SW6230804_Plansheet - SCM Detail_20240621

CLEANOUT 4 \ \ \ \ \ \ GENERAL NOTES:
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♦♦♦ \ \ \ \ \ \ 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NCDEQ AND HARNETT COUNTY STANDARDS AND Lu
♦ �_ \ \ \ \ SPECIFICATIONS. < N
\ _ 2. CONTRACTOR SHALL COORDINATE ALL GRADING OPERATIONS WITH THE OWNER'S GEOTECHNICAL "' N_
- ♦♦`♦� \�\ \ \ � \ \ \ \ \ \ ENGINEER,AS APPROPRIATE. .. U'
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♦® 413 - o \ \ \ 3. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL GRADES PRIOR TO THE START OF CONSTRUCTION. cn o 0 o v w
®® 6" PERFORATED PVC 4 \ 416 \ \ \ \ 4. MAXIMUM SLOPE OF BASIN IS 3:1 0 � o ui � `n w
\ \ ®®♦ UNDERDRAIN AT 0.5% \ \ \ \ w w-' " o
\ \ \ 5. ALL SIDE SLOPES, EMBANKMENTS AND SPILLWAYS SHALL BE COMPACTED TO A MINIMUM OF 95% w � � o o
\ ♦♦ ° - \ \ \ \ STANDARD PROCTOR PER ASTM D-698. co
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\ ®®®♦ 0° ° (° ° 0 \ \ \ \ ` \ 6. CONTROLLED FILL AS SPECIFIED BY THE ENGINEER IN THE DAM EMBANKMENT SHALL BE PLACED IN 0 z
6-INCH LOOSE LAYERS(3-INCH LOOSE LAYERS WITHIN 3 FEET OF EITHER SIDE OF THE PRINCIPLE
\ ^ / ♦�` ° UO° U�°`' ° ° �° ° \ \ \ SPILLWAY PIPE TO A DEPTH OF 2-FEET OVER THE PIPE)AND SHALL BE COMPACTED TO A DENSITY OF
°� ° \ / NO LESS THAN 95/o OF STANDARD PROCTOR MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT
OR WITHIN 2%± IN ACCORDANCE WITH ASTM D698. �
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VARIABLE WIDTH SCM ACCESS 7. ALL VISIBLE ORGANIC DEBRIS SUCH AS ROOTS AND LIMBS SHALL BE REMOVED FROM THE FILL N ry V N co
N N( ° ° \ \ \ \ \ / ND MAINTENANCE EASEMENT MATERIAL PRIOR TO COMPACTION TO THE REQUIRED DENSITY. SOILS WITH ORGANIC MATTER CONTENT o 1 o N
4 EXCEED 5% BY WEIGHT SHALL NOT BE USED. STONES GREATER THAN 3-INCH IN ANY DIRECTION SHALL
�Tjl \ \ \ / BE REMOVED FROM THE FILL PRIOR TO COMPACTION. LU
8. FILL MATERIAL PLACED AT DENSITIES LOWER THAN MINIMUM SPECIFIED DENSITIES OR AT MOISTURE N o
° °�.5 CONTENTS OUTSIDE THE SPECIFIED RANGES OR OTHERWISE NOT CONFORMING TO SPECIFIED
412.0 ° 1905 SF 18" DEEP
Y \ REQUIREMENTS SHALL BE REMOVED AND REPLACED WITH ACCEPTABLE MATERIALS.
413.0 1905ID 18 DEEP - / 9. ANY FILL LAYER THAT IS SMOOTH DRUM ROLLED TO REDUCE MOISTURE PENETRATION DURING A
� 3:1 SIDE SLOPES
6" PERFORATED PVC CLEANOUT - / STORM EVENT SHALL BE PROPERLY SCARIFIED PRIOR TO THE PLACEMENT OF THE NEXT SOIL LEVEL.
/ UNDERDRAIN AT 0.5% / 10. SURFACE WATER AND STREAM FLOW SHALL BE CONTINUOUSLY CONTROLLED THROUGHOUT
[CLEANOUT Q \ / CONSTRUCTION AND THE PLACEMENT OF THE CONTROLLED FILL.
