1'
Z
CONCRETE PAD.
w
3. DIMENSIONS OF BOREHOLE TO BE DETERMINED BY ONSIIE
n
GEOTECHNICAL ENGINEER. MINIMUM DIAMETER SHOULD BE 6".
CAI?n ® ®,,
a
e
ee m
k9
, PIEZOMETER
SURFACE
ELEVATION
TOP OF BENTONITE
SEAL ELEVATION
TOP OF SAND
PACK ELEVATION '
TOP OF SCREENED
PVC ELEVATION
BOTTOM OF SCREENED
PVC (CAP) ELEVATION
BOTTOM
ELEVATION
P -1
299.0
288.0
286.0
284.0
279.0
278.5
P -2
299.0
288.0
286.0
284.0
279.0
278.5
P -3
275.0
269.0
267.0
265.0
260.0
259.5
P -4
275.0
269.0
267.0
265.0
260.0
259.5
o�
a
o
a
0
0
IL
NOTE: CONSTRUCTION FO THE DRAINAGE DIAPHRAGM SHALL BE
PROJECT N0. RAP -11001
PERFORMED UNDER OBSERVATION BY THE ON -SITE GEOTECHNICAL
ENGINEER.
FILENAME: RAP11001 -PD
3
DESIGNED BY: '
JWC/ J ES
DRAWN BY: JES
t
U
SCALE. N TS
E
DATE: _ _
06 06 2012
N
SPILLWAY FILTER DETAII.
°o
N.T.S.
SHEET N0.
sw-
ww7
a
a
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
WimcADAMS
a