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CHATHAM COUNTY, NORTH CAJ CARGILINA
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PROJECT NUMBER: -NEW-Or; OAS-1 ORALL S PLAN 0=00
PD-lA WAS TER QUA ALTTY POND #1 DETAUS )
DA : AUGUST 7, 2006 (WET PONDS # 1- I ZIGINAL APPROVAL) PD-1B WATER QUALITY POND #1 DETAILS ) PD-1C WATER QUALITY POND #1 DETAMS
DATE: AUGUST 1, ORIGINAL 2006 (WET POND #4 DATE: AUGUST POND - #6 ORIGINj INAL APPROVAL) T ) PD-11) WATER QUALITY POND #1 DETAILS PD-1E WATER QUALITY POND #1 DETAHS
V) PD1-LS WATER QUALITY POND #1 PLANTING PLAN )
PD-2A WATER QUALITY POND #2 DETAIIS
MATION APPROVAL) PD 2C WATER QUALITY POND #2 DETAILS
DATE: DECEMBER # 1 MODIFICAT
REVISED: OCTOBER 3, 2007 PD-21) WATER QUMXff POND #2 DMA"
PD-2E WATER QUALITY POND #2 DETAILS
PD2-LS WATER QU POND #2 PLANTING PLAN )
PD-SA WATER QUALITY POND #S DEMW
PD-8B WATER QUALNY POND #S DNUUS
PD 3C WATER QUALITY POND #S DEMU-S
-SD WATER QUALITY POND #8 DETAIIS
PDS-LS WATER QUALITY POND PLANTING PLAN OMMM)
PD-4A WATER 9UAlJTY POND #4 DMAILS )
PD-4B WATER QUALITY POND #4 DETAILS )
-4C WATER IQUALITY POND #4 DETAILS PD-41) WATER 9UAUlY POND #4 DEME S
-4E WATER QUALITY POND #4 DETAILS LS WATER QUALITY POND #4 PLANTING PLAN )
PD-5A WATER QUALITY POND #5 DETAIW
OWNER: PD-5B WATER QUALITY POND #5 DETAILS
PD-510 WATER QUAUff POND #5 DETAILS
PD-51) WATER QUALITY POND #5 DEMILS
Wg ND 6 Wg PO 5 PD5-LS WATER QUALITY POND #5 PUkNMG PLAN OaCYMM)
PD-fiA WATER QUALITY POND #6 DETAMS )
S WQ POND 3 NNP-BRIAR CHAPEL, L.L. .
E 201 PD-6B WATER 9UAl= POND #6 DEMS ) PD-6C WATER QUAMY POND #6 DEM S
® PD-6D WATER QU POND #6 DEMS
CAROLINA 3 5850 FAYE=VILLE ROAD, SUITE 201 LS WATER QUAIM POND #6 PLAUMG PLAN' )
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NOTE:
1. THE CONSTRUCTION DRAWING SHEETS THAT WERE REVISED FROM THE ORIGINAL PHASE 4 DWQ
STORMWATER MANAGEMENT PLAN APPROVALS ARE MARKED IN THE SHEET INDEX AS (REVISED).
Wg POND # 1 SHEETS THAT WERE ADDED TO THE SET THAT WERE NOT IN THE ORIGINAL DWQ APPROVAL SET ARE MARKED IN THE SHEET INDEX AS (NEW SHEET).
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1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPANCIES EXIST PRIOR TO ~g
PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE CHANGES. NO EXTRA COMPENSATION U
X X SHALL BE PAID TO THE CONTRACTOR FOR ANY WORK DONE DUE TO DIMENSIONS OR GRADES SHOWN INCORRECTLY ON THESE PLANS IF SUCH NOTIFICATION HAS NOT BEEN GIVEN. `
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2. THERE MAY BE WETLANDS WITHIN THIS SITE. IT IS THE OWNER'S RESPONSIBILITY FOR WETLANDS . a O W a JURISDICTION AND PERMIT DISTURBANCE PRIOR TO ANY GRADING ACTIVITY. pyy
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F gU POND # 1 CONSTRUCHON SPECIFICATIONS AL NOTES BERM SOIL AND COMPA ON SPECIFICATIONS ONSTRUCTION, THE ON-STE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERWS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE
THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL
EMBANKMENTS / KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL / f / / Z WEIR # NGTH/ = 40 / / a../ ~ ua
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL / CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY f f/ f WEIR1 C T IDTH FT p p
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT / El #1 CR E 00 FINISHED G U d / U R = G 7111 POND E (DESIGN BY ER / \ ~ w z I
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENTS BEFORE 3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL D U ERS S E GENE L N S #87#10) p
PLANTING PLAN / SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED DAM SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL TCHED DE TES
EMBANKMENT SHALL BE TALL FESCUE PLEASE NOTE THAT NO TREES /SHRUBS OF ANY PLACEMENT. MITS OF E07E LE / a
TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). OND LI / 3. ALL FILL SOILS USED IN THE EMBANKMENTS /KEY TRENCH p4 rL4
4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD ka0 r / r N, t-q
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR FOREBAY BERM PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE r / SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS r
GRANTED BY THE EROSION CONTROL INSPECTOR. OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY o o
THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY / / a xo® Frei
5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER E""+
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL w 0a
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF BY THE CONTRACTOR PROPERLY CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. s z
(I.E. - LANDFILL). 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE ~ 7 U) ® m
6. THE TYPE, STYLE, AND STRUCTURAL DESIGN FOR THE PREFABRICATED ARCH BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING - - - -
PEDESTRIAN BRIDGE SHALL BE DESIGNED BY OTHERS IN COORDINATION WITH THE OWNER. GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY a PRIOR TO ORDERING OR INSTALLATION OF THE PEDESTRIAN BRIDGE, THE CONTRACTOR TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH
SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. REGISTERED IN SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE %
NORTH CAROLINA, FOR APPROVAL. PLEASE NOTE THAT THE BRIDGE ENGINEER SHALL 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ALSO PROVIDE A SAFETY HANDRAIL ALONG THE ENTIRE LENGTH OF THE BRIDGE DURING
THE DESIGN PROCESS. REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED _ - r I / COMPACTION REQUIREMENTS, COMPACTION REPORTS WILL BE NEEDED DURING e
7. ALL REINFORCED CONCRETE FLARED END SECTION INLETS INTO THE POND SHALL BE THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. / /
UNDERLAIN WITH A 3000 PSI CONCRETE PAD. SEE DETAILS SHEET PD-lE. THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. i SEDIMENT SEDIMENT FOR SAY p ///slop °o~o~~~'YTaF~ / / \ 145 0~ e
POOL F NOR17(AI POOLL 415.00 / ?y q'3? 1 / F 2.' P:,~I/ Y(; I NE ' G,Z
8. THE LAYOUT (INCLUDING GRADING, GEOTEXTILE POND LINER, BOULDERS, ETC.) FOR THE FOREBAY BERM SHOWN ON THESE PLANS IS FOR SCHEMATIC PURPOSES ONLY. THE
FINAL LAYOUT OF THE FOREBAY BERM SHALL CONTAIN AESTHETIC FEATURES (I.E. S WAY PWE SUBG E S RT AND / / r (h'G R 22 / m eno40
SPECIFICATIN PLANS. FOR THEE BEDDING S IFICAMONS / rr rr (INCLUDING ON
THE FO ETC.) NOT SHOWN FINAL WATERFALLS, AND DESIGN OF RETAINING GEOTEX TILE POND LINER) SHALL BE DESIGNED BY OTHERS IN COORDINATION WITH THE 'r r
OWNER. THE FOREBAY BERM DESIGNER SHALL BE RESPONSIBLE FOR THE STRUCTURAL r r f
DESIGN, GEOTECHNICAL DESIGN, AND FOR PROVIDING ADEQUATE EROSION/SCOUR i, FILL IN THE AREA OF THE PIPE PENETRATIONS (X2) THROUGH THE DAM r r PROTECTION. THE JOHN R. MCADAMS COMPANY, INC. ASSUMES NO LIABILITY WITH AND ADJACENT AREAS SHOULD BE BROUGHT UP TO A POINT OF 2' TO 3 f / / N N
RESPECT TO ANY FOREBAY BERM DESIGN COMPONENT OTHER THAN THE HYDRAULIC OR MORE ABOVE THE TOP ELEVATION OF THE PIPES IN ADVANCE OF r v p d P P O / / / 15. / r /
CALCULATIONS ASSOCIATED WITH THE WEIR LENGTH SHOWN. SPILLWAY CONSTRUCTION SO THAT THE PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE FILL IS BROUGHT UP TO ABOVE THE TOP / o / R
9. THE FOREBAY BERM IS DESIGNED WITH A 65-FOOT WEIR LENGTH TO ADEQUATELY OF PIPES, THE PIPE TRENCHES SHOULD THEN BE EXCAVATED FOR I / . c' T ~pF q A I r I II a s
PASS STORM FLOWS. THE FOREBAY BERM DESIGNER SHALL BE RESPONSIBLE FOR INSTALLATION OF THE PIPES. FILL MATERIAL ADJACENT TO THE PIPES SHALL
ENSURING THE AESTHETIC DESIGN FEATURES DO NOT COMPROMISE THE DESIGN WEIR MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION LENGTH, AND THAT A 65-FOOT WEIR LENGTH IS MAINTAINED. TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE CONTRACTOR SHALL
PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPES a i p F< SyF ' a g sr A~l,~ / z it
10. IN ORDER TO MAINTAIN THE DESIGN POND VOLUME, THE FINAL LAYOUT/DESIGN OF AND THE MANHOLE STRUCTURE TO ENSURE THAT ALL SPACES UNDER AND f THE FOREBAY BERM SHALL NOT ENCROACH INTO THE WATER QUALITY POND ANY FURTHER ADJACENT TO THE PIPES AND THE MANHOLE STRUCTURE ARE FILLED WITH - 6 ~r~ a o
THAN WHAT IS DEPICTED ON THIS PLAN. THE DESIGN ENGINEER SHOULD BE NOTIFIED OF PROPERLY COMPACTED MATERIAL C
ANY DEVIATION IN THE FINAL LAYOUT OF THE FOREBAY BERM THAT WOULD COMPROMISE i
THE DESIGN WATER QUALITY POND VOLUME. IF SEEPAGE OR FLOW OCCURS IN OR ALONG A PIPE ALIGNMENT, GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE GON ETE -S \ ra w
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. r p o 1 ' v a 1c 4 WALL m SIPHON DETAIL
CONSTRUCTION PREPARATION SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, _ (SEE DEAIL SH PD-1C)
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS TO BE PLACED 3. PRIOR TO INSTALLATION OF THE ARMORFLEX0 PRINCIPAL SPILLWAY LINER SII~HON INVE 410.00 f
SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGETATION, AND OTHER SYSTEM, SUBGRADE CONDITIONS ALONG THE PRINCIPAL SPILLWAY WEIR AND ' v / OBJECTIONABLE MATERIAL. THE AREAS ON WHICH FILL IS TO BE PLACED SHALL BE FOREBAY WEIRS SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL SCARIFIED. ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS (I.E. 0 / MAIN/PERMANENT POOL /
NORMAL POOL = EL /410.00 f U
COMPACTED FILL INSTALLED APPROPRIATELY, ETC.) EXIST AT THE SUBGRADE DRAINAGE DIAPHRAGM / I-y W
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON LEVEL. SHOULD SOFF OR OTHERWISE UNSUITABLE CONDITIONS BE / THE DAM EMBANKMENTS ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE ENCOUNTERED ALONG THE SPILLWAY ALIGNMENT, THESE MATERIALS SHOULD / (SEE DETAIV SHEET / a M
BEEN ESTABLISHED WITH COMPACTED FILL BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE / m o UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED / m / / 22 LF 80 DI / mm O PD-1E)
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING STRUCTURAL FILL AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. I o opt N1~ CONCRETE JUNCTION B / 010Q Z
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE N 4' INSIDE DIAMETE / W q
STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE / a n (PER /NCDOT 840.31) / (NOT : EAC MANHOLE JOINT .0 d
EXCAVATION AREAS (I.E. - KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY f v TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER TESTING OF THE NT I SHAj.L BE WATERTIGH) / 00 v
LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS I r _ _ / a / mp RIM=416. p
REMOVED SHALT. BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE. 1. TESTING OF THE NEW FILL MATERIALS SHAM BE PERFORMED TO VERIFY THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING / r. INV. IN = 4 0.00 ~A16 U a E- / INV. OUT = 410.00 ~ s 5
CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR / CONCRETE -SEEP ~pP H Z
® SMUCTUM MATERIAL CcpWMCATIONS EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL / /COLLAR (S DETAIL
1. THE PRINCIPAL SPILLWAY WEIR OUTLET AND FOREBAY WEIRS SHALL BE LINED WITH ~y II Q SHEET PQ 1C)
ARMORFLEX® ARTICULATING CONCRETE BLOCK REVETMENT SYSTEM, BY ARMORTEC/CONTECH STATEMENT OF PONS113E .