_ _ _ _ _ _ _ _ _ _ _ _�\ / / 11. FOUNDATION AREAS MAY REQUIRE UNDERCUTTING OR COMPRESSIBLE AND/OR UNSUITABLE SOILS.
n - - - - - - - - - - - - - - - - - - - - - - - - - - - ALL SUCH UNDERCUTTING SHALL BE PERFORMED AT THE DISCRETION OF THE GEOTECHNICAL
3:1 SLOPE \ \ \ / / ENGINEER AND SHALL BE MONITORED AND DOCUMENTED. IN NO CASE SHALL THERE BE AN ATTEMPT
TO STABILIZE ANY PORTIONS OF THE FOUNDATION SOILS WITH CRUSHED STONE. ui
\ / / 12. TREATMENT OF SEEPAGE AREAS, SUBGRADE PREPARATIONS, FOUNDATION DEWATERING,AND ROCK
/ \ - FOUNDATION PREPARATION MAYBE REQUIRED AT THE DISCRETION OF THE GEOTECHNICAL ENGINEER.
/ 413 \ \ // / 13. FILL ADJACENT TO THE RISER AND PRINCIPAL SPILLWAY PIPE SHALL BE PLACED SO THAT LIFTS ARE AT
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/ 414 _ / THE SAME LEVEL ON BOTH SIDES OF THE STRUCTURE. a Q 41 5
40v � 14. EARTHWORK COMPACTION WITHIN 3-FT OF ANY STRUCTURES SHALL BE ACCOMPLISHED BY MEANS OF
o 415 HAND TAMPERS, MANUALLY DIRECTED POWER TAMPERS OR PLATE COMPACTORS OR MINIATURE SELF O
- - - - 414 // PROPELLED ROLLERS.
- - - - - - - - - - - - - - - - - - - - - 413 15. COMPACTION BY MEANS OF DROP WEIGHTS FROM A CRANE OR HOIST SHALL NOT BE PERMITTED.
5'Lx4'W NCDOT CLASS"B" RIP - - - - - - - - - - - - - - - 411 16. HEAVY EQUIPMENT SHALL NOT BE ALLOWED TO PASS OVER CAST-IN-PLACE STRUCTURES UNTIL co
RAP OUTLET PROTECTION - - - - - - - - - _ - - - - / N ADEQUATE CURING TIME HAS ELAPSED.
_- - - - - - - - - - - 4- � J
409 - - - - - 17. TO RE-ESTABLISH VEGETATION AFTER CONSTRUCTION,A 2 TO 3-INCH LAYER OF TOPSOIL SHALL BE
-- 408 - PLACED ON THE DISTURBED EMBANKMENT SURFACE AND THE AREA SEEDED AND MULCHED OR ULM
407 _ HYDROSEEDED.
20'NCDOT CLASS B 89 29 -_ _- _ - 4
RIP RAP SPILLWAY - - 18. ALL RISER STRUCTURES, INCLUDING WEIR WALL TYPE STRUCTURES, SHALL BE REINFORCED
PROPERTY BOUNDARY (REFER TO SECTION _ CONCRETE. BRICK/CONCRETE BLOCK AND MORTAR TYPE STRUCTURES WILL NOT BE ACCEPTED. Q
THIS SHEET) 407 19. ALL RISER STRUCTURES SHALL BE LOCATED SUCH THAT DIRECT ACCESS FROM THE DAM EMBANKMENT co
CAN BE ACHIEVED. Q
VARIABLE WIDTH SCM ACCESS SCALE: 1 IN=20 FT 20. RISER STRUCTURES WITH MULTIPLE BARREL SECTIONS SHALL HAVE GASKETTED JOINTS,AND EACH
OPEN BOTTOM SAND FILTER SCM PLAN ND MAINTENANCE EASEMENT 20 10 0 20 40 SECTION SHALL BE BOLTED TO ADJACENT SECTIONS WITH STAINLESS STEEL STRAPS. STEEL STRAPS
SCALE: 1" - 20' 4 SCALE IN FEET SHALL BE MINIMUM 4"WIDE, 1/4"THICK, STRAP CENTERED ON JOINT WITH MINIMUM 2"OVERLAP.
C-06 - HORIZONTAL ATTACH STRAP TO BARREL SECTIONS WITH(2) 1/2"HEXBOLTS EMBEDDED IN STRUCTURE 3 INCHES.
Q EPDXY BOLTS INTO STRUCTURE.
21. OWNER SHALL BE RESPONSIBLE FOR OPERATION AND MAINTENANCE OF SCM.
TOP OF DAM 100-YR ELEV. 415.62 TOP OF DAM 22. PERMEABLE SAND FOR SCM MUST BE ASTM C-33. Mai
415.75 0 25-YR ELEV.@ 415.14 415.75 23. PERMEABLE SAND SHALL HAVE GRAVEL SURFACE ACCORDING TO NCDEQ STORMWATER MANUAL..
