20180101 Ver 1_More Info Received_20180301 (2)

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GENERAL NOTES - -- --- CONSTRUCTION SEQUENCE: - - _ _-- . - . = __ _ • = \ ��� _ ___-_ \
1. ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO 114E ENGINEER'S ATTENTION IMMEDIATELY. - I. THE OWNER-SHALL OBTAIN _A LAND DISTURBING (GRADING) PERMIT AND AN 'APPROVAL,TO CANSTRUCY LROM'THE _./� - _� !` •.`,. _ �� ^ \ \\\i'' / (/ Lam\ \ \ �� ��\\ \\ \ \
- CITY OF DURHAM AND ALL OTHER APPLICABLE AGENCIES PRIOR TO CONSTRUCTION-
2.
2. THIS STORMWATER FACILITY WILL BE REQUIRED TO BE CERTIFIED UNDER THE CITY OF DURHAM'S.BCE PROGRAM.
V 2. INSTALL.ALL.S DIM 1 N- N M
MAKE- FAMILIAR WITH ALL OF THE OB OBSERVATION. TESTING AND CERTIFICATION E ETOR S EROSD -CONTROL MEASURES PER THE APPROVED SEDIMENT AN SI N \/
THE CONTRACTOR SHALL CE E D ESO 0 CONTROL
N ( REQUIREMENTS OF THIS PROGRAM. THIS PROGRAM REQUIRES EXTENSIVE OBSERVATION, TESTING, AND CION. IT ION . PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED-SEDIMENTTHECONTRACTO AND EROSION COAPPR MEASURES
BY BOTH THE DESIGN ENGINEER AND THE GEOTECHNICAL ENGINEER PRIOR 70 AND DURING CONSTRUCTION. IT THROUGHOUT THE ENTRE PROJECT,-AS'REOUIRED. THE CONTRACTOR SHALL' RECEIVE APPROVAL FROM'7HE EROSION
- ) SHALL BE THE RESPONSIBIUTY,DF THE CONTRACTOR TO ENSURE THAT OBSERVATION, TESTING. AND CERTIFICATION CONTROL INSPECTOR_AS_REOUIRED,_BY_-GOVERNING AGENCIES,, PRIOR TO: ANY�CLEARING., ---- =-- i' -�` -- 310 50' NEUSE / _ -
EFFORTS ARE COORDINATED WITH THE DESIGN ENGINEER AND THE GEOTECHNICAL ENGINEER. NO CERIIFlCAIES OF '// - % ! STREAM �� c ' \ I
\, OCCIIPANCY SHALL BE ISSUED BY THE CITY OF DURHAM UNTIL THIS FACILITY IS ACCEPTED UNDER THE BCE 3. CLEAR AND GRUB AREA WTHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE / -- BUFFER
PROGRAM, ROOT SYSTEMS MUST BE REMOVED FROM THE DAM-FGOIPRINT AREA AND BACKFILLED YAW SUITABLE SOL / - / / / -\ - EXISTING TOP
MATERIAL THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS THE DAM EMBANKMENT. / _
OF BANK (TYP.)
3. THE DAM EMBANKMENTS SHALL BE CONSTRUCTED ON UNDER THE OBSERVATION OFA QUALIFIED GEOTECHNICAL THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TOA SUITABLE DEPTH AS DIRECTED BY THE _ _ i' ",YS--------/ \ / / I / JO PUBLIC
ENGINEER. WHO IS REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF NORTH CAROINA. 714E ON-SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS B BE LEFT IN PUCE MUST BE PLACED
T TO ///�� ---- i- // ITARY SEK_4i ��\ -
GEOTECNNICAL ENGINEER MUST HAVEE%PERIEHCE IN 714E DESIGN AND CONSTRUCTION MONITORING OF DAMS OF PROMOTE BONDING OF THE NEW EMBANKMENT FILL NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM / _ _--------./ _ ^----_ --- / \ / aT _--_ _ _ _ _ _
.THE SIZE AND SCOPE COVERED BY THESE STANDARDS AND GUIDELINES OR KEY TRENCH UNTIL APPROVAL OF'THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE J - - / - -
GEOTECHNICAL ENGINEER. _-------- � - -" -
' 4. THE GEOTECHNICAL ENGINEER. AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF CONSTRUCTION OF THE DAM � ' �' i � - 320
(IE.. PREP A7104 OF THE -FOUNDATION, INSTALLATION OF THE KEY TRENCH. INSTALLATION OF THE PRINCIPAL 4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE TRENCH // ���` /� �� ____ // �' _-_----------
SPILLWAY. PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL• ETC.). THE SHALL EXTEND A MINIMUM OF 5 R BELOW EXISTING_GRADE OR 2 FT BELOW THE 24.6 OUTLET BARREL AND SHALL ----' i I
FREQUENCY OF OBSERVATION ANO TESTING MUST BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER TO STATE, IN HAVE A MINIMUM BOTTOM NOW OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H: V). / ��/'
HIS/HER PROFESSIONAL OPINION. THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TILED / / /// ��- --- _ / --- ---
_ _ ACCORDANCE WITH THE APPROVED CONSTRUCTION DRAVANGS'AND SPECIFICATIONS REFERENCE IS MADE TO "BERM AND SOIL COMPACTION SPECIFICATIONS.- DEPENDING UPON ON-SITE SOIL CONDITIONS ENCOUNTERED DURING / `/ / \ - -- ` " ` ¢ i - '
' 'SECTIONS 4.1 TO 4.5 OF THE DURHAM REFERENCE, GUIDE FOR DEVELOPMENT REGARDING GEOTECHNICAL EXCAVATION, THE ON-SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH / /- ------------/r// � -
CERTIFICATION OF DAM EMBANKMENTS. AS DEEMED NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION / '�
FOR FUTURE AS-BUILT "SUBMITTALS TO THE CITY DF DURHAM.-/
5. PRIOR TO CONSTRUCTION. THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE - - -
PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANXMENT/KEY TRENCH. 5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE
SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED 'BERM AND SOIL COMPACTION SPECIFICATIONS' THE KEY,C`
6. THE CONTRACTOR SHALL PROVIDE A ONE YEAR WARRANT PERIOD FOR ALL PLANTINGS IN THE STORMWATER TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN :THAT-SECTION.- _ / / j / -// ' - - i - -- - - - ' r / ---��� - -
MANAGEMENT FACILITY PER CIT OF DURHAM REQUIREMENTS - - - -- - _ -- ---- - - - - - - -- - - - -- / / / - - - - / - - - _ T I_
VELOCITY OISSIPATOR NCDOT -
6. PRIOR TO INSTALLATION• SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE / / / - / _ / / 330 _ _ / �CI155 I' RIPRAP \ /-
7. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT ME KEY TRENCH EXCAVATION PRIOR TO PLACEMENT OF ON-SITE GEOTECHNICAL-ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE / / / / // � 12'L % 6'W % 22'TANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND COVERS UP THE KEY TRENCH LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, / / j` / / i - �/ I D50 e 13'
PRIOR TO INSPECTION, THEN_ THE KEY TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT J / / (SESEg3) DETAIL ON SHEET
EXPENSE MATERIALS SHALL BE REPLACED WITH 'ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE / ✓ i --- J(' W-
FILL AS DIRECTED BY THE O/ _ N, SITE GEOTECHNICAL ENGINEER. _ _ -_ - _ _ _ / / / / / 30-FOOT VEGETATED FILTER
B. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTNG'PLAN/SCHEDULE. / ( I I _ _- STRIP (TO BE SODDED)
PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT 7. IN ORDER TO HELP PROTECT'-THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE,' / I I 1 AppROXIMA7LLY 4014 SLOPE �_ ENDWALL PER NCDOT STD. 838.80(FILL AREAS). AREAS). AND RUNOFF) BEFORE THE CRADLE.CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3' TO 4' THICK I (SEE DETAIL SHEET SW-B5) INV. OUT (24.0 RCP) =340.00
CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS APPROVED BY IHE ON-SI ( - \ _ _ _ _ _ _ _ _ /
9. DURING THE INITIAL STAGES OF CONSTRUCTION, THE FACILITY MAY BE USED AS A SEDIMENT BASIN FOR EROSION ENGINEER. THE MUD-MAT WLL-ALSO PROVIDE BEARING FOR THE BLOCKS.TNAT TEMPORARILY SUPPORT THE \ ( ( \ _ - -
CONTROL PURPOSES IF S0, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED - I
By ME CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. LMcADAMS COMPANY FOR REVIEW. 1 \ I \ 3 TO WIDE LAYER OF 857 / \ � 1 - �
A THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE DAM, KEY S =' - \ \ \ - STONE (4-INCHES DEEP) / / • • • 1 24'0 RCP SPILLWAY FILTER _