CONSTRUCTION PRODUCTS INC. THE DESIGN/LAYOUT/INSTALLATION OF THIS SYSTEM SHALL ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE Q
BE PERFORMED BY ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC., AND BOTH THE THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND DESIGN ENGINEER AND THE JOHN R. MCADAMS COMPANY, INC. ASSUME NO LIABILITY WITH MAINTENANCE AGREEMENT FOR THIS FACILITY. a FOREBAY WEIR (SEE GENER / / W c („SEE GENERAL
RESPECT TO THE DESIGN OF THE ARMORFLEX® LINER SYSTEM. INSTALLATION OF THE WEIR #21 CREST LENGTH = REST LENGTH = 25 I I/ / O
ARMORFL EXG LINER SYSTEM (I.E. MATERIALS, CONSTRUCTION DETAILS, ETC.) SHALL BE PER CREST TOP WIDTH REST TOP WIDTH = FT
THE MANUFACTURER'S SPECIFICATIONS AND PER THE SHOP DRAWINGS PROVIDED BY THE WEIR WEIR2 CREST = EL. 415 MANUFACTURER. THE DESIGN ENGINEER HIGHLY RECOMMENDS THAT THE INSTALLATION OF REST = EL. 415.00 I D r 46 LF 15°d .OTEXTILE POND UN~RFIN ES N k~ 0-RING RCP
THE ARMORFLEX® LINER SYSTEM BE PERFORMED BY A SITE CONTRACTOR THAT IS I LINTER = GEOTDCRLE POND ID BOULDERS (SEE /G E rE / Nqp o 0.:0
APPROVED/SPECIFIED BY ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC. HOWEVER, DTHERS) AND BOULDERS
SHOULD THE SITE CONTRACTOR CHOOSE NOT TO USE A MANUFACTURER RECOMMENDED /#8-#10) CONTRACTOR FOR INSTALLATION, THEN THE SITE CONTRACTOR SHALL PROVIDE THE DESIGN /
ENGINEER WITH A CERTIFICATION OF INSTALLATION BY THE MANUFACTURER OR THE
MANUFACTURER'S REPRESENTATIVE.
2. THE GRADING CONTRACTOR SHOULD PAY SPECIAL ATTENTION TO THE GRADING WITHIN r f
THE AREAS OF THE PRINCIPAL SPILLWAY AND FOREBAY WEIRS TO BE LINED WITH 2 T r .P F TH xo
ARMORFLEX (I.E. HATCHED AREAS). THE PRINCIPAL SPILLWAY WEIR CREST ELEVATION OF / 413.60 AND FOREBAY WEIR CREST ELEVATION OF 415.00 ARE FNSHED GRADE ELEVATIONS, / / r r / SL R OX 5; H; W
MEANING THAT THE FINISHED TOP OF THE ARMORFLEX® BLOCKS SHOULD BE AT ELEVATION
413.60 ALONG THE 50' WEIR CREST SECTION OF THE PRINCIPAL SPILLWAY AND 415.00 6 ALONG THE 40' AND 25' WEIR CREST SECTION OF THE FOREBAY WEIRS. THE GRADING r r 1611 11 nA~ G o o .
SHOWN IN THE AREAS TO BE LINED WITH ARMORFLEX (I.E. HATCHED AREAS) ARE FINISHED / / r SPQfO ZO (1 O ING P) 4 .00 W A
GRADE CONTOURS, MEANING THAT THE THICKNESS OF THE ARMORFLEX SYSTEM WILL NEED / / 2 / / PO p A~ A1A /
TO BE ACCOUNTED FOR IN THESE AREAS AS WELL. THE GRADING CONTRACTOR MAY PERFORM ONE OF THE FOLLOWING TO ADDRESS THIS SITUATION: / / / 5ti fR , O~OPE. ,
A. COORDINATE WITH ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC. FOR THE / ua
DESIGN THICKNESS OF THE ENTIRE ARMORFLD(0SYSTEM (INCLUDING GEOTEXTILE Q / FABRIC, WASHED STONE SUBGRADE, ETC.) AND THEN ALLOW (I.E. SUBTRACT) FOR P
THAT THICKNESS WHEN GRADING THE AREAS OF THE PRINCIPAL SPILLWAY AND / ( R 13IL s R D° Tj °
FOREBAY WEIRS TO BE LINED WITH ARMORFLEX (I.E. HATCHED AREAS). dd
c B. GRADE AND COMPACT THE AREAS OF THE PRINCIPAL SPILLWAY AND FOREBAY k ~ P W p~
- WEIRS TO BE LINED WITH ARMORFLEX (I.E. HATCHED AREA) TO THE PROPOSED DESIGN l I I
a ELEVATIONS SHOWN ON THE GRADING PLAN. ONCE THE DESIGN GRADES HAVE BEEN FULLY CONSTRUCTED AND APPROPRIATELY COMPACTED IN THE PRINCIPAL SPILLWAY 4 x Ix ICK
m AND FOREBAY WEIR AREAS TO BE LINED WITH ARMORFLEX, THE GRADING 00 / r L
THE THE LIM CONTRACTOR MORF REGISTERED LANDUSURVEYOR ON THE GROU D, ND THEN T E SYSTEMEA TTDKB BY A / COQ 0~ FY /
N LINED WITH ARMORFLEX BACKCUT TO THE APPROPRIATE ELEVATIONS TO x
a ACCOMMODATE THE INSTALLATION OF THE ARMORFLEX SYSTEM.
IF THE GRADING CONTRACTOR DOES NOT COORDINATE WITH ARMORTEC AND ACCOUNT FOR / d5 _ _ d x 23 ~ E N E
THE THICKNESS OF THE ARMORFLEX® SYSTEM, AND THE ARMORFLEXG SYSTEM IS INSTALLED / s S' 1
AND DETERMINED TO BE AT THE INCORRECT ELEVATION, THEN THE ARMORFLEX® SYSTEM a SHALL BE REMOVED AND THE SPILLWAY AREAS REGRADED TO THE CORRECT ELEVATIONS FIT I ? Y AkAlk V,{ DS ,II ,I I I ! ET
rv AND THE ARMORFLEX@ SYSTEM REINSTALLED AT THE GRADING CONTRACTOR'S EXPENSE, / / 1llb 2 W4 &OjA d6 A i Ihl= ~ _ f
0 3. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS / 0 I I Q i5
w OTHERWISE DIRECTED BY THE STRUCTURAL ENGINEER. C / N t OR I w, 'H / /
z
m 4. WATER QUALITY POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ` ACHIEVED VIA A 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 820 { :...OWL"PE NDiT 5 /
o X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5. THE VALVE SHALL BE LOCATED AT THE BOTTOM IN C ~ O. / v, P OH , t/
Of A MANHOLE SITUATED IN THE DAM (SEE SHEET PD-iD FOR THE i S N L
a E LOCATION OF THE VALVE), AND SHALL BE OPERABLE FROM THE TOP OF THE CO O S N 1 iL 0 0. S 0 / PROJECT No- NEW-05042 NEW_05042
~"rn MANHOLE VIA A 14ANDWHEEL (SEE DETAIL SHEET PD-11)). N AL ILL U R E N EDENAME: NEW05042-PD1
5. THE 15"0 0-RING RCP OUTLET PIPE (THAT DRAINS TO THE PREFORMED
SCOUR HOLE/LEVEL SPREADER) SHALL BE CAPPED ON THE UPSTREAM END DESIGNED BY: JVF y~~y~~7~y1J1Y1J ~~'y 'IP
e WITH A METAL ORIFICE PLATE. THE PLATE SHALL BE 27"x27"0/2" YV12 ~y y 1 WATER ii y Vy POND DRAWN HY. JVF t20' scAIE: NTS
2 (GALVANIZED) AND SHALL HAVE A 3"0 ORIFICE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD-1C FOR ADDITIONAL INFORMATION.
c`3 GRAPHIC SCALE
on n in on 4n DATE: 10-18-2007
e 9 O 62]j
N N
a 1 inch 20 ft. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
4
L 3w3
3 m
3 a
v e
a x

U)
-APPROXIMATE LOCATION ~pi
OF EXISTING GROUND
PREFABRICATED ARCH PEDESTRIAN BRIDGE (DESIGN BY OTHERS) WITH HANDRAIL TO
COMPLETELY SPAN OVER ARMORFLEX U
PRINCIPAL SPILLWAY WEIR (SEE NOTE #6 r ~
EQEE06Y WEIR (SFF GE ERAL NOTES 48-#10) UNDER GENERAL NOTES) e./ a o
WEIR #1 CREST LENGTH = 40 FT WEIR #1 CREST TOP WIDTH = 6 FT PRINCIPAL PI WAY ~~y,a"
"O WEIR #1 CREST = EL 415.00 (FINISHED GRADE) WEIR CREST LENGTH = 50 FT f-~I H W Z ~j WEIR CREST TOP WIDTH = 10 FT n > o
WEIR #2 CREST LENGTH WEIR #2 CREST TOPWIDTH 25 6 FT APPROXIMATE LOCATION WEIR CREST = EL 413.60 (FINISHED GRADE) ~j
TOP OF DAM LINER = AMORFLEX (SEE NOTES #1-2 UNDER rq
WEIR #2 CREST = EL 415.00 (FINISHED GRADE) OF EXISTING GROUND 12. LINER (WEIR -III 2 ° ° LINER (DESIGNiBYOTWEIR #2) = LE FRI 12-FT. AQUATIC SHELF 12 FT. WIDE OUTLET STRUCTURE MATERIAL SPECIFICATIONS) WM p,
HERS) ANDGBOUJ)ERS (SEED EL. FROM EL. 410.00 TO MINIMUM (SEE DETAILS SHEET PD-18 & PD-1E) P. EL. 408.00 SLOPED AT ^Z N
GENERAL NOTES #8-#10) 6:1 6:1 (H:V) W
BOULDERS p a 0 0
- -i -I - NWSE=415 E+ -,t 43
EZ 'K7 T, ~ 3 3 TOP OF DAM = EL. 416.00 ~ U U
• s. ® 1 1 W 0.i 9 co z d~
-1 I1-1 11-1 I I-I ( SEDIMENT FOREBAY (-I I(-I NWSE=410 W
~-III=111-11 tl ~ - i NWSE=410 NWSE=410 _ _ _ -III-III-111-III
PERMANENT POOL _I 1-I I =1 11=1 11=1 11=1 11=1 I F9I 1=1 11=1 I I-I I 1=1 11=1 11=1 1=1 1=1 , 6 11 1 L 1 W a G.
"11 I=I I=I I=I I= , 1 -I I-I I I-I I=I I I=I I I- I I-I I I=I I I-I I I-I I I-I I I
-1 I I-1 I I-I 11-1 I I, I I 1=1 11- ' 1 I -I 1 1-1 11-I I I l I 1~ I ~ 111-- Z -III-III-III-III-I 1 1; 1 1 1 1 1 I I-III-III, ; I I I EXISTING SUBGR4DE I_ I I I-i I I-1 I II l ° CARo
I 1 1-I 2 ''-I-)-I - - - - I II I I I 7=1 11=111 1 1-1 1-III-1 i-i 1-1 11-I 1 I-I 11-III EXISTING SUeGRADEI-III-III-1 1
-I I-,;, .I 11- _I I I; I I 1=1 11=1 I I, ; ,III; I I 1=1 11=1 11=1 I_ -1 I I~ I I 1=III = -I I-III-I I-I -I I-I I-I I-III=~ I I- III I-~ I I- i ° o;'° css 9 5-r 1.
NCDOT CLASS "2" RIPRAP 240 L~ x III-III -III-III-III-III-I I ( I - (-III-III MIN VELOCITY DISSIPATOR 0 145?~~
~-III=1 I i- ''-III-III-III .III-III =III-'' (d50 = 14", dmax = 23") `p-2 °
(DIMENSIONS VARY, P>° FMG N~FF ` Z ° F ' .
KEY TRENCH (SEE BERM SOIL & SEE DETAIL)
COMPACTION SPECIFICATIONS) TO °4q~to~ nPOp+'` EXTEND 5 FT. MIN BELOW EXISTING
GRADE IN ALL FILL AREAS OF THE a W
BERM N 0
0 i 4 O
N
J?
K
J W Q ~ N „1
PERMANENT DAM - CROSS SECTION A A° 4 O 6 W
N.T.S. z
a O rn
z ° z o z
NOTES:
~a p
1. THE STRUCTURAL DESIGN AND ALL ASSOCIATED CONSTRUCTION/ INSTALLATION SPECIFICATIONS AND DETAILS FOR THE ARMORFLEX W m ~
PRINCIPAL SPILLWAY WEIR SHALL BE DESIGNED BY OTHERS AND SHALL BE
PERFORMED IN STRICT COORDINATION WITH ARMORTEC/CONTECH CONSTRUCTION PRODUCTS INC. IT IS HIGHLY RECOMMENDED THAT AN
ARMORTEC SPECIFIED CONTRACTOR BE USED FOR INSTALLATION.
2. THE ARMORFLEX DETAILS SHOWN ON THIS SHEET AND SHEET PD-1E 406 U CQ co
ARE SHOWN FOR GENERAL CONFORMANCE WITH POND OUTLET DESIGN.
PRIOR TO ORDERING OR INSTALLATION, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS FOR THE AMORFLEX SPILLWAY iF+ 4~2
PREFABRICATED ARCH PEDESTRIAN BRIDGE SYSTEM FOR REVIEW. THE APPROVED SHOP DRAWINGS SHALL BE USED
(DESIGN BY OTHERS) WITH HANDRAIL TO FOR CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM. z
COMPLETELY SPAN OVER ARMORFLEX PRINCIPAL SPILLWAY WEIR (SEE NOTE #6 3. THE ARMORFLEX UNITS WILL BE KEYED INTO THE NATURAL GROUND ON W ~a
UNDER GENERAL NOTES) THE ENDS OF EACH MAT. THE CONTRACTOR SHALL REFER TO THE 4RO z
APPROVED ARMORFLEX SHOP DRAWINGS FOR DETAILS (I.E. LENGTH AND DEPTH) OF EMBEDMENT.
4~2 U ~ h
FINISHED GRADE OF ARMORFLEX 4. ALL CONCRETE SHALL BE 3000 PSI MIN UNLESS OTHERWISE DIRECTED x
PRINCIPAL SPILLWAY WEIR BY ONSRE GEOTECHNICAL ENGINEER OR THE STRUCTURAL ENGINEER. 10' WIDE (MIN.) 0' 4°4 k~6 H Z
EL ID 413 TOP OF DAM 5. CONTRACTOR SHALL ACCOUNT FOR THE THICKNESS OF THE ARMORFLEX
(SEE NOTES #1-2 UNDER OUTLET 12' WIDE (MIN.) LINER WHEN GRADING THE PRINCIPAL SPILLWAY AND FOREBAY WEIR AREAS
STRUCTURE MATERIAL SPECIFICATIONS) EL. = 416.00 (SEE NOTE #2 UNDER OUTLET STRUCTURE MATERIAL SPECIFICATIONS).