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PEAK RUNOFF CALCULATIONS o 10-YR ELEV.@ 414.85 BOTTOM OF SPILLWAY 415.00 Q
STORM EVENT PRE POST ELEV. 0 2 YR ELEV. 414.35 z
0 1-YR ELEV. @ 414.12
1-YR Q1=3.12 cfs Q1=1.22 cfs 414.12 co
2-YR Q2=5.66 cfs Q2=2.49 cfs 414.35 TOP OF SAND 413.00(SAND/GRAVEL SURFACE) Q
10-YR Q10=14.30 cfs Q10=14.10 cfs 414.86 4"PVC UNDERDRAIN AT 0.5% 20"CLEAN SAND W/GRAVEL SURFACE
25-YR Q25=20.25 cfs Q25=18.40 cfs 415.14 SLOPE W/CLEANOUTS INV:410.00 (AREA OF SAND: 19,592+SF)
SHWT ELEV: 408.00
2 SCM RUNOFF SUMMARY Q
ALTERNATE WALL TABLE OF DIMENSIONS
C_06 SCALE: N.T.S CONFIGURATIO D T A B C E L WT.
3 SURFACE SAND FILTER SECTION VIEW 12" 2-1/4" 4" 2'4" 4'-1" 2'4" 6'-1" 730
44 15" 2-1/4" 6" 2'-3" 3-10" 2'4" 6'-1" 730
C-06 SCALE: N.T.S. ui 18" 2-1/2" 9" 2'-3" 3'-10" 3'-0" 6'-1" 1190
o 24" 3" 10" 3-8" 2'-6" 4'4" 6'-2" 1770
30" 3-1/2" 1'-0" 4'-6" 1'-8" 5'4" 6'-2" 2380
Q ^ 36" 4" 1'-3" 5'-3" 2'-11" 6'4" 8'-2" 5320
42" 4-1/2" 1'-9" 5'-3" 2'-11" 6'-6" 8'-2" 5920
~� 48" 5" 2--0" 6-4' 2--2" T-O" 8-_2" 7470
54" 5-1/2" 2'-3" 5-6" 2'-10" T-6" 8'4" 8810
C B _T 60" 6" 2'-6" 5'4" 3'-3" 8'-0" 8'-3" 11180
L=LENGTH ~ 66" 6-1/2" 3'_0" 6'4" 2'-3" 8'-6" 8'-3" 12530
72" 7" 3-0" 6'-6" 1'-9" 9'-0" 8'-3" 13980
PLAN
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PLASTIC SOLUTIONS, OR 3 N
CD EQUAL PEAK TRASH GENERAL NOTES: a z
3.-1 S� 1. SEE FORMER NCDOT STANDARD 310.01 FOR DETAILS. ME
RACK FOR S RISEROPF
�0 2. REINFORCEMENT SHALL CONFORM TO THE REQUIREMENTS LL>
w Q OF REINFORCED CONCRETE PIPE OF LIKE DIAMETER PER of
o AASHTO M170,TABLE 2,WALL B. o
Q ❑ ❑❑❑ ~� - 3. ALL CONCRETE TO BE 3600 P.S.I COMPRESSIVE STRENGTH. N LL
Q CREST=414.50 i
d SECTION i 1-6 i 4. PROVIDE TONGUE OR SPIGOT JOINT AT INLET END SECTION.
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MANHOLE i►---�i 5. PROVIDE GROOVE OR BELL JOINT AT OUTLET END SECTION. co 0
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6. THE DIMENSIONS FOR END SECTIONS SHALL SUBSTANTIALLY AGREE L
WITH THE TABLE.MINOR VARIATIONS WILL BE PERMITTED BASED
ON THE MANUFACTURER'S STANDARD FORMS AND TEMPLATES.
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7. NOT TO BE USED IN NCDOT MAINTAINED RIGHT OF WAY.
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INV=414.00 3:1 4" o
DTI_ E _ITS BEFORE YOU DIG, z7c EL
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(GRAVEL SURFACE) ELEV.413.00 ��� w No��
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Q INV=410.00 5 FLARED END SECTION
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UNDERDRAIN INV=410.00CD 15"OUTLET PIPE @ 1.0%SLOPE
Q 6"THICK SDIA A SEAL
MANHOLE BASE a,t �� z
BOTTOM CONC=408.50 ` -
BOTTOM BASE=408.00 ��'¢�FESS/0 1. =
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