TRENCH, ETC.)'WTH THE EXCEPTION OF THE INTERIOR GRADING. TIE INTERIOR GRADING WILL BE 8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 6' THICK LIFTS ` \ 1 ( UNDERIDRAIN WITH FILTER FABRIC I - ----I -- (SEE DETAIL SHEET SW-B3)
CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE. PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWSE BY THE ON-SITE GEOTECHNICAL ENGINEER. FILL LIFTS SHALL ( - (SEE DETAIL SHEET SW-B5) J / \ \
BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL IF IT IS NECESSAR\' 1 - /
B. THE TEMPORARY DRAWDOWN RISER SHALL BE CONNECTED TO THE PERMANENT 8'0 DIP DRAIN PIPE. OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO iINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION. Y, THE EMBANKMENT FILL MATERIAL WLL BE
` \ \ 10' SOUD CONCRETE LEVEL SPREADER / y � ---- --
(SEE DETAIL'SHEET SW-B5) LEVEL. _ ✓ _ __
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE 9' AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE \ I SPREADER UP ELEV. - 338.00 ' / 33 ---- -- \
REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAWDOWN RISER AND CRADLE THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS: ` I \ , - / / / / -
\ \__
CLEAN-OUT THE BASIN, ALL SEDIMENT, TRASH, ETC. SHALL U DISPOSED O PROPERLY (LE - PLACED INA A IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORLMwoRK FOR THE CONCRETE CRADLE, I \ / TRIANGULAR CHANNEL O O.ODx/ - ' -
LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER OUPUTY COULD BE ADVERSELY AFFECTED. THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP TO THE TOP OF CONCRETE CRADLE I I I / SLOPE LINED W/ LANDLOK NRF / C 348 _ -_BO LF 24'0 RCP O- -�
ELEVATON. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND / / REINFORCEMENT MATTING 45D / - - 5.00R _
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED. THE CONTRACTOR SHALL IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE / / / 345
CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AB PER THE PROVIDED / / (SEE DETAIL SHEET SW-BS) / / ; 0-------
CONCRETE CRADLE DETAIL - - GREENWAY / - - - -
E. ONCE THE GRADING-IS COMPLETE. THE CONTRACTOR SHALL REQUEST AN ON-SITE INSPECTION AND AN B. IF THE PROPOSED STRUCTURAL FILL IS NOT UIU7ED AS THE FORMWORK FOR THE CONCRETE CRADLE, THEN EASEMENT
/ ENDWALL WTH MODIFICATION-----
AS-BUILT.SURVEY PRIOR TO INSTALLATION OF THE WEILAND PLANTS IF THE CONTRACTOR PLANTS THE PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT. THE FORMWORK FOR THE CONCRETE CRADLE / / PER NCDDT STD. 838.80
PROPOSED-VEGETATION PRIOR 70 AN AS-BUILT SURVEY (AND SUBSEQUENT APPROVAL), ANY CHANGES TO SHOULD'BE-IN5TALLED ON EXISTING GROUND AND / OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE / / // / /INV. DUT (15.0 RCP) 0 33D.OD / / / `t, - \- --_
THE GRADING / RE-PLANTING OF PLANTS WILL BE AT THE CONTRACTORS EXPENSE. CONSTRUCTED PER THE PROVIDED DETAILS. / (SEE DETAIL, SHEET SW-B3)1/
// ---- -- -- - ` _--
F. ONCE THE ENGINEER HAS APPROVED THE AS-BUILT GRADING. THE CONTRACTOR SHALL PLANT THE PROPOSED 10, INSTALL RISER /:BARREL ASSEMBLY• ALONG WTi THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED 'M19 // / / 15'0 RCP SPILLWAY FILTER � // / / TOP OF DAM � 556.00 1
WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. CONTRACTOR SHALL COORDINATE (SEE DETAIL SHEET / / (I D-FT WIDE MIN.) _
WTHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS-BUILT CERTIFICATION HAS BEEN COMPLETED BY THE /
WIN A LANDSCAPE PROFESSIONAL REGARDING SCHEDULING FOR PLANT INSTALLATION. ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE AGENCIES
70. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN/HR, IN ORDER TO HELP MAINTAIN A PERMANENT POOL. THE 11. INSTALL 24' AND 15' RCP OUTLET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW-B3. // // / / / / ' / / /_ PRECAST RISER OUTLET STRUCTIJRF
CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT GEOSYNTUETC CLAY LINER A MINIMUM OF / / 4 I1
1-FOOT BELOW THE LOWEST GRADE OR 1-FOOT BELOW THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE / / / // / / / / / SHAPE L SQUARE ------
12. CONSTRUCT EMBANKMENT PER ENTS O SPECIFICATIONS LISTED IN THE SECTION NGITITLED 'BERM AND SOIL COMPACTION / / / / / TS INTERNAL DIMENSIONS = 4 R. R 4 R. I
PROPOSED PLANINGS (WHICHEVER IS TECHNOLOGIES
R A (NEERGEOSYNTHEMC LINER IS CHOSEN, THE LINER SHALL BE SPECIFICATIONS' AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL SOIL CTERISTIIO OF THE / / / / / / / // / / / TOP OF RISER = 51. 25
BENTOMAT CL BY CETCO LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT. // �5�5 -4' 0 ORIFICE =351. 25 _
EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN 'BERM AND SOIL COMPACTION / / /
SPECIFICATIONS,' INCLUDING COMPACTION AND MOISTURE REQUIREMENTS IF NECESSARY TO ACHIEVE PROPER / / / / / - 88 LF 15'0 RCP O / / �/ a INVERT OUT 24'0 O-RING RCP)344.00
11. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PIANS-DEPICTS THE LOCATION OF THE FRONT FACE OF THE / / / / ( ' )_I 1-
RETAINING WALL AT THE BOTTOM. - COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL URB AND CUT BACK TO I / / / / / 9.66,5 / ��� // / /(SEE DETAIL ON SHEET SW-82)
PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE
CONDUCTED IN 4-INCH LOOSE LIFTS AND BE 70 THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE
12. THE ET
RAINING WALL IS 70 BE A DESIGN-BUILD PROJECT(S) BY THE CONTRACTOR. R SHALL BE THE CONTRACTOR'S Y / I
RESPONSIBILITY TO DETAIN FINAL CONSTRUCTION DRAWINGS FRDM'A REGISTERED PROFESSIONAL ENGINEER AND CAIN ENTIRE' EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED CUT AS DIRECTED BTHE
ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALL ON-SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED 'BERM AND SOIL COMPACTION
SPECIFICATIONS.' / / / SHAPE - SQUARE
13. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OR-SITE BORROW MATERIAL OR PROCESSED - SCM ACCESS @ / a INTERNAL DIMENSIONS = 4 FT. x 4 FT
FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE 13. UPON COMPLETION OF DAM EMBANKMENT. PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING MAINTENANCE/��` 1,50 ORIFICE INVERTED INTAKE °347,00
RETAINING-WALL_ DESIGNER THAT READILY AVAILABLE ON=SITE SOILS CAN BE USED. SCHEDULEEASEMENT / / / INVERT OUT (15.0 DIP) a 346.50
I J SEE DETAIL ON SHEET (SW-B5)
- - - _ 14. THE TOP'PND BOUTON OFWALLELEVATIONS SHOWN ON THESE PIANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. 14. SCHEDULE A FINAL-AS-BNLT INSPECTION AND AS-BUILT-SURVEY WITHTHE ENGINEER. AN.AS-BUILT INSPECTION
THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED SHOULD BE . SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR % / / / / / / / / / '� ✓/ / /
ON THE RETAINING WALL CONSTRUCTION DRAWINGS (BY OTHERS). DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE.SATISFACION OF THE ENGINEER AND / / / / / // / / / / // / / MAIN
OWNER BEFORE.CERTIFICATION SHALL BE GRANTED.-UPDN FINAL APPROVAL FROM -THE: CITY OF DURHAM; CLOSE//
15.-TIHE-GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES IF THE EXISTING SOIL LAYERS IN THE PROPOSED , THE 50 BOTTOM DRAIN VALVE-IN-THE RISER BOX AND-BEGIN-IMPOUNDING WATER. NO WATER SHALL BE
WETLAND (AFTER EXCAVATION) ARE NOT DETERMINEDSUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE FUTURE IMPOUNDED BEFORE AN APPROVAL lD IMPOUND IS ISSUED THE CI.7Y_ OF-DURHAM.