APPROXIMATE LOCATION 6. A FILTER BLANKET IS TO BE INSTALLED BETWEEN THE RIPRAP QF pNlap 4~6 z A
OF EXISTING GROUND 3:1 SLOPE VELOCITY DISSIPATOR AND SOIL FOUNDATION. THE FILTER BLANKET WILL 3:1 SLOPE FROM OEL. P 410.00 TO CONSIST OF A MINIMUM 4" THICK LAYER OF STONE (NCDOT #57)
FROM EL 410.00 TO 3 EL 416.00 UNDERLAIN WITH MIRAFl FILTER WEAVE 700 OR APPROVED EQUIVALENT. 414 4
EL 416.00
® 6:1 SLOPE 1 3 PROPOSED GRADE ® FROM EL 408.00 TO 3 -~1 BOULDERS 412
® EL 410.00 -ILL 4~0
NWSE=410
3:1 SLOPE ° Cl v'~
6 FROM EL. 410.00 TO ° PRINCIPAL EL. 413.60 e'•
1 SPILLWAY
2 EMBANKMENT CONTRACTOR TO REFER TO APPROVED °
ARMORTEC SHOP DRAWINGS FOR RIPRAP VELOCITY DISSIPATOR VELOCITY CLASS '2' RIPRAP W/ FILTER BLANKET VELOCITY DISSIPATOR M~ Z
KEYING DETAILS (TYP,) (SEE NOTE #6 ABOVE) MIN. THICKNESS = 36" 2:1 SLOPE (SEE DETAIL SHEET PD-l E)
FROM EL. 404.00 TO (d50 = 14", dmax = 23") ~N. EL 40800
m p~~ V A
CR ON XX N.T.S. RpA ° !G U r-d
U o °
77 77 PREFABRICATED ARCH PEDESTRIAN BRIDGE Ap6 a
(DESIGN BY OTHERS) WITH HANDRAIL TO
€ COMPLETELY SPAN OVER ARMORFLEX hp6 PRINCIPAL SPILLWAY WEIR (SEE NOTE #6 P•i
UNDER GENERAL NOTES) dd
(L IN a b
y m 3:1 SLOPE
FROM EL 416.00 TO N w' PREFABRICATED ARCH PEDESTRIAN BRIDGE'
EL 413.60 3:1 SLOPE 010 FROM EL. 416.00 TO (DESIGN BY OTHERS) WITH HANDRAIL TO 0)
n EL 413.60 o COMPLETELY SPAN OVER ARMORFLEX
° PROPOSED GRADE 012 EL. = 416.00 PROPOSED GRADE ° o -A PRINCIPAL SPILLWAY WEIR (SEE NOTE #6 ~i UNDER GENERAL NOTES)
EL. = 416.00 &1h .j,
D e r
a X12 v
o p16 pf p0 B IT'S
3 .~p4 ~1pE b16' IN" Cid
"6 FINISHED GRADE EL. = 413.60 1 ~ N
~ 3 50' (MIN.) 6 ° LENGTH OF RIPRAP VARIES ALONG APRON. CONTRACTOR SHALL ALLOW 04
L CONTRACTOR TO REFER FOR A 5' UNDISTURBED OFFSET
TO APPROVED ARMOTEC A ° FROM LIMITS OF WETLANDS TO
SHOP DRAWINGS FOR ALA EDGE OF RIPRAP
EMBEDMENT DETAILS 0
CONTRACTOR TO REFER TO APPROVED APPROXIMATE LOCATION 12 7\- ° PROJECT NO. NEW-05042 °
ARMORTEC SHOP DRAWINGS FOR OF EXISTING GROUND 4 KEYING DETAILS (TYP.) PR.ENAME: NEW05042-PD1
CR ONY Y (SEE DETAIL SHEET PD-1E) 2 N.T.S. PLAN VEW DESIGNED BY: JVF
N.T.S. DRAWN BY: JVF
c~
0 m scAtE: NTS
0 HATE: 10-18-2007
SHEET NO.
3 PPMCIPAL SPUXWAY DETAILS N.T.S.
w 3
u FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS
e a
K

U~
3.0'
0.2' 2.8'
TEWoRAiRy SEEDING SCHEDUIZ Rt SEEDING SCHEDUIZ
SEEDBED PREPARATION (DAM EMIlkNKMENTS) (DAM EMBANKMENTS) 4" CONCRETE HEADWALL " e:'. 4" U
APPLICATION RATE 4" CONCRE 'd . a' n .a a . G a< NOTES• .
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SEEDING DATE SEEDING MIXTURE 200 LBS/AC
SOIL CONDITIONS, IF AVAILABLE. SEEDING DATE SEEDING MIXTURE APPLICATION RATE AUG 25 - OCT. (BEST) TALL FESCUE 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC FEB. - APR 15 (POSSIBLE) 1. THE TRASH GUARD FOR THE ORIFICE PLATE IS NOT 4 4 , ° - q° 'a; "o SHOWN ON THIS DETAIL FOR CLARITY. A TRASH GUARD z ~I
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE KOBE LESPEDEZA 50 LBS/AC
REASONABLY SMOOTH AND UNIFORM. SOIL AMENDMENTS a:a ae < e'„ 'd' ' ° d; SHALL BE PROVIDED PER VDOT STD. 116.05 (SEE DETAIL).
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE WITH 5.) SOIL (SEE BELOW"). AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. 15"0
5.) CONTINUE TILLAGE UNTIL DWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED -FLOW 0-RING ° as a 2.75' 3.42' a n2 RCP 4 4b ® G W a
IS PREPARED 4 TO 6 INCHES DEEP. SOIL AMENDMEmm Fl MULCH z N
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
B.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). BE USED AS A MULCH ANCHORING TOOL.
WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY MULCH MAINTENANCE MQy [ OO O
WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE 4" • fS ~ ?ryY Co a Y Y?
AFTER PERMANENT COVER IS ESTABLISHED. BE USED AS A MULCH ANCHORING TOOL. FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES. 4" THICK CO MAIEENANQ " SEE SEASONAL APPLICATION SCHEDULE JAN i - AUG 15: REFERRLIZE IF GROWTH IS NOT FULLY ADEQUATE. NURSE PLANTS BASE (MIN 2 4" THICK CONCRETE pM
BASE (MIN 28 DAY 27" X 27" X m O
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE STRENGTH = STRENGTH = 3000 PSI) GALVANIZED STEEL W CR a1
FOLLOWING EROSION OR OTHER DAMAGE. GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ORIFICE PLATE WITH 3"0 4" BRICK WINGWALL
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. ORIFICE AT EL 410.00 (BY OTHERS) (ONLY NECESSARY ON e~
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF 15" RCP DRAINING TO e~.~ RN CAR04
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND THE BERM, AND BASIN FLOOR. IF THE DAM IS SEEDED DURING A TIME OF THE YEAR THAT JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN REQUIRES USE OF THE TEMPORARY SEEDING SCHEDULE, THEN WHEN APPROPRIATE, THE SITE PREFORMED LEVEL ¢oFESS/O %9''p
LATE FEBRUARY OR EARLY MARCH. CONTRACTOR SHALL REMOVE THE TEMPORARY VEGETATION AND RESEED THE DAM USING THE PERMANENT SEEDING SCHEDULE. SPREADER/SCOUR HOLE) 27" X 27" X Q@ t
NPM USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT GALVANIZED STEEL ORIFICE PLATE _ WITH 300 ORIFICE AT EL. 410.00 45 p1m 22
TO USE THE PERMANENT SEEDING SCHEDULE. IF THE DAM IS SEEDED DURING A TIME (ONLY NECESSARY ON 15" RCP F tp 23¢
OF THE YEAR THAT REQUIRES USE OF THE TEMPORARY SEEDING SCHEDULE, THEN WHEN APPROPRIATE, THE SITE CONTRACTOR SHALL REMOVE THE TEMPORARY DRAINING TO PREFORMED LEVEL ''oo /F°• yGLNE•'GZ ids°'a
VEGETATION AND RESEED THE DAM USING THE PERMANENT SEEDING SCHEDULE. SPREADER/SCOUR HOLE) 'o
ggrn.;110 0
4" CONCRE 4" CONCRETE HEADWALL 4" BRICK WINGWALL 4" CONCRETE HEADWALL J"W GRADE STEEL 8 0 °
(BY OTHERS) ADHESIVE BOLTS, o
SELF LOCKING HEX T i
27" GALVAN 27" X 27 X NUTS,. FLAT N N GALVANIZED STEEL WASHERS
ORIFICE PLAT ORIFICE PLATE WITH 3"0
ORIFICE AT (ONLY NEC ORIFICE AT EL 410.00 (ONLY NECESSARY ON I a
15" RCP C 15" RCP DRAINING TO
z THE LOCATION OF THE DEBRIS RACY. HOLDER MAY BE ADJUSTED FOR EN~M-DR PREFOF PREFORMED LEVEL °
p ON VARIABLE CONDITIONS. ID 1- } WHEN THE HO,DEA DOLT 5 LOCATED ON THE METAL PLATE THE '/s" DIAL NOTES: ¢ OLT LENGTH 'IS TO BE SHORTENED 70 NP ME WELDED TO THE PUTS SPREADER SC 13 Q F T~ SPREADER/SCOUR HOLE) 'l4° 15"0 0-RING RCP 9 a
2 DEBRIS RACK HOLDER AND ALL HAWjNAS IS TO BE LRVNISD. DS: 838,21, B311 TT1 H' 14) Vi .4" 2.5$` I d a z rc J 3"0 ORIFICE a R
39, .27, 838.33 w _B O OAN~AACCOADANOE WITH SPECIFICATIONAND
SO mO~C w WI IA D THIS PRECAST EN04ALL MY BE USED FOR THE FOLLOWING CB 1 'rv ADHESIVE PAIL, E%.NUTS, 4zbco N O II---- 1 0 V dER. n[n5 83B. ¢UOM ' / EUFTL ATE NUT, n SLZF WASMwADHESIVE O ADHESIVE VOLTS, RHZ-A= INSTALL PRECAST ENONALLS WITH WINGS AND PAY w ` vue q' T! +Y' -r-- S~DyPI USE 4000 PSI CONCRETE. R" ENA 15"0 I' d. ° e I INVERT = EL. 410.00 Z o i 'i-FLOW 0-RING (EQUAL TO NWSE) "
I-S zMA IAHIA. a _ " 9 LD"' PACVIDE ALL REINFORCING STEEL WHICH MEETS ASTN A619 ~ p wF O BOLT 1 z~~z~ TO ASTM OSHA U\H2 H2 P FOR PEED A1AEA85 WITH OROUTEB 2" MIINi0N. 5NEA0NALALA CLEARANCE A7 . NJOeW62TENBY OW w< RCP (ONLY NECESSARY ON t
wWER - METAL T C ~ e 15" RCP DRAINING TO t,:,- PREFORMED LEVEL W m
H PLATE R CEwH1 Ni CONTRACTOR ? /e FRONT VIEW ° Ret T' AF•MA n~ a°.,. •'n 4" 4" SPREADER/SCOUR HOLE)
' ALL ELEMENTS PRECAST TO MEET AGIN C913. SIDE VIEW OF SALT wEtD¢D x0FPS
FP " WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR DEBAR ON TO META PLATE SIDE' VIEW 4" THICK CONCRETE
J-_ AS LONG AS THE SAME AREA OF STEEL I3 PROVIDED. DEBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL- - CHAMPED ALL CORNERS I" OR HAVE A RADIUS OF 1". (NOT GILVANIRED) P EUI OP THIS UNIT IS TO ALLOW DEBRIS ~p I S" . T TO FLOAT MOVE REEFS RACK AND TO MINIMIZE 4" THICK B, ELDGGINC OF THE WATER DuRRY ORCEE, 6 ° 1 '4 O° 'd 4" THICK CONCRETE I 3.0' 3.42' BASE (MIN 28 DAY
K BASE (MIN 28 DAY I I STRENGTH = 3000 PSI) STRENGTH = 3000 PSI)
B" ER TOTCHAR 1.- FOR B TO CHART ! UNIT i0 e: wNNiBUCrfD a WELDED FOR BAR 912E REFER TO CHAR STRENGTH = REFER TO CHEAT FOR AA SIZE NOTEH THE MINIMUM BAR SIZE SHALL BE AS CAAC E, J DU.NR5-NOT OkYANIZN. " APPROVED ATTACHED SME MONTVMW a
BY THE 410 WITH ENGINEER. 0 _3 HINGE AS SHOWN OR BE m A7 B" OTS.TNE CONTRACTOR WILL HAYE THE OPTION **TO ELEVATION. D~ T(I INCREASE THIS BAR ARE As NE[4ED. A CONTRACTOR MAY SUBSTITUTE COMPARABLE 0 ~C~ S~ O DESIGN AS A°fF0VE0 By THE EHGNEER.
u i ED COST 70 BE INCLUDED IN PROS BU FOR BAD WD
Q > ED z 0, 6" MN OPENNG 1HROUCH W R CONC.SWM 01" 6 M TUN. ED .T T p a In Z
klTl~ERWBE'l DAM OR SWIM DONNACE STRUCTURE. AW1A ED SQUARE 1E" MAX, UP BE TOP VIW #E ¢ OR AS w ENDWALL DIMENSIONS -MIN. Q D.-IR'I /MINIMUM MIN.IM4X. MIN. /MAR. MAX. MIN./MAX MIN./MAX. ME Z p PIPE DIA./ BAR SIZE H11FT.) H21 PT.1 D (FT.) 001 002 ? a ra ° 15! e RGP YY LELS W - ~l N. F.5.