WEIAND PLANINGS. THE CONTRACTOR SHALL OVER EXCAVATE THE INTERIOR PORTIONS OF THE WETLAND (AT THE N / / j
AQUATIC SHELF) BY 1-FOOT. THE CONTRACTOR SHALL THEN ERING THE AQUATIC SHELF TO THE FINISHED GRADES / / / p /
USING THE TOPSOIL STOCKPILED ON-SITE (AMENDED AS DIRECTED BY THE ON-SITE LANDSCAPE PROFESSIONAL). - / / / / � �/ N`v / / / x`THE OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING CONDITIONS FOR THE PROPOSED WETLAND PLANTS OUTLET STRUCTURE MATERIAL SPECIFICATIONS VELOCITY DISSPATOR�
16. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANING (SEEDING) ON THE DAM EMBANKMENT ONCE 1. THE 24'0 AND 15'0 RCP OUTLET BARREL SHALL BE CLASS 111 RCP, MODIFIED BELL AND SPIGOT, MEETING THE / J I I I / / 4 d/ / / �•J' (. NCDOT CLASS I RIPRAP
FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL PRIOR TO REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED O-RING RUBBER GASKET JOINTS MEETING J I I ) I / ��" /�' /4.51 X 4.5'W'X 9' THICK
TOPSOIL INSTALLATION. THE CONTRACTOR SHALL SCARIFY THE THE TOP 2'-3' OF THE BERM SECTION TO PROMOTE ASTM C-443-U17ST.-THE PIPE JOINTS SHALL BE TYPE R-4. THE PIPE SHALL BE MANUFACTURED WITH NO LIFT J J I I I / l / /✓ / / JAOA D50 - 8'
BONDING OF THE TOPSOIL WITH THE COMPACTED FILL THE TOPSOIL DEPTH SHALL RANGE FROM 3'-4' ON THE HOLES I N I / / - /� (SEE DETAIL SHEET SW-B4)
n DAM EMBANKMENT. J I 37,LF 12' CLASS III, O-RING RCP
OU/
a 2. THE OUTLET RISER STRUCTURE AND INVERTED INTAKE CUTLET STRUCTURE SHALL BE PRECAST REINFORCED J I
6 17. IN E CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN Y PUMPING EQUIPMENT, ETC. NEEDED FOR CONCRETE. THE STRUCTURAL DESIGN FOR THEW % d CONCRETE (INTERNAL DIMENSIONS) RISER BOX WIN I J I 5.417. GEOTEXILE FABRIC) (JOINTS WRAPPED IN NDN-WOVENSLOPE 2zi SLOPE BAY
FOR
REMOVAL OF-WATER FROM VARIOUS AN
PARTS OF THE STORMWATER' WETLAND SITE IT IS ANTICIPATED THAT PUMPING EXTENDED BASE SHALL BE BY OTHERS PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE I / /
WILL BE NECESSARY IN THE EXCAVATION AREAS' (I.E. -KEY TRENCH). DURING PLACEMENT OF FILL WITIHIN THE THE ENGINEER WTH SHOP DRAWNGS,- SEALED BY A P.E. REGISTERED IN NORTH CAROLINA. FOR REVIEW. I I I INV. IN (FOREBAY) =343.00 (') (EYP.)
KEY TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE - I I INV. OUT (MAIN POOL) =341.00 - X I / / /- / / FOR BAF V IAF SPILLWAY
I / / 70P OF RIP RAP (CREST) = 350.00'
BOTTOM OF 'THE EXCAVATION. THE MANNER S WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE 3. THE RISER BOX WALL
TH RISER SHALL BE PROVIDED WITH STEPS 16' ON CENTER. STEPS SHALL . PROVIDED I J I 1
S -- - CRESTB.TTo LENGTH RIP= 25 R. -
EXCAVATION BOTTOM AND SIDESLOPES ARE STPBLE. ON THE IN WALL B THE RISER BOX. STEPS SHALL SE IN ACCORDANCE WITH NCDOT STD. 840.66. PLEASE I k I I .\ / /
REFER l0 SHEET SW-B2-FOR LOCATION OF THE RISER. STEPS _BOTTOM LENGTH R 9. FT 9.00
I _ 'Y
-_-- - - - - - - ^ - _ -- ---- _--_ _ _ - __ - 4. `THE'BTa8'W.30' THICK( CONCRETE`ANT-FLOTATION BLOCK FOR THE PRINCIPAL SPILLWAY RISER STRUCTURE SHALL J J I I - - I I I _ \ -_ �-' _ _LINER = NCODT CLASS 'e' RIPRAP
BERM AND SOIL COMPACTION SPECIFICATIONS BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE'SNALL BE /' -- '"- - -- \ _ SIDE SLOPES v 3(H):1(V)-
- - --- - - \ -- - _ --_ --- - -- - - - INCLUDED AS PART OF THE -SHOP DRAW NGS THAT WLL,BE SUBMITTED. TO7HE ENGINEER FOR RENEW-(SEE-ITEM 2 - I - - I -- I - -_ - -' I_� - - - O I f\
_ -\ __ I,_ - I_ I __ _ __ _ L ___ - _ 1. -__ _I - -- - - • A FILTER BLANKE7IS 70 BE
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED ABOVE). IN UEU OF -A PRE-CAST BASE. THE CONTRACTOR MAY OPT TO CAST-IN-PLACE THE ANTI-FLDTAION -- - -_. - I _ ._ _ - I _ : - - _ _ _ _ \- - _/- - J _ _
BY THE DN-SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS. STUMPS. WOOD, BLOCK IN THE FIELD SEE SHEET SW-BSI. HOWEVER. PRIOR TO CONSTRUCTING THE CAST-IN-PLACE BASE, THE I--- - -- I-- - - I - . ____� _ - INSTALLED r BETWEEN THE RIP RAP AND SOIL --
STONES GREATER THAN 6', AND FROZEN OR OTHER LIBJECTIONABLE-MAIERIAL THE FOLLOWING SOIL TYPES ARE CONTRACTOR SHALL SUBMIT SHOP DRAWNGS TO THE ENGINEER FOR REVIEW DENOTING THE FOLLOWINd I 1 1 I FOUNDATION. -THE FILTER-BLANKET WILL
SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL IF OTHER SOIL TYPES _ \ '�1 CONSIST OF A MINIMUM 4' THICK LAYER OF
ARE DETERMINED TO BE SUITABLE BY THE ON-SITE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED A STEEL REINFORCEMENT I I I I I \/ \ 1 STONE (857) UNDERLAIN WIN MIRAFl FILTER
,L FOR FUTURE AS-BUILT SUBMITTALS B. THE CONNECTION MECHANISM TO JOIN THE ANTI-FLOTATDN BLOCK WIN THE RISER SECTION 1 I ` I - _ 1 C'U \ '\ CCC M WEAVE TDD OR ENGINEER APPROVED
I EQUIVALENT
- 2. PRIOR 70 USE AS FILL MATERIAL FOR THE' DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM STANDARD 5. IF THE ANT-FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST RISER _ \ \ - - I \ \ \
_ PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE'THAT OPTIMUM MOSNRE CONTENT AND CDMPACTON BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 37.676 LBS THE STRUCTURE WEIGHT SHALL BE THE
d _ CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY BLDCKOUTS FROM
& _ - THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWNGS.SUBMITTEO TO THE
•� - 3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 6- UFT (UNCOMPACTED). EACH UFT ENGINEER FOR RENIN
EW. IF THE CONTRACTOR OPTS TO CAST--PLACE THE ANT-FLOTATON BLOCK, THE ( 1 \
6 -