W2 C: Lu
p C) S 7.0 M5 @ e 1.25/2.00 2.00/3 75 1.25(1.75 9.0013.76 6.50(6.00 0 N L25 L2512.00 3.0013.76 7.2512 .00 3.6013.76 6.6018.76 xPS ANIZED
U~x ? 14
w 1 50 +p5 @ 8 1 2512.00 3 00/4 25 A 5012 56 3.8/3 75 1 6 5010.76 00 RDT w TOTE 2 0 fly @ 6 1 5012.50 9 00/4.75 1 54 0125 7 5018.25 DFD0 ®
Z 2 5 4 695 50 70 00111 60 N ED rn MS 2 5013.50 4 00/6.06 20 ~ EZ
DL~ PLATE AND SIDE VIEW ___OF SWIM E pAWITH DEBRIS 3.0 #5 @ 8" 3.0013.60 @ B 3 5014.0 600/6 00 - 9 261 3 50 660)6 76 13001 13 .26m ER 4JALITY DC 3.0' W
3 2 56 00_/0 75 12 00113 25 z NJ WAT p 3.5 1 p6 @ 8" 1 3 26(4.560 B 0016 75 SO I AS m P •'L Mv. a/ TYPICAL SWM DAM w 0
PLAN _ 4,5 1 05 @ B 4.0016.00 6.50/8.50 3.25/4.00 7.0019 25 1 13.50116.75- U SIDE VIEW FRONT VIEW ,I 0.2' I 2.8' a
5 0 #5 A 8 4.5015.00 7.00/8.50 3.2514.00 7. S-/9-._25 13.76115.75 DETAIL FOR DEBRIS RACK SHEET 2 OF 3 W In A
_5.5 I M5 @ 8" 4_5015.00 7.5018_50 3.2514.00 7.2519.25 14.00115.75 (FOR WATER QUALITY ORHCEI 6.0 R5 @ 6" 4,5015.00 7.50/B.5D 3,251 .00 7.75/9.25 14.75116.76 madnm STQRM Al ER MANAGEMENT CSWMI ETA LJ auM 4" O
DEBRIS RMWMETAL KATE, WATER OUADY ORF6Z.CONCRETE COMIC 4 CONCRET 4" CONCRETE HEADWALL Z A.
O 1 SHEET 1 Of /1~ M2 838.80 VIRGINIA DEPARTMENT OF TRANSPORTATION 11805 SHEET 1 9 $ ° O
s3a.ao INN SWM CHARADE SSMmNRS, SLIM RISEN PIPES AND SWV DAMS) NQIM;
" a THE TRASH GUARD IS NOT SHOWN ON THIS DETAIL FOR
CH DETARS ° "d' CLARITY. A TRASH GUARD SHALL BE PROVIDED PER ° .a 9 q' . '4. ° ° a VDOT STD. 116.05 (SEE DETAIL).
15" RCP END .S DET QrORUSEONU/sSIDE OF BOTH 12M DIP & 15" RCPO
N.T.S. N.T.S. r- FLOW 8"0 DIP d e 1.67' 2.33'
a. a. de. ° d a °
A .4
•.e t tl < 9 q ;4. W
NOTES: ice. TCOONACREIE FOR COLLARS SHALL BE 1. CONCRETE FOR COLLAR SHALL BE b 4" 0
PERMANENT SOIL 3000 PSI (MIN.) 28 DAY STRENGTH. 3000 PSI (MIN.) 28 DAY STRENGTH. 1. RIPRA LINER SHALL BE REINFORCEMENT INSTALL LEVEL AND
UNDERLAIN WITH MIRAFl MATTING (PSRM) FLUSH 2. COLLARS SHALL BE CONNECTED TO 2. COLLAR SHALL BE CONNECTED TO THE 4" THICK CONCRETE m
APPROVEDVE 700 OR (SEE NOTE) WITH NATURAL GROUND. THE 15" RCP WITH A WATER TIGHT JOINT. 15" RCP WITH A WATER TIGHT JOINT. 4" THICK APPROVED EQUIVALENT. BASE (MIN BASE (MIN 28 DAYlo.
15" 0 RCP 3. COLLARS SHALL BE SPACED ALONG 3. COLLAR SHALL BE SPACED ALONG STRENGTH STRENGTH = 3000 PSI) CID
4" BRICK WINGWALL (BY OTHERS) O PLM C3 a
RE2. - PERMANENT INFORCEMENT SOIL MATTING W/ ENDWALL 4 FT. BARREL AT 15'-4" O.C. BARREL AT 10'-6" O.C. ANTI- SEEP OR AP ROVED EQUIVALENT. 0 f°-6" 4. ANTI-SEEP COLLARS SHALL BE PLACED -"I I°-6" A MINIMUM OFCOLLAR
FROM P EB PLACED A MINIMUM OF 2' FROM PIPE JOINTS.
3. BOTH THE RIP RAP PLOW 3.75' M3
9 UNDERLINER AND THE LANDLOK 7.75 FT. 15.75 FT.
t TRM 450 SHALL BE INSTALLED PER MANUFACTURER'S 5
SPECIFICATIONS. SQUARE PREFORMED 15" pIA 15° DA. OD 21°
o SCOUR HOLE (PSH) 4 ORCPG O.D. 21" ORCPG 4" BRICK WINGWALL 4" CONCRETE OD
0 Fr. (BY OTHERS) HEADWALL
11 7.75 FT. 4 FT. 11 SEED WITH NATIVE 4" CONCRETE HEADWALL ~crj
GRASSES AT 4" CON1 INSTALLATION. 11'75 FT. (RIP RAP IN BASIN NOT
SHOWN FOR CLARITY) a t/1 r~ ° e ° q V/
PLANV~W 1.75' MIN. PROJECTION 1.60' MIN. PROJECTION 4 " B"0 DIP
0 a
v A, 4 4 Q I 1.17'
15"m RCP
LU W/ ENDWALL FLOW 10 DIP
4 FT. 15 DIA 15 DIAL y FILL SLOPE 5.25 1 O-RING °
4'95 O-RING DD i° tr. a a
' 13 NANRAL RCP RCP 4 a FLOW 2:1 2TFT. j GROUND d 4" 4" . . a ;e PROJECT NO NEW-05042
4" THICK CONCRETE FIIENAME: NEW05042-PD1
RIP RAP LINER W/ FILTER TUCK 4" THICK CONCRETE 3,0' 2.33` - I BASE (MIN 28 DAY
FABRIC NCDOT (SEE NOTES) A' RIPRAP -?~3.75 PERMANENT SOIL 4" THIC BASE (MIN 28 DAY I - 1-0 STRENGTH = 3000 PSI) DESIGNED BY: JVF
9" THICK REINFORCEMENT BASSET ? MATTING (PSRM) STRENGTH = 3000 PSI)
c 0 $ MQNTVIILW DRAWN Rr° JVF
ILI SCALE: NTS
2 SIDE VIEOP
4 C0WV_TtETE ANTI-SEEP COLLAR CONCRffIE -SEEP COLLAR WDIPHEADWAM D DATE' 10-18-2007
N.T.S. SHEET NO.
(FOR IV RCP DRARMGTO PFZFORM6D LEVEL SPMADER I SCOUR HOIA (FOR 16" RCP EMMG MAHIialZ W/ PLUG VALVE) AIM € FO LEVEL SPREADER /SCOUR HOLE DU NTS -1
e TS N
4
W McADAMs FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION kmi
W 3
m
P a
u

U~
Q
CONCRETE JUNCTION BOX
(PER NCDOT STD 840.31) C3
(NOTE: EACH MANHOLE JOINT SHALL BE MADE WATERTIGHT) RIM = 416.00
INV IN (B" DIP) = 410.00
INV OUT (15" O-RING RCP) = 410.00
Z I w Z m
TYPICAL MANHOLE RING AND RING AND Z C4
COVER PER NCDOT STD. 840.54 P STD. 840.54 Iy CIO a
NO. 67 WASHED STONE 12 FT. WIDE MINIMUM
ENCASED IN NON-WOVEN
TOP OF DAM = EL 416.00 FILTER FABRIC (MIRAFI 18ON OR EQNALENI) 1 ~ 44 COMPACTED BERM P64 Z
SECTION (SEE Z SHEET PD-1A)
111-EI I~I 11 11= - II III _ II _ W d o
1=~ i ® \ E
_ _ I- III =71- - - lT= 1I 1= _ 1= 3 E__4 U x ~ CONCRETE ANTI-SEEP COLLAR SHALL ENDWALL PER NCDOT STD. 838.80 w U
=I I E' 1=1 T I - _ BE SPACED AT 10'-6" O.C. (SEE DETAIL SHEET PD-1C) z
I I I _11 ll 1.~: - I II- (SEE DETAIL SHEET PD-1C) L7
3 = _ - - 1= - I- _
8" DIP HEADWALL w ww c Q rn
(S 1D) DETAIL SHEET _1 - _ III ~ ~ II I
TH I = 1 -I i - - I - I - _ 15" 0-RING RCP ° \A CARO°40y~ INV. OUT = 410.00 ° o~ .Fssi "
% = ,Q*10
0 II 1 1 1_ 1 1 1 I i 1I - ~III~F,II1 1 11 i l I 11 11 - 21 LF 15"0 RCP 0 0.002 '0 RCP ® 0.00% FLOW a l :
0 22 LF 8"0 DIP ®D.OOR FLOW
TOP OF 6:1 SLOPE (NWSE) = EL. 410.00
CONTRACTOR SHALL PROVIDE OVIDE A. WITH " w
2-4" PERFORATED, CORRUGATED HOPE PIPE STEPS IN ACCORDANCE WITH TEE n o
(ADS N-12 OR APPROVED EQUIVALENT) NCDOT STD. 840.66. (SEE DETAIL) STEPS SHALL BE 3E T T
PLACED AT 16" O.C. DRAINAGE DIAPHRAGM JOINTS TO BE WRAPPED IN APPROXIMATE LOCATION NCDOT CLASS "B" RIPRAP N N
(SEE DETAIL SHEET PD-1E) GEOTEXTILE FABRIC IN 2-FT OF EXISTING GROUND VELOCITY DISSIPATOR WIDE STRIPS CENTERED ON (d50 = 8- >
12-FT. AQUATIC SHELF THE JOINTS 4'L x 6'W x 22" THICK
FROM EL. 410 TO EL 408 SLOPED AT 6:1 (H:V) CONTRACTOR SHALL SEAL THE 8"6 DIP 8" PLUG VALVE. THE VALVE SHALL BE A I E SHALL BE A M&H (SEE DETAIL) a 3
PENETRATION USING A RUBBER BOOT AND STYLE 820 X-CENTRIC VALVE OR APPROVI STAINLESS STEEL HARDWARE. THE VOID EQUAL THIS VALVE SHALL BE IN LVE OR APPROVED w BE IN
SPACE SHALL BE FILLED WITH NON-SHRINK ACCORDANCE WITH AWWA C-504 SEC. 5.5 C-504 SEC. 5.5, a a a W
GROUT. AND SHALL BE OPERABLE VIA A HANDWHE VIA A HANDWHEEL z
it a a F-
z o a z?
O z 4 ~ a
PE NT D CROSS S ON AT EMERGENCY DRAIN N.T.S. PIPE 5 >
w m tt
U cq co
" w I ~`Y H by
z
W Q
P4
yy.q U ~ ISM
H
NCDOT STD. H z
838.80 HEADWALL
o E NOTES: SH(SEEPDETAIL NCDOT CLASS "B" RIP-RAP w x -1C) P4 O~ (d50 = 8") o
A OPTIONAL MANHOLE y ALL STEPS SHALL PROTRUDE 4" FROM INSIDE FACE OF STRUCTURE WALL. I-~- 41 x 6'W x 22" THICK In q
6° fi" QQ STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED ¢ ¢ 15" 0-RING RCP w co ROM THE ENGINEER FOR THE USE OF SUCH STEPS. ¢I- z Ica
;GLOP E GENERAL NOTES: za-, THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGI11 r0 c (/1 Y 6• ALL EXPOSED CORNERS TO BE CHAMFERED 1°. L"0- CDZ w zOcc~ SU A A O LiOaC~Z
m ~Sy CUSS "B" CONCRETE TO BE USED THROUGHOUT. pKM1= 0<Z=
,OOA m L OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2' KEYWAY, OR WQZ S ZmZ:> X X D D #4 BAR DOWELS AT 12° CENTERS AS DIRECTED BY THE ENGINEER. QO~OC? Lij <LL=
Q cr~ 02 LLJ
zc-)mo=-O( a~~ n FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM SLAB. f-=~ J u~LL -TT pr m ho a IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, lr z pQ ;n 6~70Z ADD TO BASE AS SHOWN ON STANDARD NO. 840.00. OpNEI- - m cn Z _j L 6' O
pyD ALL JUNCTION BOXES OVER 3'-8" IN DEPTH SHALL BE PROVIDED H1 5 °i 00-U-1 ~I z 0 j 4
-C -1 WITH STEPS 1'-2 ON CENTERS. STEPS SHALL BE IN ACCORDANCE dp V10 WITH STD. NO. 840.66. W (j) o l W V-6" WIDE
Z 6" 3" ADJUST THE STEEL, CONCRETE AND BRICK MASONRY QUANTITIES
TO INCLUDE THE ADDITION OF THE MANHOLE (I.E. DIAGONAL BARS Y P~ PLAN T SIDE NCDOT STD.