SHALLCONTRACTORFOR THE ENTRE-LENGTH OF EMBANKMENT. ,BEFORE PLACEMENT OF FILL FOR THE BERM CONTRACTOR SHALL ENSURE THE WEIGHHT OF THE ENTRE RISER STRUCTURE IS EQUAL TO 7HE MINIMUM LISTED - 1 _
_ SECTION, ALL UNSUITABLE MATERIAL SMALL BE RENOYED AND THE SURFACE PROPERLY PREPARED FOR FILL ABOVE. ,' \' J < </ \ \ \
i PLACEMENT. FILL MATERIAL7 wTHIN 3' OF EITHER SIDE OF ALL SPILLWAY AND DRAINAGE STRUCTURES TO A DEPTH - - SH- \ \ \ \ I / (•- \ \ \ f _ +LB--
E OF.OVER THE STRUCTURE SHALL BE PLACED IN 4-INCH'(UNCOMPACTED) LIFTS AND HAND-COMPACTED TO THE 6. THE RISER BOX JOINT DESIGN SHALL. CONFORM TO ASTM C-478. THE JOINTS ALL BE'GASKETTED CONFORMING
OOO SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. TO ASTM C-433. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NDN-SHRINK
- GROUT. EACH RISER SECTION'SHALL BE PER THE DETAIL PROVIDED ON SHEET SW=B2.\-\ = _ _ = = _ _ - _ �� - / j > �/ -- ♦ 1 /T_' _
4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED TO AT LEAST _ J- _ -- _ -
7. PRIOR TO ORDERING. THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWNGS TO THE ENGINEER FOR
;0 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL' BE COMPACTED AT
A MOISTURE CONTENT WITHIN -1 TO 43 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL RENEW. A-MINIMUM 2' X 3'-ACCESS HATCH.OPENING IS REQUIRED. CONTRACTOR SHALL ENSURE THAT AN ACCESS \I y \ ( SCM ACCESS &-
MAINTENANCE
i - BE',PERFORMED BY THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER HATCH IS PROVIDED WTHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE _ _ I _, _ _ �� / % _ - - \
COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE MAINTENANCE ACCESS CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. - _ i i' / \ EASEMENT.
COMPACTOR. IN ORDER-TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE
UNTIL MINIMUM COYER IS ESTABLISHED ALONG THE PIPE IL ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFICATIONS UNLESS OTHERWISE NOTED:
1
_ -SLUMP
30D0 PSI (28 DAY) - -- - _ ( - - - \ /
_5: FILL MATERIAL PLACED AT DENSITIES LONER CTHANONN SPECIFIED MINIMUM DENSITIES EN MOISTURE CONTENTS OUTSIDE -SLUMP S - 5 _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ( \ \
THE SPECIFIED RANGES. B OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND -ENTRAINED AIR SF - 77. - -- --- - --- ---\ -\ - -
REPLACED WITH-ACCEPTABLE MATERIALS.
9. EQUALGEOTEXIILE(NO FABRIC FOR THE 24'4 RLP OUTLET BARREL JOINTS SHALL BE MIRAFl 180N OR ENGINEER APPROVED \ \ \ \ \
«B 6. ANY FILL LAYER THAT C SMOOTH DRUM ROLLED A REDUCE MOISTURE PENETRATION DUPING A STORM EVENT EQUAL (NON-WOVEN FABRIC).
- - � SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF. THE NEXT SOIL UR.
/ 7. TESTING OF THE NEW FILL MATERIALS'SIALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF 10 820RX CENiRIMWATER CE VALVE ORILAND EENGINEER APGENCY PROVED EQUALAL. TITLOWN IS MA AN ES VALVE S70 PLUG A IN CCORDANL'E WTH AWWA CVE THE VALVE SHALL BE A M504 SEC.E - _ CITY OF ➢URBAN
EE PU6110 ROI® ➢BPARfY6N'[
COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE. ONE DENSE TEST SHALL BE PERFORMED FOR 82D AND SHALL A OPERABLE FROM TOP OF OUTLET STRUCTURE NA A HANDWHDA (SEE DETAIL ON SHEET - �p��
Q$ EVERY 2.5DO SQUARE-FEET OF AREA FOR EVERY LIFT OF FILL OR AS DIRECTED BY THE,ON-SITE GEOTECHNICAL SW-B2). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WTH A HANDWHEEL ON TOP FOR - `
- $ - ENGINEER. - OPERATION OF THE B'0 PLUG VALVE A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE .WRENCH PIJAN ■TFL 1iI
_ _ a
B. TESTING WILL BE REQUIRED ALONG THE 24.0 O-RING OUTLET BARREL AT A FREQUENCY OF ONE TEST PER 25 LF TO TME TRASH RACK' _ . S EWMATER MANAGEME_ Nr FACILPI W PIJA V VIM TDRC1NEfQt1N6: DATE
OF PIPE PER VERTICAL FODT OF FILL DR AS DIRECTED BY THE•ON-SITE GEDTECHNICAL ENGINEER. 1 m 20 STORM RATER DATR
- - GRAPHIC SCALE 9. TIES OF THE DECREE (R) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A PART STATEMENT OF RESPONSIBILITY 0 10 20 w TRANSPORTATION DATE
d OF TINE PERMITTEVS NORMAL QUALITY CONTROL PROGRAM FOR THE CONSTRUCTION OF THE DAM. TESTS SHALL 1 ALL REQUIRED MAINTENANCE AND INSPECTONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE PROPERTY DATE
_9 BE CONDUCTED CDNCURRENT WITH THE INSTALLATION OF COMPACTED FILL AND THE CONTRACTOR SHALL, OWNER'S ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS FACILITY. y, COORDINATE THE CONSTRUCTION OF THE DAM SO THAT TESTING CAN BE COMPLETED. SHOULD THE RESULTS OF I inch = 20 ft DATE
THE TESTS INDICATE THAT THE SPECIFIED DEGREE OF COMPACTION HAS NOT BEEN OBTAINED, THE PORTIONS OF _ -
THE DAM REPRESENTED BY SUCH TESTS SHALL BE REWORKED OR REBUILT. ALL PORTIONS OF THE DAM SHALL
iR ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION. '
FINAL DRAWING NOT RELEASED FOR CONSTRUCTION

smRmwAa7,R mANAGEmENT FAcn= w CONSMUCHON SPECIE GAMMONS a
GENERAL NOTES CONSTRUCTION ---__
1. ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION IMMEDIATELY. 1. THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN 'APPROVAL T0. CONSTRUCT' FROM THE _ /
- CITY OF DURHAM AND ALL OTHER APPLICABLE AGENCIES PRIOR TO CONSTRUCTION. - / - / / / . / / - // i l / / / 'VELOCITY DIS
SIPATOR NCDOT
V 2 THIS STORMWATER FACILITY CULL BE REQUIRED O BE CERTIFIED UNDER THE CIN OF DURHAM'S BCE PROGRAM. O// /// // J // �CLA55 7' RIPRAP F U
THE CONTRACTOR SHALL MAKE HIMSELF FAMILIAR WITH ALL OF THE OBSERVATION, TESTING, AND CERTIFICATION 2. INSTALL ALL' SEDIMENT_AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION CONTROL 3p• 0y8(p // / S7 / / 30 -FOOT VEGETATED FILTER 18'L % 91Y X 22i zy� A •: �
_REQUIREMENTS OF THIS PROGRAM. THIS -PROGRAM REQUIRES EXTENSIVE OBSERVATION, TESTING, AND CERTIFICATION PLAN.'7HE CONTRACTOR SHALL MAINTAIN -ALL APPROVED -SEDIMENT -AND -EROSION CONTROLMEASURES -- - - - - - __/--�__ _ /SANITARY SEWIIH- /�--//-// -- -STRIP (TO BE SODDED) -- - - - / DSD = 1Y d'e z
BY BOTH THE DESIGN ENGINEER AND THE GEOTECHNICAL ENGINEER PRIOR TO AND DURING CONSTRUCTION. IT THROUGHOUT THE ENTRE PROJECT, AS REWIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL FROM THE EROSION / APPROXIMATELY BO% MOPE _ / (5D DETAIL ON SHEET SW -A3) '� 0
1 SHALL BE THERESPONSIBILITYOF THE CONTRACTOR TO ENSURE THAT OBSERVATION, TESTING, AND CERTIFICATION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. - /� / �� / /�/ /' /; (SEE DETAIL SHEET SW -AS)
(\ _ EFFORTS ARE COORDINATED WITH THE DESIGN ENGINEER AND THE GEOTECHNICAL ENGINEER. NO CERTIFICATES OF __ - _-_ - __" _ - - - - / _ / / // _ / _
Jl OCCUPANCY SHALL BE ISSUED BY THE CITY. OF. DURHAM UNTIL THIS FACNTY IS ACCEPTED UNDER THE BCE 3. CLEAR AND GRUB AREA MINIM THE UNITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR ENTIRE _ �i / - / / / - --'/�
PROGRAM. ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH SUITABLE SOIL ' /
MATERIAL ME BACKFILLED AREAS SHALL BE COMPACTED O THE SAME STANDARDS AS THE DAM EMBANKMENT. / % / ��
.1 THE DAM EMBANKMENTS SHALL BE CONSTRUCTED UNDER THE OBSERVATION OF A QUALIFIED GE07ECHNICAL THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE / /' / // - / 3 FF WIDE LAYER.OF #57_ - / �ENDWALL WITH MODIFICATION
ENGINEER, WHO IS REGISTERED AS A PROFESSIONAL ENGNEER IN 7HE STATE OF NORTH CAROUNA THE ON-SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO / / STONE (4 -INCHES DEEP) i- PER NOT SO. B3B.80 8
GEOTECHNICAL ENGINEER MUST HAVE EXPERIENCE IN THE DESIGN AND CONSTRUCTION MONITORING OF DAMS OF PROMOTE- BONDING OF THE NEW'EMBANKMENT'FlLL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE OAM / / // /UNDEMAIN WITH FILTER FABRIC // -INV. OCTU(36.0 RCP) -.32800 m
THE SIZE AND SCOPE COVERED BY THESE STANDARDS AND GUIDELINES. OR KEY TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE l Y / / /' / / / / / (SEE DETAIL SHEET SW -A5) - / \ (SEE DETAIL SHEET SW -A4) \ \ \ r^
GEOTECHNICAL ENGINEER. // / / / / tl/
4: THE GEOTECHNICAL ENGINEER. AS DEFINED ABOVE, SHALL OBSERVE ALL ASPECTS OF CONSTRUCTION OF THE DAM -/' / 10' SOLID CONCRETE LEVEL SPREADER- / I
-(IE., PREPARATION OF THE FOUNDATION, INSTALLATON OF THE KEY TRENCH, INSTALLATION OF THE PRINCIPAL 4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERUNE OF THE PROPOSED DAM EMBANKMENT. THE.TRENCH / / // / /' (SEE DETAIL -SHEET SW -A5) LEVEL /
SPILLWAY PIPE, INSTALLATION OF THE INTERNAL DRAINAGE, INSTALLATION OF COMPACTED FILL, ETC.). THE SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 36'0 OUTLET BARREL AND SHALL- / / // / / / / SPREADER UP 0". = 321.00 I
FREOUENCY OF OBSERVATION ANO TESTING MUST BE SUFFICIENT FOR THE GEOTECHNICAL ENGINEER TO STATE, IN HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH WDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). `/ O // i - - -- i I - 38'0 RCP SPILLWAY FILTER - �•
HIS/HER PROFESSIONAL OPINION, THAT THE SPECIFIC ITEMS OBSERVED AND TESTED WERE INSTALLED IN THE KEY TRENCH SHALL BE COMPACTED TO`THE SAME SPECIFICATION LISTED IN ITEM 4 OF THE SECTION TITLED / /`/ // / / / 6 Ff WIDE (1 FT DEEP) - r/ I (SEE DETAIL SHEET SW -A3)
ACCORDANCE NTH THE APPROVED CONSTRUCTION DRAWINGS AND SPECIFICATIONS. REFERENCE 15 MADE TO BERM AND SOI: COMPACTION SPECIFICATIONS' DEPENDING UPON ON-SITE SOIL CONDITIONS ENCOUNTERED DURING / / / / TRIANGULAR CHANNEL O DEEP)
SECTIONS 4.1 TO 4.5 OF THE DURHAM REFERENCE GUIDE FOR DEVELOPMENT REGARDING GEOTECHNICAL EXCAVAIEON. THE ON-SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH. / / / / / / SLOPE LINED W/ INEL 0 TURF _ _
CERTIFICATION OF OATH EMBANKMENTS. AS DEEMED NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION / / / / REINFORCEMENT MATTING 450/
FOR FUTURE AS -BUILT SUBMITTALS TO THE CITY -OF DURHAM.----- - - / / /// / / / / 3670 RCP O
/ / (SEE DETAIL SHEEP SW -AS)
S. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF THE - - - -- - / / / / ]� •2.2776 SCM ACCESS d:
PROPOSED BORROW
AR
FOR USE IN THE DAM EMBANKMENT/KEY TRENCH. 5. BEGIN -PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH."THE KEY TRENCH SHALL BE COMPACTED TO THE / / / / / ENDWALL WITH MO NFICATON \ l / \ NTEDEHMNCE
SPECIFIC DNS LISTED ITEM 3 OF THE SECTION TITLED 'BERM AND SOIL COMPACTION SPECIFICATIONS' THE KEY / / / / / ' /' / PER NCDOT SO. 838.80'' -
6. THE CONTRACTOR SHALL PROVIDE A ONE YEAR WARRANTY PERIOD FOR ALL PLANTINGS IN THE STORMWA7ER TRENCH SHALL BE TESTED PER -THE -SPECIFICATIONS LISTED -IN. THAT SECTION. _ - / // / / /INV. OUT 15'0 RCP ( • '�" 29 /
MANAGEMENT FACILITY PER CITY OF DURHAM REQUIREMENTS - / /O/' / (SEE DETAIL SHEET SW -A3)
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY THE / /
7. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO PLACEMENT OF ON-SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE
ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND COVERS UP THE KEY TRENCH LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE PIPE' ALIGNMENTS, / / / / / / / 15'0 RCP SPILLWAY FILTER
PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT / / / / --' (SEE DETAIL SHEET SW -A5)/ - - _ PRECAST RISERot FT eTn 1 . IR
EXPENSE. - - - -.