PLAN SEE STANDARD 840.54 SHORTENED AROUND OPENING IN TOP SLAB, ADDITIONAL VARIABLE - PLAN SIDE FOR P ON~N HOLE COVER & FRAME SPACED fi " HEIGHT BRICK MASONRY, OPENING IN TOP SLAB.) PLAN ~O M ELEVATION 838.80 HEADWALL 4'
BRICK MAY USED C. TO C. n\~- nI ELEVATION ~'--t-~ U) (SEE DETAIL C;-' a- SHEET PD_ 1C) PLAN Z
TO ADJUST FRAME & 6" COVER TO SURFACE ib 1
ELEVATION MAX. 1' 141/2. CAST IRON p ° ca c
0 Z p X I LL 0, CAST IRON ELEVA_ ELEVATION 15" 0-RING . .a
ELEVATION O r CURET PIPE .1 M Lu Lv RCP W A
n z O W III=III=11 22" LAYER OF U r+ =z~l I I= - CLASS 'B' RIPRAP U
N= 7u .11 E OR F I Z CL Q U~1=11 p ~I _ 4" FILTER BLANKET
p INLET PIPE SECTION DOWEL < 1316° rz~l 11=IIII-ILL, =
_ ° rn z 6° C=C- OR D-D U 19 1 a° Q I11 6 BAR OR $8 BAR , SECTION A-A O
° SECTION X-X ~ a D a 3 GALV'D. Z¢ Ln NOTE: FILTER BLANKET U QI
r- z O DIMENSIONS AND QUANTITIES FOR CONCRETE JUNCTION BOXES QQ __D °i 1 4" POLYPROPYLENE N W A FILTER BLANKET BE INSTALLED (SEE NOTE) c
m 3 DIMENSIONS OF BOX AND PIPE REINFORCEMENT CSR CUBIC YARDS TOTAL PUA4fRIE6 DmUC1gNS FOR ON Z W H S S 8° n a PLASTIC t D -i 6" PIPE SPAN WIDTH HEIGHT BARS °A" DIMENSIONS IN BOX BOX AND COVER PIPE CUNDS. O F _"C U BETWEEN THE RIPRAP AND SOIL FOUNDATION.
CU. YDS. C.S. R.C. z a PLAN Q THE FILTER BLANKET WILL CONSIST OF A rr7T777T7T70_ V) I
20 EXP ~pNT D A B H N0. LENGTH E F COVER FLOOR FTWOFFR Raub '0- SIDE MINIMUM 4" THICK LAYER OF STONE (NCDOT 0 #57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700 A
1- p 12" 2'-0° 7-O" 2'-3" 12 2'-9" 31-0" 3'-0' 0.167 0.167 0.185 22 0.7500.015 0.024 m 1z _y 4L - SIDE s" J Z 3 PLAN ELEVATION Ld OR APPROVED EQUIVALENT _ S
1 E" 0 -TI 15' 7-3" 2'-3" 2'-8° 12 3'-D" 3-0" 3'-3" 0.196 0,198 0.204 24 0.902 0.023 0.038 CD Q ELEVATION PLF ~ TVl SE~+ NNN
o O A i = 18" 2'-6" 2'-6° 2'-9" 14 3'-3" 3'-6' V-6" 0.227 0.221 0.222 30 1.065 0.033 0.049 W U - COMPOSITE REINFORCING STEEL
a - 24" 31-0" 3'-0° 31-3" 16 3'-9" 4'-0" 4'-0" 0.296 0.296 0.259 40 1.434 0.059 0.085 N 30" 3'-6" 3'-6" 3'-9° 18 4'-3" 4'-6" 4'-6" 0.375 0.375 0.296 51 1.860 0.092 0.127 3 DEFORMED o S EEL ROD ~ r1
- 19 4'-0" 4'-3° 20 4'-9" 5-0" 5'-0° 0.463 0.463 0.333 64 2.341 0.132 0.170 36" 4'-0° NOTE: 12" NOT TO BE USED IN SHEET 1 OF 1 ENART < i DRAWDOWN B°`'iG DIWIPAlt ~R
42" 4'-6" 4'-6" 4'-9" 22 5-3" 5'-6" 5'-6° 0.560 0.560 0.370 77 2.878 0.180 0.243 SECTION A-A 12 ELEVATION M SANITARY SEWER MANHOLES. 840.66 N.T.S.
p SECTION Y-Y 46' S'-0° 5'-0° 5'-3" 24 5'-9" 6'-0" 6'-0" 0.667 0.667 0.407 92 3.471 0.235 0.317 ELEVP 54" 5'-6" 5'-6" 5'-9" 26 6'-3" 6'-6" 6'-6" 0.782 0.782 0.444 109 4.117 0.297 0.401 ELEVATION
a SHEET 1 OF 1 60" 6'-0" 6'-0" B'-3" 28 6'-9" 7'-0° 7'-0" 0.907 0.907 0.481 127 4.020 0.367 0.495 SHEET 1 Of 1 STEPS
840.31 66° 6'-6° 6'-6" 6'-9° 30 T-3' T-6° T-6' 1.042 1.042 0.518 145 5.581 0.444 O.SB9 840.31 NMCE ACC 3 N.T.S. w
z
CONC JUNCTION BOX DETAIL
N.T.S.
a U PROJECT No. NEW-05042
c FII.EN"E: NEW05042-PD1
DESIGNED BY: JVF
O C
0 DRAWN BY: JVF
N_ SCALE: NITS
0 mmmmmmma DATE: 10-18-2007
E 0
N N SAEGT N0. PD-lD
o~o N
Q
ZsW
} W FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS
3 U
N e
a D(

U~
2-4" PERFORATED,
CORRUGATED HDPE PIPE (ADS N-12 OR
APPROVED EQUVALENT)
TYPICAL MANHOLE RING AND
PLEASE NOTE THAT THE ARMORTECH DETAILS SHOWN COVER PER NCDOT STD. 840.54
ON THIS SHEET ARE GENERIC DETAILS AND ARE NOT U
SITE SPECIFIC AND THEREFORE SHALL NOT BE USED 3' 3" (TYP.)
FOR CONSTRUCTION. REFER TO APPROVED SITE c W Q
SPECIFIC ARMORTEC SHOP DRAWINGS FOR USE IN
CONSTRUCTION OF THE ARMORFLEX SPILLWAY SYSTEM. M-1 W Z I
MOUNTING I MOUNTING BRACKET / GUIDE STEM 8°0 DIP ~ I 15"0 CPRING
4 Z
z ~N
ciao Y1! 79R 3w $ a a
NOTES: 24 P4 0 0
1. ALL WIT LENGTHS ARE AS SPECIFIED ON THE SPREADSHEET. CL 55 moomm 4, 8417. CL FR. CL 55 Bps= 1 R. CL 70! To $Y' IT. 3 ® - I 04
a 2. ALL MAT WIDTHS ARE AS SPECIFIED ON THE SPREADSHEET. TYPICAL CONCRETE JUNCTION BOX W
3. TOE ANCHORS AND SLOPE FACTORS HAVE BEEN ADDED TO LENGTHS OF ALL MATS, CL 95 TOM 5.7JA 1418. PROJECT TOTAL: 7,847 SO. FT, w ~ Q PER NCDOT STD 840.31 W 1 Z W
4. ALL VOIDS GREATER THAN 200" BETWEEN MATS SHALL BE FILLED WITH 4000 PSI CONCRETE. g
5. ALL. LONGITUDINAL OUTER EDGES MUST BE ANCHORED, SEE FLANK DETAIL V. SHT. 3. HANOWHEEL SHOULD BE SECURELY BE SECURELY ATTACHED NO. 67 WASHED STONE a ENCASED IN NON-WOVEN z W -HE MANHOLE WALL USING - FILTER FABRIC (MIRAFl 180N W R
a MOUNTING BRACKET /GUIDE SEEM. / GUIDE STEM. FOR _ OR EQIVALENT)
6. INDICATES TAPERED UNIT MATTRESS SECTION Of PROJECT. To THE INSIDE OF THE MANHOLE W. iE HANDWHEEL SHALL BE E TOP OF THE MANHOLE. CAR ~`ab
7. INDICATES GROUTING LOCATIONS SEE DETAILS IV, VIII & X SHT, 3. z SAFETY REASONS, THE HANDWHEEL o $ OPERABLE FROM THE 70P OF THE I 4° N 0 ,6 \ ss
8. - AREAS OF COVERAGE TAKEN FROM THE ELECTRONIC FILES i i JJ~°tl yy I ? A. ! I ? 2 Y
SUPPLIED BY. SAIC.
TYPICAL MANHOLE RING AND TYPICAL MANHOLE RING AND _
COVER PER NCDOT STD. 840.54 COVER PER NCDOT STD. 840.54 145Z,9q.
v gAAA e e to
a e~ °B
TA. 1 TQp H TYPICAL CONCRETE JUNCTION BOX ~ PER NCDOT STD 640.31 N BOX 840.31 CONTRACTOR SHALL PROVIDE TYPICAL CONCRETE JUNCTION BOX
OF SSZO NOTE: MUST CONTAIN ENGINEER ®11 STEPS IN ACCORDANCE WITH PER NCDOT STD 840.31 0 m NCDOT STD. 840.66. (SEE t;• v o
Ic A pE SPECIFIED DRAINAGE MEDIUM BENEATH T i DETAIL) STEPS SHALL BE tllz~
DETAIL w SKr. 3 ALL TAPERED CONCRETE MATTRESSES. PLACED AT 16" O.C.
9i NO. 67 WASHED STONE w
yd ENCASED IN NON-WOVEN NO. 67 WASHED STONE
ig FILTER FABRIC (MIRAFI 160N OR EOIVALENT) ENCASED IN NON-WOVEN 3
FILTER FABRIC (MIRAFI 18ON w a ~ OR EQNALENT) a o
a ~
z
T 3.67, F
T,7 a > 15"0 0-RING W p
8"0 DIP p RCP g T • .-e Cat
8"0 DIP
8 1' 0
FLOW
8" PLUG VALVE. THE VALVE SHALL BE A M&H W
STYLE 820 X-CENTRIC VALVE OR APPROVED 6 6T a F," ~
4' EQUAL. THIS VALVE SHALL BE IN
2-4" PERFORATED, ACCORDANCE WITH AWWA C-504 SEC. 5.5, PERFORATED, a d CORRUGATED HOPE PIPE AND SHALL BE OPERABLE VIA A HANDWHEEL CORRUGATED HDPE PIPE w a
TO UCTU A DAP SLQp DETAI QV,SSHT. 3RE MAT PRELIMINARY: (ADS N-12 OR (ADS OR APPROVED EQUIVALENT)
APPROVED ED EQUIVALENT) 0
W
~'4
INFORMATION CONTAINED IN THIS DRAWING IS TO BE USED ONLY AS AN AID TO THE BUYER AND IS NOT TO BE CONSTRUED AS D GED G D U x N.T.S. F Z
ENGINEERING ADVICE OR AS A WARRANTY AS TO THE QUANTITY REQUIRED OR THE SUITABILITY OF THE FABRIC OR BLOCK FOR A
PARTICULAR USE. AUTHORIZATION TO SHIP FABRIC OR BLOCK DESCRIBED HERE BUYER'S CONFIRMATION OF THE CCURACY OF THESE DRAWINGS ON CREDIT WILL BE ALLOWED FOR ERROR AFTER REVIEW ANDZED AS M H
ACCEPTANCE BY CLIENT. W 1 ~
3000 PSI CONCRETE PAD TO - BETE PAD TO REINFORCED CONCRETE FLARED END A
BE POURED UNDERNEATH THE DERNEATH THE
x CONCRETE FLARED END SECTIOP ED END SECTION SECTION/RCP PIPE JOINT o DITIONAL
$ u ° TO PROVIDE ADDITIONAL JTY OF THE
wtv x°80 v o v v v v v v v v v v $ m SUPPORT/STABILITY OF THE vvvvvv vvvvvv a FES/RCP JOINT. CONCRETE CONCRETE REINFORCED CONCRETE
PAD SHALL EXTEND BEYOND AIII T o o °v o °o o °v o 0 0 END BEYOND FLARED END SECTION JOINT F7LC SLOPe
nau vvvvvv vvvvvv a FES/RCP PIPE JOINT sum E3 C3 O
vvvvvv v v v v v v! O D 0 v v v v v v v v ffi v v v ~ A
v v 14
O ® c:) E3 °v Em EMBED 3-3/4" GALVANIZED
ili ? ' Wo"m T ovv v v EM7NE h H THREADED ROD 18" INTO CONCRETE - SECURE WITH
T ?O pw 1 vv v v c "'y S m REINFORCED CO CRETE FLARED END WASHER AND BOLT py z
974 aL ~ ~ ®y, i v v v v P Y ~ y SECTION/RCP PI E JOINT
p g ~j vvvvvv B mm mffi AT A= uN gY vvvvvv w mNNe o-~ poi i 3 REINFORCED CONCRETE pT AT ~'I 'CRETE REINFORCED CONCRETE RIPRAP z
I I °v °v °v °v °v i PIPE VELOCITY a E'y DISSIPATOR ra W
39 sm di'a$ ILEL M B sm imm ST°'""'^" PIPE m ma Rn4'NOofls v v v v v v ; mxRolls ma imrow+E v v v v v v \Y / PAD 10.