MATERIALS SHALL BE REPLACED YAM ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR PLOWABLE ./ / i .SHAPE =SQUARE
FILL AS DIRECTED BY THE_ON-SITE.GEOTECHNICAL ENGINEER. _ _ _ _ i - // //// / 47 LF 15'0 RCP O / __ - INTERNAL DIMENSIONS 5 FT. [ 5 FT. 4t
B. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING PLAN/SCHEDULE. - - / / 1.067. 3}6•pp 'TOP OF RISER m333.80 - (••: _
ENOWALL VATH.MODIFlCATON'- �� pAM
PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED. ON THE PROPOSED DAM EMBANKMENT 7. IN ORDER TOMELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE, RAINFALL, SEEPAGE, -
(FILL AREAS). AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3' TO 4' THICK / / PER NCDOT SO. 83880 / TOp W WIDE MIN.) - _ -' (2) RT OUT
(0-0 O ORIFICE 333029 ? 25
(1p -FT-_ - INVERT OUT (36'0 0 -RING RCP) 329.00
CONCRETE R. MUD MAT BE POURED OVER THE SUBGRADE ARING ONCE IT IS APPROVED BY THE ON-SITE GEOTECHNICAL / / ,INV. IN (150 RCP) = 3-A3) (SEE DETAIL ON SHEET SW -A2)
9. DURING THE INITIAL STAGES OF CONSTRUCTION, THE FACILIN MAY BE USED AS A SEDIMENT BASIN FOR EROSION ENGINEER. THE MUD MAT WILL ALSO PROVIDE POURED.
THEM THE BLOCKS THAT TEMPORARILY SUPPORT THE / / / // (SEE DETAIL SHEET SW -AJ) % _
CONTROL PURPOSES. IF -SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL CONSTRUCTION SEQUENCE BELOW: SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED / / /°' 4 \ -[•} „eC A .•``�
BY THE CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW. / / / /' / /SCM ACCESS R
A THE.CONTRACTOR SHALL CONSTRUCT THE ENTRE FACILITY (PERMANENT OUTLET STRUCTURE, DAM, KEY / / MAINTENANCE' \// se -
A.
TRENCH, EOJ WITH THE EXCEPTION OF THE INTERIOR GRADING THE INTERIOR GRADING WILL BE B. BEGIN CDNSTRUCTON OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 6' MIG( Ui75 // // EASEMENT /---
CONSTRUCTED ONCE THE.EROSION CONTROL PHASE IS COMPLETE. PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON GEOTECHNICAL ENGINEER. FILL LIFTS SHALL / / / / / N ,0.50
BE CONTINUOUS OVER THE ENTIRE LENGTH OF FELL. IF IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE
B. THE TEMPORARY DRAWDOWN RISER SHALL BE CONNECTED TO THE PERMANENT B'0 DIP DRAIN PIPE. • OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION. // . ' / / / A
G ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR APPROVES THE 9• AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE CONCRETE
REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAWDOWN RISER AND CRADLE THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS / / RIP RAP VELOCITY DISSIPATOR
CLEAN-OUT THE BASIN. ALL SEDIMENT, TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (LE, - PLACED INA - / NCDOT CLASS I RIPRAP-
0. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE CONCRETE CRADLE, /
LANDFILL) AND NOT STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED. 4'L X 5'W X 9' THICK
THEN THE THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP O THE TOP OF CONCRETE CRADLE / 050 a B'
ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE NEXT DOWNSTREAM JUNCTW BOX OR HEADWALL AND /
D. ONCE THE BASIN -IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE CONTRACTOR SHALL IS COMPACTED TO THE ELEVATION OF THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE (SEE DETAIL SHEET SW
CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. - TRENCH PER THE PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED /
DONOR CRADLE DETAIL - - -
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON-SITE INSPECTION AND AN - B. IF THE'PROPOSED STRUCTURAL FILL IS -NOT UTILIZED AS THE FORMWOTLK FOR THE CONCRETE CRADLE, THEN / / / / -MAIN POOL
AS BUILT SURVEY PRIOR TO INSTALLATION OF THE WETLAND PLANTS IF THE CONTRACTOR PLANTS ME /
PRIOR TO CONSTRUCTING THE FILL EMBANKMENT, THE FORMWORK FOR THE CONCRETE CRADLE / z
PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND SUBSEQUENT APPROVAL). ANY CHANGES TO SHOULD BE D PER THE
ON-EXISTINGROVIDGROUND AND / OR'1HE MUD NAL THE CONCRETE CRADLE SHALL BE TOP
WEIR P (CREST)
Y / /' //' / _ - / q
THE GRADING / RE -PLANING OF PLANTS WILL BE AT ME CONTRACTOR'S EXPENSE CONSTRUCTED PER THE PROVIDED DETAILS. / TOP OF RIP RAP (CREST) -
F. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT 1HE PROPOSED 10. INSTALL RISER./ BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE LOCATED BOTTOM C EST LENGTH
P RAP FT329.0�/
WETLAND PLANTS SHOWN -ON THE LANDSCAPE PLAN FOR THIS FACIUTY. CONTRACTOR SHALL COORDINATE WTHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION HAS BEEN COMPLETED BY THE BOTTOM LENGTH = 9 FT. ' // 324,
- 'MIN A LANDSCAPE PROFESSIONAL REGARDING SCHEDULING FOR PLANT INSTALLATION. ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE AGENCIES. / LINER = NCDOT CLASS B' RIPRAP
10. IF THE INFILTRATION RATE IS GREATER THAN DOT IN/HR. IN ORDER 70 HELP MAINTAIN A PERMANENT POOL THE 11. INSTALL 36' AND 15' RCP QU7LET BARREL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET SHEET SW -A3. / SIDE SLOPES = 3(H):IM J SCM ACCESS dt. �
CONTRACTOR'NiLL NEED TO INSTALL A q.AT LAYER OR A PERMANENT GEOSYNTIHETIC CLAY LINER A MINIMUM OF /319329.50 / _ - / MAINTENANCE M
'1 -FOOT BELOW THE LOWEST GRADE OR 1 -FOOT BELOW THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE NOTE: A FILTER.BLANKET IS TO BE ''EASEMENT
PROPOSED'PLANTINGS (WHICHEVER IS GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE 12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN -THE SECTION TITLED 'BERM AND SOIL COMPACTION /' INSTALLED
TON.ETHEEFlL7ER BILANKE7 µ7LL SOIL / N,ME . 330.00 / - 10 w Co
BENTOSED CL BY CES ( LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT SPECIFICATIONS' AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL CHARACTERISTICS Oc THE U \ W �7 CQ
EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN 'BERM AND SGL COMPACTION CONSIST OF A MINIMUM 4' THICK LAYER OF
11. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PUNS DEPICTS THE LOCATION OF THE FRONT FACE OF THE SPECIFICATIONS,' INCLUDING COMPACTION AND MOISTURE REQUIREMENTS IF NECESSARY O ACHIEVE PROPER STONE (157) UNDERLAIN WITH MIRAFI FILTER/ / / / 4'y,,\ // / / 132// / // \\ z' C
RETAINING WALL AT THE BOTTOM. COMPACTION. THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL UFTS AND CUT BAC( TO WEAVE 700 OR ENGINEER APPROVED / `l^4 -\ / / 10 -FT AQUATIC SHELF ^�
PROPER,FlNAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE EQUIVALENT / `F / / FROM EL. 329.50 O �+
12. THE REINING WALL -IS TO BE A DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE CONTRACTOR'S CONDUCTED IN 4 -INCH LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE / \ Op / 334 -�_ 330.50 O 10:1 SLOPE (TO R�
RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED PROFESSIONAL ENGINEER COW. ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE / / / / / YI / / \ BE INSTALLED AROUND SCM on O
ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING WALL ON-SITE GEOTECHNICAL ENGINEER AND AS LISTED IN THE SECTION TITLED *BERM AND SOIL COMPACTION / - / / y` 1 336 rI / PERIMETER) L) P4
SPECIFICATIONS' _ / / / l ' •.aVr z U
13. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW MATERIAL OR PROCESSED FOREBAY \ \ p z
FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE GECTECHNICAL ENGINEER AND THE 13. UPON COMPLETION OF DAM EMBANKMENT. PROMPTLY STABILIZE AND SEED OATH EMBANKMENT PER SEEDING ( / I I I / O
RETAINING WALL DESIGNER THAT READILY AVAILABLE ON-SITE SOILS CAN BE USED. SCHEDULE VELOCITY DISSPATOIR /
4 12'X7'X12' / / / / / 349 / / / P W E.
14. Sg1EDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN AS -BUILT INSPECTION \ CLASS 'B' RIPRAP C _ _ _ RETAINING WALL
14" THE TDP AND BOTTOM DF WALL ELEVATIONS SHOWN N THEE PLANS IDENTIFY FINISHED GRADE ELEVATIONS ONLY. \ / l 3 f DESIGN
BY OTHERS 9 P4
THE "EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ANY COMMENTS OR I \ '\ I / / / I / (SEE SHEETS C-7 AND = O
ON THE RETAINING WALL CONSTRUCTION DRAWINGS (BY OTHERS). DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTON'OF THE ENGINEER AND \' I 344' / C-8 . E- O
OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM THE CITY OF DURHAM, CLOSE 'I \ - \ / ) SEE GENERAL Ik
15. THE GRADES.SHOWN ON THIS PLAN ARE FINISHED GRADES IF THE OUSTING SOIL LAYERS IN THE PROPOSED THE Bb BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. ND WATER SHALL BE \ \ \ \ \ I / �� NOTES 11 THROUGH 0, .~'
WEIAND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A LANDSCAPE PROFESSIONAL FOR THE FUTURE IMPOUNDED BEFORE AN APPROVAL O IMPOUND IS ISSUED FROM THE CITY OF DURHAM. \ \ \ �/ // I 346 ` / 14. .CIT Cn CQ X
WETLAND PLANTINGS. THE CONTRACTOR SHALL OVER EXCAVATE THE INTERIOR PORTIONS OF THE WETLAND (AT THE
. AQUATIC SHELF). BY -I -FOOT. THE CONTRACTOR SHALL THEN BRING THE AQUATIC SHELF TO THE FINISHED GRADES \ \ \ \ _
U14
SING THE TOPSOIL S70CKPILED ON-SITE (AMENDED AS DIRECTED BY THE ON-SITE LANDSCAPE PROFESSIONAL). 1 - PROPERTY LINE
THE OVER EXCAVATION WILLALLOWFOR BETTER PLANTING CONDITIONS FOR THE PROPOSED WETLAND PUNTS. OUTLET STRUCTURE MATERIAL SPECIFICATIONS \\ \\ \ \ \ 1 \\ / ( ) / \\ /\\\ \\\\\ F7
16. ANY REMOVED TOPSOIL SHALL BE S70CKPRM FOR USE IN PLANING (SEEDING) ON THE DAM EMBANKMENT ONCE 1. THE 36'0 AND 15'0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
p FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WIN COMPACTED FILL PRIOR TO REQUIREMENTS OF ASTM L76 -LATEST. THE PIPE SHALL HAVE,CONFINED O-RING RUBBER GASKET JOINTS MEETING \ \ \ \ / I ,{ ` FOREBAY BERM EL 330.00
e TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 2'-3' OF THE BERM SECTION TO PROMOTE ASTM C -443 -LATEST. THE PIPE -JOINTS SHALL BE TYPE R-4. THE PIPE SHALL BE MANUFACTURED `NTH NO LIFT \ \ \ I _ /"I MINIMUM WIDTH - 5 FT I \\ '2D' PUBLIC
BONDING OF THE TOPSOIL WIN THE COMPACTED FILL THE TOPSOIL DEPTH SHALL RANGE FROM 3'-4' ON THE HOLES. - - \ \ \ _ I TO BE COMPACTED \ ` 5T EM DRAINAGE P
/ \ \ PER 'BERM AND SOIL
DAM EMBANKMENT. / I \ \ / / COMPACTION SPECIFICATIONS \
2 THE OUTLET RISER STRUCTURE AND INVERTED INTAKE OUTLET STRUCTURE SHALL BE PRECAST REINFORCED / \ �\ \ I VELOCITY DISSPAOR / \ \
17. THE CONTRACTOR SHALL FURNISH,- INSTALL, OPERATE, ANO MAINTAIN ANY PUMPING EQUIPMENT, ETC. NEEDED FOR CONCRETE. THE STRUCTURAL DESIGN FOR THE 5'X5' CONCRETE (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED / \ \ \
REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WETLAND SITE. IT IS ANTICIPATED THAT PUMPING BASE SHALL BE BY OTHERS PRIOR O ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE
WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. REGISTERED IN NORTH CAROLINA FOR RENEW. \ CLASS 'A' RIPRAP
KEY TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE SCM ACCESS &MAINTENAN/ \ \ \ \ \ // /
+ BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE 3. -THE RISER BOX QUIET STRUCTURE SHALL BE PROVIDED WITH STEPS 16' ON CENTER. STEPS SHALL BE PROVIDED
EASEMENT / \ \ 0. LF 15 CLASS TIL 0 -RING RCP / �\ - \\ \ P.
n EXCAVATION BOTTOM AND SDESLOPES ARE STABLE ON THE INNER WAIT OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE NTH NCDOT SO. 840.66. PLEASE 0.00X (JOINTS WRAPPED IN NDN -WOVEN
REFER TO SHEET SW -A2 FOR LOCATION OF THE RISER STEPS / / \ GEOTEXTILE FABRIC)
INV. IN (FOREBAY) - 324.00 �!
4. THE 9'T. x B'W x 24' THICK CONCRETE MIT -ROTATION BLOCK FOR THE PRINCIPAL SPILLWAY RISER STRUCTURE- INV. OUT (MAIN POOL) -324.00 / \� - \ Q N
BERM AND SOIL COMPACTION SPECIFICATIONS SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BO% DURING FABRICATION. THE PRECAST BASE SHALL / / / \ \ I I I I \ _ W Cr71 .]
BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WALL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS APPROVED ITEM 2 ABOVE). IN UEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN-PLACE THE /' /\I I I I \ 8O ; / ( \� / /\\� (/� 0
BY THE ON-SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS. STUMPS. WOOD. ANT -ROTATION BLOCK IN. THE FIELD (SEE SHEET SW -A4). HOWEVER, PRIOR TO CONSTRUCTING THE
STIES GREATER THAN 6', AND FROZEN OR OTHER OBJECTIONABLE MATERIAL THE FOLLOWING SOIL TYPES ARE CAST -IN-PLACE BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING
d SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL IF OTHER SOIL TYPES THE FOLLDNING. - - / / \ I ( \ I / \ \ \\� O ( (T4
ARE DETERMINED TO BE, SUITABLE BY THE ON -SIRE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED
d FOR FUTURE AS -BUILT SUBMITTALS A STEEL REINFORCEMENT
$ B. THE CONNECTION MECHANISM O JOIN THE ANTI -ROTATION BLOCK WITH THE RISER SECTION
2. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM STANDARD ►�y
B PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE CONTENT AND COMPACTION 5. IF THE ANTI -ROTATION BLOCK IS PRECAST AS -PART OF THE RISER BASE SECTON. THE ENTIRE PRECAST RISER / I \� ry O
G CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. - BO% STRUCTURE SHALL HAVE A SOPPING WEIGHT OF 29.756 LBS THE STRUCTURE WEIGHT SHALL BE'THE / I / ( I .� ( / \\� \ IG Ti
SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY SLOCKOUTS FROM
3. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 6- LIFT (UNCOMPACTED). EACH LIFT THE GROSS STRUCTURE WEIGHT. -THIS INFORMATON SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE // -- \ I I 79 11/ \\� �\ ® U C7
SHALL BE'CONTNUOUS, FOR THE ENTRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST -IN-PLACE THE ANTI -ROTATION BLOCK, THE / I / I x I j' \< \ 1�M O
_ g SECTION, ALL UNSUITABLE MATERIAL SHALL -BE REMOVED AND THE SURFACE' PROPERLY PREPARED FOR FILL CONTRACTOR SHALL.ENSURE THE WEIGHT OF THE ENTRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED -/
- c PLACEMENT. FALL MATERIAL WTHIN 3' OF ETHER SIDE OF ALL SPILLWAY AND DRAINAGE STRUCTURES TO A DEPTH ABOVE
E OF 2' OVER THE STRUCTURE, SHALL BE PLACED IN 4 -INCH (UNCOMPACTED) LIFTS AND HAND -COMPACTED TO THE,
a SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTRE EMBANKMENT. 5. THE RISER BOX JOINT DESIGN; CONFORM TO ASM C-478 THE JOINTS SHALL BE GASKETTED CONFORMING
TO ASM C -4J3. THE CONTRACOR SHALL PMGE JOINTS,.- BOTH THE INSIDE AND OUTSIDE WITH NDN -SHRINK
4. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUC71ON'SHALL BE COMPACTED TO AT LEAST GROUT. EACH RISER SECTION SHALL BE PER THE DETAIL PROVIDED ON SHEET SW -A2. - - - / - _ - -- O� jG% _ _ _ - / . /I : I. / C a
% 95,5 OF ME STANDARD PROCTOR MAXIMUM DRY DENSITY (ASM -698). THE FILL SOILS SHALL BE COMPACTED AT 7, PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP ORAVMNCS TO THE ENGINEER FOR J / I ' 04 O
A MOISTURE CONTENT WITHIN -1 TO 43 PERCENT OF ITS OPTIMUM MOISTURE CONTENT. COMPACTION TESTIS SHALL p •`'1-1
BE PERFORMED BY THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER REVIEW. A MINIMUM 2' % 3 --ACCESS HATCH OPENING IS REQUIRED. CONTRACTOR SHALL ENSURE THAT AN ACCESS / prry� J / I ( ( 7V /
COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE HATCH IS PROVIDED WYMAN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE r(`1 J
_ p COMPACOR.-IN ORDER TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE MAINTENANCE ACCESS CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
UNTIL MINIMUM COVER IS ESTABLISHED ALONG -THE PIPE.
B. ALL POURED CONCRETE SHALL MEET THE FOLLOWING SPECIFlCATDNS UNLESS OTHERWISE NOTED:
5. FILL MATERIAL PLACED AT DENSITIES LOWER THAN SPECIFIED MINIMUM DENSITIES AT MOISTURE CONTENTS OUTSIDE -MINIMUM 3000 PSI (28 DAY) 11
ME SPECIFIED RANDES. OR OTHERWISE NOT CONFORMING TO SPECIFIED REQUIREMENTS SHALL BE REMOVED AND -SLUMP - 3' - 5'
REPLACED WITH ACCEPTABLE MATERIALS. -ENTRAINED AIR - 576 - 776
-- - -'�--------� --6.-ANY-FlLL'LAYER: TIHAT-IS-SMOOM-DRUM-ROLLED 'TO"REDUCE"MOISTURE PENETRATON'DURING ASTORM EVENT - 9.-GE-FABRIC-FOR-THE36'0-RCP-DUT"ET'BARREL JOIN15-SHALL BE-MIRAFl-IRON-OR-ENGINEER-APPROVED-
SHALL BE PRDPERLY.SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LIFT. EQUAL (NON=WDVEN-FABRIC).- -- -- - ----- - - --- -- - - _
EQ 7.- TESTING OF THE NEW FILL MATERIALS SHALL -BE PERFORMED TO VERIFY TIAT THE RECOMMENDED LEVEL OF - -- - -- -P
_ - - _ _ __
--COMPACTION-I5-ACHIEVED-DURING CONSTRUCTION. THEREFORE. ONEDENSItt LEST SHALL BE PERFORMED FOIE 10. STORMWATER NET_POND_EMERGENCY_DRAM'DONN_IS_WA-A!1_8'0_PLUG_VAI.VE.=THE Mil -SHALL BE -A NkH STYLE___ _ _ ,.-- --- ,� _.T_--_ .___.�_-___.-__- -__ _� _-_- __. _ _ -_ _ __ _ _ _ - 0 SMD -16000
EVERY 2.500 SQUARE_ FEET -OF AREA FOR EVERY LIFT OF FILL OR. AS DIRECTED BY THE ON -SIZE ORMED FOR 820 X -CENTRIC VALVE OR ENGINEER -APPROVED EQUAL THIS VALVE IS IN -ACCORDANCE WITH AIWA C !A)4 SEC. POIR]C uR® DltPeeflOINT
- -i -- r -- - --- - - --- - -5.5,-AND-SHALL-BE OPERABLE -TOP -OF OUTLET- STRUCTURE --VIA A=HANDWHEEL (SEE DETAIL -ON -SH --- -- ------------------------------------------- --- ------------------- -- - - - - - - - - APPROVED�SMD76000-SIA
$$$$ ENGINEER' -- -- - - - SW -A2). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WDM A HANDWHEEL ON TOP FOR �r�y�
-;- _TESTINC_WILL-BE REQUIRED -ALONG THE -36:0_0 -RING CURET BARREL AT A F7REWENCY OF ONE TEST PER 25 LF -- OERATIONTHE'TROF THE 5.0 PLUG VALVE A CHAIN AND LOCK SHALL_ALSO BE PROVIDED FOR SECURING THE WR CH _ - _ _ _ _ _ _ SPORMWATER MANAGEMENT FACILITY A PLAN VIEW &HCWEERDAG: DAM DA
o OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. 1' 20' - MCT R
-- - --_- STATEMENT -OF RESPONSIBILITY _- _ - -- - GRAPHIC SCALE = _ - - - - -- -- - - - -- - - STORM TATM D.TB
9. TEST CF TINE DEGREE (7T.) OF COMPACTION OF THE PLACED FILL IN THE DAM SHALL BE PERFORMED AS A PART _ ___ ___ __ _ _ _ _ _ __ _ _ - __ _ _ _ _ _ _ _ _ - _ _ _ ___ _ __ _- - TRWITPORTATION DATE
20_. o�t0__2o-�._ HO--_____-______.___._ .__..... -
B 1'=20'
- - ---- tll ---'OF ME'PERMITTEE'S'NORMAL- ALITY - - - - - - - -
W CONTROLATION F COMPACTED
E CONSTRUCTION OF -ME DAM. TESTS SHALL 1. ALL REWIRED MAINTENANCE ANO INSPECTIONS OF MIS FACILITY -SHALL BE ME RESPONSIBILITY OG"THE PROPERTY O"O 11-03-2017
/ BE CONDUCTED CONCURRENT TRIM THE INSTALLATION OF COMPACTED FILL AND THE CONTRACTOR SHALL DATE
COORDINATE ME CONSTRUCTION OF ME DAM SO THAT TESTING CAN BE COMPLETED. SHOULD ME RESULTS OF OWNER'S ASSOCIATION, PER THE EXECUTED DPERATON AND MAINTENANCE AGREEMENT FOR THIS FACILITY. 1 Lnch - 20 [L
TH ME NA REPRESENTED BY SUCINDICATE THAT THE HECIFIED TESTSSIEGREE OF COMPAC71ON ALL BE REWORKED OR REBUILT. BEEN OBTAINED. ALL PORTIONS OF HTHEPORTIONS
SHALL - - - - - - - - - - - - - - - - - - - " - - - -' - - - - - _ _ - DATE No• sw" A l
MR ACHIEVE THE SPECIFIED MINIMUM DEGREE OF COMPACTION. - _ '11 Y V /1
- - FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION TJMCADAMS