wxmxuE xxm NNE pp a949p 8^ ~2.~,•4; JUL amm
NAREE7~,NDry pNdY(C YmW.9 TO END
~&V.MHL WICEIL WFAm9 ~Fp TT09FJN LA19 t ! r m~ in BWE C.1 i
,a E y.;'. . 1% •n. F-1 r` . Ae
0 d 8
Aux DETAIL VIx umpEa , ~ ' , ' ,
NONI N , , BURL pp $
P4
v, TOP OF SWPE TOP OF SLOP" CONI
.'.Q 3000 PSI CONCRETE PAD TO BE POURED
ARMORFIEK SIDE TO ENO i GROOT A) roB~ MATS UNDERNEATH THE CONCRETE FLARED END
N Y p SECTION TO PROVIDE ADDITIONAL
ABIlORF7EH mac REINFORCED CONCRETE E MINIMUM OF NCRETE
E urtm xuE Mm E" OM OIIX L&9 ` FLARED END SECTION L" pp ON CONCRETE PADS ALL EXTEND SA DIMENSIONS FOR FES 12" BEYOND FES/RCP PIPE JOINT
CONCRETE PAD
0 NR4-13 i TNW eIN PIPE DIMENSIONS 04
roEOEiE mrnre wm.Em coll'amm :A g 'a I.D. A B C
Z Al RW EtrY ¢ •1,;,e+~N ppp b RID <--RY
k;; amp. h comp 6 -6 8'_1 15 3-0
18„ 7'-0" 3'-0" 8'-1>
APPI
a® Dw Ph ll~ ME" 24 " 8' -0 ' 3' -0" 8' -2 ' PROJECT NO. NEW-05042
H i DETAIL •IXplcu. 9PmaAY .wGITON m 30 9'-0 3 -0" 8 -2" F=xAME: NEW05042-PD1 DESIGNED BY: JVF
um N48C / NOf m NNE oe~ DBnwx BY: JVF
mw WIN L" C 36" 10'-0" 3'-0" 10'-2"
° scAEE: NITS 42" 13'-0" 10'-2"
2 G EMBED 3-3/4" GALVANIZED RIPRAP VELOCITY 48 1 1'-0" 3'-0" 11 DAZE, 10-18-2007
MOIL NA 106NE THREADED ROD 18'" INTO DISSINAIUK NAU
~ -1
0 COPYRIGHT ® ARMORTEC 2005 ALL RIGHTS RESERVED.CONCRETE - SECURE WITH N wr nois crx wren. 4 WASHER AND BOLT
-PIMVMW _ HARKD END sECTiax D R
4 3 ww N.T.S. Mc MS FINAL DRAWING NOT RELEASED FOR CONSTRUCTION
3 w 3
U
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i
/ f
LEGEND
87 PC PONTEDERIA CORDATA PICKEREL WEED 4" POT \ - - - - - _ l / / a /
91 JE JUNCUS EFFESUS SOFT RUSH 1 QT, ' &
/ / / l / / / A ~,a•• 0 0
Z I
150 ST SCIRPUS TABERNAEMONTANI ZEBRA RUSH 4" POT
(tw 'ZEBRINUS'
s /
74 SL SAGTITARIA LATIFOLIA DUCK POTATO 4" POT
Z aN
104 AC ACORUS SWEETFLAG 1 QT. P, P40
C) E-
910 CA CANNA 'BENGAL TIGER' BENGAL TIGER CANNA ~ 1 QT,
-o4 M
99 N IRIS VERSIWLOR BLUE FLAG IRIS 1 QT. wo-
T / \ W C4 G,
95 SC SAURUSUS CERNUUS LIZARD TAIL 4" POT ~I~nunrerr
G /
/ o , \ = 1050
YJAMI
SEEDBED PIMPARA110N
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. / ~ n O p
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE o 0
REASONABLY SMOOTH AND UNIFORM. I r 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL (SEE BELOW*). I f/ y o C? P O O 'P a I 3
5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS / q
PREPARED 4 TO 6 INCHES DEEP. 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER N
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN J a w ¢ rr
THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH '
SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION ( I ~ I AFTER PERMANENT COVER IS ESTABLISHED. /
00 / / / 0 W m a
I I ( ~ - O P /
/ /f / LL U a
TEMPO SEEDING SCHEDULE i /
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
LL W
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC /
KOBE LESPEDEZA 50 LBS/AC 42 -PC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC r / / / / eP$ + x
1 1 I I /
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC o
SOIL AMENDMENTS L / I
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND /
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG LL LLL 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).* LLL
co
MULCH '
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, 1 o LL I OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL. IW L
04 MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY / / X01
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. /
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND / -
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
Wm4 / y / e F
UOJE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE / / - - e / w
/ 0W
PERMANENT SEEDING SCHEDULE (DAM EMBANIIMENT) / s
I MWQ7.
g SEEDING DATE SEEDING MIXTURE APPLICATION RATE / / 45- PC /
c I p U
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC a^ / V}
FEB. - APR 15 (POSSIBLE)
n SOIL AMENDMENTS o APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LPJACRE
N GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. MULCH OD
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A BE USEQLCH A~CHORING TOO. A DISK WITH BLADES SET NEARLY STRAIGHT CAN / u]
a MAINTENANCE
" 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 / REGULARLY TO A HEIGHT OF 2-4 INCHES. l /
m NURSE PLANTS r
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE / La GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). r r r
/v
NQIE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND rr
c INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION. r PROJECT NO, NEW-05042
f / :x X, _i e ! 61- I FII.ENA6SE.
0 NEW05042-PD1 LS
`oU NOTE: 100-YR FEMA FLOODPLAIN (FROM WATER DESIGNED BY:
NCFLOODMAPS.COM) NOT SHOWN FOR CLARITY. PLEASE REFER TO SHEET PD-1A FOR LOCATION R QUA= P01M #1 AWAAi4 SHELF PUNMG MAN 1w o 20• DRAWN BY:
o OF 100-YR FEMA FLOODPWN v
GRAPHIC SCALE SCALE` NTS
0 1, DATE: ~n_~z_onm
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N a G
Q 3 1 inch 20 ft. FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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1 y i A A ~
F ATER QUALITY POND #2 CONSTRUCTION SPECIFICATIONS ENERAL NOTES BERM SOIL AND COMPACTION SPECIFICATIONS }
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE 45~-------
SUTABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ` q52 EMBANKMENTS / KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE ` t \ 1 F ~~yy Z I
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL PRIOR TO PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL ' \ \ ' 46!/ / /rf /f /f W M-1
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM B" LIFT. EACH LIFT ' t ` A\ SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENTS BEFORE \
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL ` yy P
PLANTING PUN/SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL q
EMBANKMENT SHALL BE TALL FESCUE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY PLACEMENT. 1 AWING AINING WALL (DESIGN OTHERS) - SEE NOTE #12 ko O
TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). 3. ALL FILL SOILS USED IN THE EMBANKMENTS / KEY TRENCH OTHERS) UNDER OUTLET STRUCTURE O
4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD UNDER OU MATERIAL MATERIAL SPECIFICATIONS----- - - - - O O
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERMS PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS O
GRANTED BY THE EROSION CONTROL INSPECTOR. OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY ° I E-I T ~ ! Q co - ,w-4 r0 / ,r , 11 ! / i l/ i f fff f r z
1 \ k' 5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER A2 - Or/ r r r / f/ % / /f ff rr fff / z w p rn
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL t r r r ,f 1 ERGS , r rr f 'r W w a
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). CROSS ANY PIPE UNTIL MINIMUM COYER IS ESTABLISHED ALONG THE PIPE .Dy=4 ' ' ~ r it f f CREST' 4 t / / .r / / r ! MIN. , , /
6. THE STRUCTURAL DESIGN FOR THE RETAINING WALL ADJACENT TO THE POND FACILITY 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE 0
SHALL BE DESIGNED BY OTHERS. PRIOR TO ORDERING OR INSTALLATION OF ANY RETAINING BERM. THE TRENCH SHALT EXTEND A MINIMUM OF S FT BELOW EXISTING WALLS, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY t A TWW==443276..00 0 rr - 4 r / r r/ f/ / / / / e° o°° °°(ytU~UCUAUR egOi~ 4 r
BY A P.E. REGISTERED IN NORTH CAROLINA, FOR APPROVAL PLEASE NOTE THAT THE TRENCH SIDESLOPES SHALT. BE A MINIMUM Of 1:1 (H:V). THE KEY TRENCH P IDAC / , j q,°°° p~ •F~SS% DTH =4260 ff ELWIF - 42450 (M Nn f f ~ j / - Q~p ~d
STRUCTURAL ENGINEER SHALL ALSO PROVIDE (WHERE NECESSARY) A SAFETY FENCE SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN REM 3 ABOVE.
ALONG THE TOP OF THE RETAINING WALLS DURING THE DESIGN PROCESS. 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ° 1W°437.4 / 1 / 1.7 Fi? (MIx)
7. ALL RETAINING WALL ALIGNMENTS SHOWN ON THESE PUNS DEPICTS THE LOCATION OF REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED F =426.0 / / / i f SIDI SLQ ES T.J (H:V) f f f ° D 4
THE FRONT FACE OF THE RETAINING WALLS AT THE BOTTOM. COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. / / / MAX SLOP 0 / / f f c~ SQ • a
8. RETAINING WALLS ARE TO BE DESIGN-BUILD PROJECT(S) BY THE CONTRACTOR. IT THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE ' F R' SP GIFI TIO f +.,,FMY V F MAW
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. b22 r ` 7-- T7 (IN P SE8 D AID 9hj r P13 L °tgnnWaaa
FROM A REGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS ~1+ NECESSARY FOR THE CONSTRUCTION Of THE RETAINING WALLS. S WAY S E S iu AND f / C / OR & A r
9. RETAINING WALLS SHALT. BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW BEDDING S IRCATIONS _ MATERIAL OR PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH JUL _ f
CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER p,•~G SNELS T`D~E~. 41? 5 ~ / [ ~ WTj~FO / N4N S„ E THE
THAT READILY AVAILABLE ON-SITE SOILS CAN BE USED. L FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP ° 12 N1 1E FROV EL 41~ T ' ////s EEC 'LINER o
10. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY ELEVATION OF THE PIPES IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT SCOPE 1 ° JO S~4P \r'~ Il f STA D P
FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE THE SPILLWAY PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE SO EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL THE FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE h
CONSTRUCTION DRAWINGS. TRENCHES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPES. 9• a PL ° SEDIME / fIf/ /I ~1', -mill EA \ , ` \ FOREBAY / I / / ff /f f/R T NTS AAD
11. ALL REINFORCED CONCRETE FLARED END SECTION INLETS INTO THE POND SHALL BE 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, v / l
UNDERLAIN WITH A 3000 PSI CONCRETE PAD. SEE DETAILS SHEET PD-21). GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE OF THE
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. a SINCE IT IS NECESSARY TO WORK IN A "DRY CONDITION, THIS SITUATION I 14
CONSTRUCTION ARATION MAY REQUIRE USE OF LEAN CONCRETE BACKFlLL, FLOWABLE FILL, ETC. TO ( O z ° r r , t ARE / O o
ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFlLL J Fo ERENSIt142.60 B 5
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS TO BE PLACEMENT. DIMENT PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGETATION, ° FOREBAY
AND OTHER OBJECTIONABLE MATERIAL THE AREAS ON WHICH FILL IS TO BE PLACED 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY f?TRING W 94 1 pp L SF1EE~ P 28)
SHALL BE SCARIFIED. PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO ' ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE \ l r 1~ t~ 1 t f
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PUNTING (SEEDING) ON LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE \ I t r ! '1 131 I \ \ f I
THE DAM EMBANKMENTS ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE
BEEN ESTABLISHED WITH COMPACTED FILL. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL w ) i/ 4 1 ? INELDWAL41(SEE V CQ tJ
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE \ PERMANENT POOL I 2C It NORMAL POOL = EL 419.0 II Vt II ~P N *I ~I'aS a W
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE GEOTECHNICAL ENGINEER. 1,/ ` STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE \
EXCAVATION AREAS (I.E. - KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY 4. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION 5 o\ j 1 I \t~ V I1 t 1 11 11 a i d
TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF) BEFORE THE CRADLE 4 LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS
STABLE. APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL a ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE OV4
SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF j 1 U a
BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE TERIJAL 0 STRU MA S IFiC,ATIONS SUBMITTED TO THE JOHN R. MCADAMS COMPANY FOR APPROVAL. \ \ AA - M
\t STEEL A SEEP \ t I r COLLARS X2) I SSE I W O
\ ° ¢ 1. THE 42" RCP OUTLET BARREL SHALL BE CUSS III RCP, MODIFIED BELL AND SPIGOT, 5. FILL MATERIAL ADJACENT TO THE 42"0 O-RING OUTLET BARRELS SHALL IPD-2B \ h _ jl t If IEfAILEEI z
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION \ 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE CONTRACTOR SHALL
BE TYPE R-4. PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPES TO
ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPES ARE FILLED i s 2, THE STRUCTURAL DESIGN FOR THE (INTERNAL DIMENSIONS) RISER BOX WITH WITH PROPERLY COMPACTED MATERIAL t \w I /t 1 " DIP INVERT OUT. 41 t.00 j co
EXTENDED BASE SHALL BE BY ONTRACTOR SHALL PROVIDE THE OTHERS. PRIOR
ENGINEER WITH HOPRDRAWNGS,,SSEALED BY A P.E. TESMG OF . E NT C N/ 0-
REGISTERED IN NORTH CAROLINA, FOR REVIEW. { ` Aop
3. THE RISER BOX OUTLET STRUCTURE SHALL PROVIDED WITH STEPS 16" ON CENTER. 1. THAT THE TESTING OF THE NEW RECOMMENDED FILL LEVEL OF MATERIALS SHALL COMPACTION BE IS ACHIEVED PERFORMED TD VERIFY DURING 1 It OAM J LEVEL _ ?26 10-FT. WIDE
STEPS SHALL BE PROVIDED ON THE INNER WALL L OF F THE THE RISER BOX. STEPS SHALL BE IN CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-26 FOR LOCATION EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL
OF THE RISER STEPS. CA C ( DETAIL
2. TESTING WILL BE REQUIRED ALONG THE 42" 0-RING OUTLET BARREL AT ff aHEET PD-2D) i
4. THE 10'Lx10'Wx39" THICK CONCRETE ANTI-FLOTATION BLOCK FOR WATER QUALITY POND A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF itTQP OF TLLM MILNTENN #2 SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. FILL ` ' I\ IN WIDTH = AFT DTI ONTEtIAIdCE ACCESS 4
THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE ` LOPE = 2Q (9:1 (H-N - \
SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). I ` XLQPE = QFF'' STATEMENT OF RESPONSIBUM*
5. EACH RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE \ y ~I yp' LINTY STREAM IN STREAM r ti - ° ° J AGCY CE
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND I SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. MAINTENANCE AGREEMENT FOR THIS FACILITY. ~EPHEMEKAL) EPHEMERAL) 88 LF 42"P O-RING RCP-JD CONCRETE CRill (S E MAIL, ° / hM p
6. THE PRECAST RISER BOX STRUCTURE FOR WATER QUALITY POND #2 SHALL HAVE A , \ ' \ y 'SHM» P..O^ rf`~ (JOINT'S WRAPPED 'C
SHIPPING WEIGHT OF 63,000 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING ' \ - WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY - IN' GEOTDMUE FABRIC) ® 1°4776_. a
BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN - ENDWAI L' gER CpOT STR° 80 ° rf e l A f4
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. ` ai _ IW. OUT (42" RCP) EL 41'ol°OO --v R._-_ .y r Q - N
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS ' I y ° 3k v \ \ \ NCOOT GLASS 1 DR 8 RIPRAP® ,~9T0REAM BUFFER
TO THE ENGINEER FOR APPROVAL CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR \ ` ` - 28'L x 32'W x 22F ITHK t PERENNW-) , v9
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LACK ~SEE'DE~H PC5-2B /
I I I i l 1 - A FOR SECURING THE ACCESS HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE °
NOTED. I I I 1 i ~ \ ~ co Jill
^
i 9. GEOTEX11LE FABRIC FOR THE 42-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE 4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON-WOVEN
a FABRIC) n ( I I I I I I I \ \ °
u 10. WATER QUALITY POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ACHIEVED II
m VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR IIN
$ APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5. THE ° \ y'! \ 100-YR FWMA FLOODPLAINII \ - _ 1 4 \ f r~ tFROM NCFLOOOMAMCOM)
° VALVE SHALL BE LOCATED WITHIN THE 6' X 6' RISER STRUCTURE, AND SHALL BE OPERABLE FROM TOP OF STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD-213).
g I I I A I 1
11. THE 12"4 DIP OUTLET PIPE SHALL BE CAPPED ON THE UPSTREAM END WITH A METAL ORIFICE PUTS THE PLATE SHALL BE 18"08"xt/2" (GALVANIZED) AND SHALL HAVE A 3"0 \ \ \fff } /f
4
a ORIFICE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD-2C FOR ADDITIONAL N INFORMATION. a l I ~ t I y ~ '
w I I
z 1 I ~t '1 \ \ `1 \ t I
WATER RLSill POND #2 RAN
c 1"=30' PROJECT NO. NEW-05042
'n w c MLKNAME:NEW05042-PD2
3 DESIGNED BY: JVF
c DRAWN BY: JVF
0
2 2 N C GRAPHIC SCALE SCALE: NTS 30 0 15 30 610
O U DATE: ~0-18°2007
n
E 0 I inch - 30 ft. SHEET NO.
N PD-2A
a 0
4
waya~ FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS
3 w
3
m e
a X

APPROXIMATE LOCATION
TOP OF HANDWHEEL TO EXTEND 1-FOOT OF EXISTING GROUND ABOVE TRASH RACK 10 FT. WIDE MINIMUM ® COMPACTED BI
-COMPACTED BERM PROPOSED GRADE ~I
TRASH RACK EMERGENCY SPILLWAY SECTION (SEE ® ® SEE DETAIL SHEET PD-2E SECTION (SEE SHEET PD-2A) U
(SEE DETAIL) ELEVATION = 424.50 SHEET PD-2A
TOP OF DAM = EL. 426.25 _ 3 O o
17 CONCRETE COLLAR (TO BE CONSTRUCTED IN 3 SPILLWAY FILTER (SEE -p 1 DETAIL SHEET PD-2D) tp~~ W Z I
THE FIELD BY THE CONTRACTOR - SEE DETAIL) 1=1 1
TOP OF RISER = EL 423.60 12-FT. AQUATIC SHELF -II Fes' U) a
FROM EL. 419.50 TO EL 417.50 SLOPED AT 3 z U) ~L.~ I I I-I
6:1 (H: V) L?.I ENDWALL PER NCDOT Z A.
,~I I-I I I~ 'bl I-I I I J1 Jy- STD. 838.80 O-Z Z z
1.5 FT OF KEY TRENCH (SEE BERM SOIL W X00
COVER (MIN.) SPECOIFlCATIONS)
8" DIP DRAIN TRASHRACK
(SEE DETAILS) INV. OUT = 413.00 1 ® E-4 U Z Q
68 LF 42"A 0-RING RCP 0 1.477 FLOW - Z W O W 0.'P
e
INVERT OUT = EL 414.00 PH, a„ a -\N uCAIZQ~~~~li,
NON-WOVEN GEOTE I-WOVEN GEOTEXTILE
°d FABRIC SHALL BE F RIC SHALL BE PLACED 4QF[ SS/
8" PLUG VALVE. THE VALVE AROUND EACH JOIN IUND EACH JOINT OF THE
42° 0-RING RCP B SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR 2' WIDE STRIPS CEI O-RING RCP BARREL IN VELOCITY DISSIPATOR WIDE STRIPS CENTERED ON NCDOT CLASS 'B' OR '1° RIPRAP 0 45?a~I
ENGINEER APPROVED EQUAL JOINT. ITT. 28'L X 32'W X 22" THICK 10 vF BANG I NE~~ °v~
THIS VALVE SHALL BE IN ACCORDANCE WITH AWWA
C-504 SEC. 5.5, AND SHALL `sBPS~ "II i l l l l/` I~ ss
BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A
HANDWHEEL MAW AM CROSS SF=ON
N.T.S.
7.0° z
TOP OF HANDWHEEL TO EXTEND 1' °
NOTES: 6.0° ABOVE TRASH RACK MOUNTING BRACKET / GUIDE STEM s
1. ALL REBAR TO BE REBAR. 2. ALL REBAR AND ANGLES TO BE HOT-DIP GALVANIZED AND BE PROVIDED WITH AN TOP OF RISER =EL. 423.60
EPOXY COATING. 4" SOLID BRICK (BY
3. THE HOT-DIP GALVANIZED 2"x2"xt/4" ANGLES SHALL BE WELDED TO THE REBAR 13 9 LF TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE 90.0° 6" WALL OTHERS) w
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. 2"x2"LF
9.8 FT ANGLE 4" SOLID BRICK (BY MID.) S NOTE: BRICK SHALL " P•) ATTACH AND LAY TIGHT vi 4 AGAINST PRECAST ® a
1.5' OTHERS) 13.9 LP ~99~ss~~'1.5' 7.0' NOTE: BRICK SHALL STRUCTURE USING
0.98 FT. (TYP.) 2"x2"xt/4° 1 ATTACH AND LAY TIGHT ANGLE AGAINST PRECAST ° BRICK TIES WITH NO a VOID SPACE BETWEEN W N
STRUCTURE USING
0.5' (TYP.) a . , e l BRICK TIES WITH NO 1.5 VOID SPACE BETWEEa 4 CONCRETE COLLAR (TO
9.6' d BE CONSTRUCTED IN 8" DIP DRAIN TRASHRACK o e THE FIELD BY THE
2.75 (SEE DETAILS) CONTRACTOR - SEE DETAIL) a c012 co
0.75' I ® 42" 0-RING .a "Ea
i RCP a Z
0.98 FT. 0.98 Ff. (TYP.) 42" 0-RING a RCP ® FLOW A a
<C O
9.8 FT.) 0.98' 7.84' 0.98' 10' 7.0' FLOW 0 40
44 INVERT = EL. 414.00 ° [x]
9.8' (TYP.) a a q as ° A 4 a a A' A E+
a d a,.
4 ° H .'°d' an ° a• F A
#4 REBAR TRASH RACK (ABOVE) .4 °4 n n a^ ' n E-
CONCRETE COLLAR (TO 39° ANCHOR TRASH RACK TO STRUCTURE WALL a: BE CONSTRUCTED IN . A 4 4 a d e n. q d. n a ..aa 'nq ° < ab: ° PRECASTER SHALL 1
WITH FOUR EQUALLY SPACED HOT-DIPPED 1 5' a THE FIELD BY THE d d 8" DIP DRAIN VALVE PROVIDE A BLOCK OUT
GALVANIZED STEEL CLAMPS. EACH CLAMP a' d A CONTRACTOR - SEE FOR THE 42"0 O-RING W Q
® ATTACHED TO STRUCTURE BY 2-4"xt/4" DETAIL) CONCRETE ANCHOR BOLTS EACH CLAMP TO 42" 0-RING RCP RCP z In CP S-ME
13.9 LF BE COATED W/ AN EPOXY COATING. 42" TER SHALL ALL O
2"x2"x1/4" FABRICATED HINGES FOR THE 8" DIP DRAIN TRASHRACK PROVIDE R BLOCK OUT )CK OUT 8" DIP DRAIN TRASHRACK 0-RING (SEE DETAILS) 8" PLUG VALVE. THE VALVE
ANGLE ACCESS HATCH THE BOLD LINEIYPE DENOTES (SEE DETAILS) pROVIDEA BLOCK OUT RAP THE 42"0 0-RI _FRQjMVWW 800 DIP DRAIN PIPE SHALL BE A M&H STYLE 820
THE ACCESS HATCH TO BE FOR THE BL 0-RING CONTRACTOR SHALL CORE-DRILL THE HOLE X-CENTRIC VALVE OR
PROVIDED BY THE TRASH RACK RCP FOR THE B"N DIP PIPE IN THE FIELD. APPROVED EQUAL. THIS VALVE PRECASTER SHALL OMIT REINFORCEMENT IN SHALL BE IN ACCORDANCE
FABRICATOR (SEE SHEET CONTRACTOR SHALL PROVID ELM THIS AREA WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE
STRUCTURE REM 7 - OUTLET STEPS IN ACCORDANCE WITH STURE MATERIAL NCDOT STD. 840.66. (SEE CONTRACTOR SHALL SEAL THE PIPE FROM TOP OF OUTLET
SPECIFICATIONS-) SHEET PD-2C) STEPS SHALL BE PLACED AT 16" O.C. PERMANE of
7 =m O uc D , PENETRATION USING A RUBBER BOOT AND STRUCTURE VIA A HANDWHEEL. 6U STAINLESS STEEL HARDWARE. THE VOID N.T.S. SPACE SHALL BE FILLED WITH NON-SHRINK
GROUT.
TMSH RACK I-Bl- ~it1Jt~•~ N.T.S.
0 " .4 Fi
NOTES: 3/8 N
1. ALL REBAR TO BE #4 REBAR.
2. GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE THE STRUCTURE AROUND THE PIPE. NCDOT STD. CDOT CLASS "B" OR "1" RIPRAP C) U
1' DEPTH r-NC1 838.80 HEADWALL 28' 28'Lx32'Wx22" THICK to
4" SOLID BRICK (BY OTHERS) (SEE DETAIL)
3" CLEARANCE TO 3" ANCHOR DEPTH NOTE: BRICK SHALL ATTACH AND LAY 12"DIA. V a
6.50' TIGHT AGAINST PRECAST STRUCTURE 42" RCP -1 3" OUTSIDE OF #4 USING BRICK TIES WITH NO VOID SPACE A A A DIP ~
TO CLEARANCE OUTSIDE REBAR) BETWEEN - ®tip
L r OF #A REBAR) 3" CLEARANCE TO 3000 PSI CONCRETE COLLAR 1p
REBAR) OUTSIDE OF #4 #4 REBAR ANCHORS. (MIN. 28 DAY STRENGTH) 32' NOTES:
ro CONTRACTOR SHALL ' 3" CLEARANCE TO s a ° DRILL INTO PRECAST OUTSIDE OF #4 1. ANTI-SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
STRUCTURE WALL AND
° 1.0' SET ANCHORS USING REBAR L 2• STEEL COLLARS (X2) SHALL BE CONNECTED TO
EPOXY GROUT ° 046 m 6' 12" DIP WITH A WATER TIGHT JOINT,
CENTER TO CENTER WIDE a ' 3. 22p ONX20E SHA BE SPACED ALONG BARREL AT NTER
N NCDOT SID. 26° A4 4 A`4 838.80 HEADWALL 2.53° MIN. PROJECTION 4. ANTI-SEEP COLLARS (X2) SHALL BE PLACED A
o PRECAST 42" O-RING (SEE DETAIL) P MINIMUM OF 2' FROM PIPE JOINTS. PA (n 1
5.4' a' STRUCTURE WALL A RCP 5. ASPHALTIC COATING SHALL BE REMOVED FROM lite
THE AREA WHERE THE SEEP COLLAR WILL BE
Nd ° • ea ° FLOW d ° ° ° 42" RCP WELDED WITH A SOLVENT WASH OR WITH A TORCH. THE SEEP COLLAR LOCATION SHOULD
220 CLASS -B-LAYER
Q . ° a. ° PRECAST BASE SECTION OR OF °t " RIP-RAP THEN BE GRINDER TO BRIGHT METAL PRIOR TO III=ILK I=- CLA 12" DIA. ANY WELDING.
Z 4 4 " FILTER BLANKET DIP j - - = 6. UPON COMPLETION OF WELDING STEEL SEEP
1 ANCHOR DEPTH ~IFillll „ COLLARS TO 12" DIP, THE STEEL SEEP COLLARS
PROJECT N0. NEW-05042
DEPTH ~TION A A ° ANCHOR DEPPTH FILTER BLANKET SHALL BE SPRAYED WITH A GALVANIZED COATING.
A FILTER BLANKET IS TO BE INSTALLED (SEE NOTE) EHENAME°NEW05042-PD2 DESIGNED BY: JVF
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
a THE FILTER BLANKET WILL CONSIST OF A 0 MINIMUM 4" THICK LAYER OF STONE (NCDOT nEAwN BY: JVF
L SEEP OLLAR R IT n DIP) SCALE: NTS
} OUTSIDE 0 C#4 O #4 REBAR ANCHORS. #57) UNDERLAIN WITH MIRAR FILTER WEAVE 700 N.T.S. DATE: 10-1$-2007
- ANCHORS USING EPOXY GROUT
B REBAR) RECAST BASEHAND SETL INTO OR APPROVED EQUIVALENT SHEET NQ_ ® w A
`o 5.42' (CENTER IV Gtn erc, 0.54 0 CENTER TO CENTER ---~1I CENTER TO CENTER
C DI ATO f
7.0 42 L VELOQUY I 0 N.T.S.
McaDAMs
~oxrva+w CONC CO LLAR DETAIL MDEy~ FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
3 N.T.S. w
a
w 3
m
e w
I I

z 3.0' NOTES, 3.0'
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL, Fr STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED QQ
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS ~~=V 0.2' 1 2.8' N wJ?L7Z ~~rt 2.8'
m
WQZw 1' W ~U~?N
Q 01- z_J 4" U ,
5/8' 1 ^ l 1 Zr> a A,4 '°'d ° a MM Q e " Q
PLAN B wq a d A 'n' r, I~ QJ
PLAN SIDE SIDE 4 ° a
ELEVATION CL- ~ ELEVATION 0- '4: 0 a ° A V]
<'4t 2.1' 2.8' P,
L~ CAST IRON o W- a-FLOW 12"0 DIP n ,.9 ~r 141(2' z CQ a. 4a. . A4 ' NOTE TO CONTRA. TOR: Q a W a
CAST IRON ELEVATION c THE TRASH GUARD FOR THE ORIFICE W a LV
ELEVATION < a. . PLATE IS NOT THIS ° d. FOR CLARITY. A HTRASHOGUARD SHALLLBE Z s. 4A PROVIDED PER VDOT STD. 116.05 W Q
G] 4° 4g M 316 U r ° a a EH -0 kJ
#6 BAR OR Q = d e d a n ti
p E 3/4' ~7 1 ll4' #3 BAR q GALV% z
4 P YPR PY NE Q l H X to 4" W r O C9
sr6' h P m~ a C n W 4" THICK CONCRETE z W n
T N ¢ BASE (MIN 28 DAY z wc~-m°5
PLAN SIDE Z STRENGTH = 3000 PSI)
ve' ELEVATIDN PLAN ELEVATION Z ¢ 18° w CC v COMPOSITE ~1~(y' ~7 18" X X W = PH
REINFORCING STEEL GAL) # 3 DEFORMED 1~('y~ ORIF GALVANIZED STEEL 4" BRICK ENDWALL . ORIFICE PLATE WITH 3"0 (BY OTHERS) 6 Qpc R I
v4' ORIF ORIFICE AT EL. 419.50 °°s
SECTION A-A 12' NOT TO BE USED IN ELEVATIDN SANITARY SEWER MANHOLES. SHEEil BFI ese O E.SS% Q~
ELEVATION 84,56 pim PLmvmw 16" X 18" X Q
GALVANIZPLATE EL - O 45DI F;yGI
CMAUMNMICE ACC PS N.T.S.
4" BRICK ENDWALL °°O°~ ~ave~&`°°ee
4" BRICK ENDWALL (BY OTHERS)
(BY OTHERS) STAINLESS STEEL ADHESIVE BOLTS,
SELF LOCKING HEX
18" X 18" X NUTS, & FIAT WASHERS i
z GALVANIZED STEEL 0
° ~ a T ORIFICE PLATE IN 3"0 s w
H, z NOTES; Q43 ORIFICE AT EL. 419.50 r ly-I~ 9 to W1 (FT.1 p g' THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING H a0~ U ' rc z
STANDARDS: 638.21, 830.27, 838.33 AND 838.39. W J " Z
miZ -i= A . INSTALL PRECAST ENDWALLS WITH WINOS AND PAY oomm q O C)~ _ FOR IN ACCORDANCE WITH SPECIFICATION SECTION BOB. UQ 92"0+ DIP c~a
1.011 ME >M Z 1, On . USE 4000 PSI CONCRETE. F-U~LLOCD 2 O PROVIDE ALL REINFORCING STEEL WHICH MEETS ABTM A616 H S z 1.9' N
) "J Z O H - FOR GRADE 80 AND WELDED WIRE FABRIC CONFORMING co ¢CLL 0 0 ORIFICE IN z 7
TO ASTM A185 WITH 2" MIN. CLEARANCE. p ~N pAA _ 0 ' PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH Z ^H -SOW 12"0 DIP INVERT = EL. 419.50 o °
[L _ H2 H2 O9H0. STANDARD 1926.704. N 9 O CS/RCP " PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY W (EQUAL TO NWSE) v~ g
Z ~ ~ H7 N7 CONTRACTOR r C3
ALL ELEMENTS PRECAST TO MEET ASTM C913, WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAB , a: 4" THICK CONCRETE Q a, a BASE (MIN 28 DAY
- - - - AS LONG AS THE SAME AREA OF STEEL IS PROVIDED. - - _ * - 1' 0' 7~' • CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1". 4' 4' 4 STRENGTH = 3000 PSI)
3" O.C.(TYP.) Gi L Lie" 0.C.(TYP.) 4" THICK CONCRETE REFER TO CHART 3.0' 'R `-AEFEA TO CHART FOR BAR SIZE 3.0' T 2.8' U
0 BASE MIN 26 DAY FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE M5 BARS Y m AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION Q STRENGTH = 3000 PSI)
W ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED. Q Q ° ate, SMEVMW FFMNrVMW W r
Z a3°m Wu 1- (n z0, a E
my2 HZw a Ta z
i N ENDWALL DIMENSIONS q W a ro i A FT. MINIMUM MIN./MAX. 25 a
. MIN,(MAX. MIN./MAX. W O MIN.IMAX. MIN.IMAX ® x0 r STHON HFAADWML DETAILS 0 N.T.S. 00
m PIPE DIA.i BAR SIZE HI (FT.) H2(FT.) D (FT.) W1 W2 W > cc e p p V 1.0 #5 @ 8' 1.25/2.00 2.00/3.75 1.25/1.75 3.00/3.75 5.50/6.00 9 I- U
N ( ( m 1.25 #5 @ 6 1.25/2.00 3.00/3,76 1 25/2.00 3.50/3.75 j 6 .5016.75 z
1.50 Z z 1~ P.0 M5 @ B 1.25/2.00 3.00/4.25 11 6012 50 3.50/3.75 6.50/6.75 v _ DO V
#5 @ 8 1.50/2.50 4 0014 75 11 75/2 50 4.00/4.25 7 5018 25 N
Z O __E 2.6 1, #5 @ 5" 2.50/3.50 4.00/6.00 12.00/3.00 4.50/5.50 10.00111.50 N w E
ro C 3.0 q6 @ 8" 3.00/3.50 5.0018.00 1,2.7513.50 5.2515.75 11.50111.75 J Q Z 0 a O W', {p •H 3.5 i#5 @ 8" 3.25/4.50 1 6.00/8.75 3.25/3.50 6.00/6.75 12.00113.25 Z W y pyy ~
v+ r rVLA 4.0 N5 @ B" 3.50/4,50 + 6.50/7.00 1,3,25/3.50 6.5016.75 1, 13.00113.25 w m W w 1
13. r PLAN ° 4.5 M5 @ 8" 4,00/5,00 8.50/8,50 1,3.25/0..00 7.00/2.25 13,50115.75 LL
5.0~ q6 @ 5 -9015 -00 7.00(8.,50 113.2614,00 7.25/9.25 13.75/15.75 Q W co
6 @ B" 415015.00 7.5018.50 1,3,2514,00 7.2518.25 1 14.00/15.75 6,5 i 45-@-
6.0 #5 @ 6" 1_4.50/5.00 7.50/8.50 13.25/4.00 7.75/8.23 14.75/16.75 O
SHEET 1 OF i SHEET 1 OF 1 THE LOCATION OF THE DEBRIS RACK HOLOEA E DEBRIS RACK HOLDER MAY BE ADJUSTED FOR SWM•DR
VARIABLE 838.80 183B.801 WHEN THgOLDERNB. E H HOLDER OB.T IS LOCATED ON TF DOLT TH DOLT LENGTH 7LT 15 LOCATCD ON THE METAL PLATE THE DIA. GE SHORTENED TO I''/," AND WELDED TO THE PLATE.
RACK IS TO BE SHORTEATEN AR TO 1Y/ DEBRIS RAC,( HOLDER AND ALL HARDWARE IS AND ALL HARDWARE IS TO BE GALVANIZED.
I/Z k4" ADHESIVE BOLT, (4) /Zk4" ADHESIVE BOLTS, SELF-LOCKING HEX.NUT, SELF LOCKING HEX.NUTS, FLAT WASHER. FLAT WASHERS
A-W ENDWALL DET z' VAR O
N.T.S. 27, 27. 'A QIa woLE
BOLT f GOI 7 o a J
- - - - WATER
METAL PLATE :A~ R 'A' ORIFICE. a /y O
'Ve E > ® z
5.38" SIDE VIEW OF BOLT WELDED FRONT VIEW n/j~ -t4) CIA. AMI HOLES
ON 70 METAL PLATE SIDE VIEW IDE VIEW 0a1
6" 52.5" 6" DEBRIS RACK HOI ® T PURP ;KRIS RACK HOLDER SWM DAM METAL PLATE DETAIL '4 A (NOT GALVANIZED)
TO F PURPOSE OF THIS UNIT IS TO ALLOW DEBRIS TO FLOAT ABOVE DEBRIS RACK AND TO MINIMIZE U N
CLOG UNIT CLOGGING OF THE WATER QUALITY ORIFICE, "fF ' UNIT TO BE CONSTRUCTED OF WELDED rr tt
**TO B 3%" DIA.BARS -NOT GALVANIZED- V **TO BE ATTACHED WITH HINGE AS SHOWN OR
A°PR N CONT APPROVED BY THE ENGINEER. CONTRACTOR MAY SUBSTITUTE COMPARABLE
DESK COST A T DAM DESIGN AS APPROVED BY THE ENGINEER. W COST TO BE INCLUDED IN PRICE BID FOR SWM x /y
9 TOP VIEW DAM OR SWM DRAINAGE STRUCTURE. ROUND CONC. SWM DAM 6" MINOR SQUARE 12" MAX. U
L TOP 0 BE HINGED TO ALLOW O B" MIN. OPENING THROUGH TO ALLDW SWM DAM.
G. (SEE HOLDERWDER L ABOVE, 3 ORFICE QABOVE) OR IFIC * E
N t d SW 0 d 0
Bj h > ~
42" 0-RING KTDC V~A2ED 3000 PSI STRENGTH CONCRETE RCP E BA, BARS IOT GALVANIZED I yy
N A It I t pp/ W
N 4'A" 4,4 0 O a pl Ip BOTTOM OF BASIN
- - - - - - - - - - - - - - - - -
#6 REBAR (GRADE 60) DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM WATER QUALITY ORIFICE DAM WITH DEBRIS
o ® 12" ON CENTER a d cid
MIN. f I 81/2" MIN. I TYPICAL SWM DAM ff III III
SIDE VIEW FRONT VIEW PEI
. 32 DETAIL FOR DEBRIS f Z 4 'd °a 3"' COVER a 3.52' (FOR WATER QUALITY ORIFI( FOR DEBRIS RACK WATER QUALITY ORIFICE) SHEET 2 OF 3 ^
~ a. ',:,(MIN.,.' REaK+TNw
I 3" COVER 4 MERFNS STORMWA d'a STORMWATER MANAGEMENT (SWM) DETAILS w DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE
o (MIN.) °Fa1 i ° d m p d : 0] (FOR SWM DRAINAGE STRUCTURES. SWM RISER PIPES AND SWIM DAMS) VIRGINIA DEPARTMENT OF TRANSPORTATION 196A5
o a 4 t2.
S d d. d ' dd „ ° 5" CLEARANCE' d ° PROJECT NO, NEW-05042
a
La 4"
0 0 PER ~yp~/~/'{~y'i`ACK F=NAmE°NEW05042-PD2 12" PE rJ DETAMS DESIGNED BY: JVF
2 2 N.T.S. DRAWN BY: JVF
L#4 REBAR TIES (GRADE SCALE: NTS
60) ® 5' ON CENTER \\\--4" THICK CONCRETE MUD MAT POURED OVER
TAW, ~ n a o nnn>
N APPROVED SUBGRADE. MUD MAT TO PROVIDE
v BLOCK SUPPORT FOR PIPE UNTIL CRADLE IS
POURED. (SEE CRADLE N CONCRETE
w 42° CONC C IA DETAM SPECIFICATIONS SHEET PD-2A) 3 N.T.S.
w
3 62D JQ~ FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION 'I
d
e a

TEAMW MAMRARY SEEDING HEDUIZ PERMANENr SEEDING Un
SEEDBED PREPARATION (DA (DAM ) VDAM Elul!]` E )
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE. SEEDING DATE SEEDING DATE SEEDING MIXTURE APPLICATION RATE SEEDING MIXTURE APPLICATION RATE AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN 1 - MAY 1 F RYE (GRAIN) 120 LBS/AC FEB. - APR 15 (POSSIBLE)
4" SOLID BRICK (BY OTHERS) 3) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND F KOBE LESPEDEZA 50 LBS/AC U
NOTE: BRICK SHALL LAY TIGHT UNIFORM. AGAINST PRECAST STRUCTURE 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC SOIL AMENDMENTS i
USING BRICK TIES WITH NO BELOW'). AUG 15 - DEC 30 F I RYE (GRAIN) 120 LBS/AC APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. ® C p
#6 REBAR PERIMETER FRAME VOID SPACE BETWEEN 5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. SOIL AMENDME NTS WENTS N
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER FOLLOW RECOMMENDATIONS
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. AGRICULTURE LIMESTONE AN 'OMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, W1~ ~ y Z I E LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
° 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING 15 - DEC 30, INCREASE 1 SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). BOR A E USEDLC ANCHORING TOOL.IA DISK WITH BLADES SET NEARLY STRAIGHT CAN F-1 AS MULCH TOOL >.4
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. MULCH
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTIUZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW, COVER IS ESTABLISHED. OR A MULCH ANCHORING T( a i LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, MAI -~ENANCE c)
4" x 4" 6/6 WELDED WIRE BE USED AS A MULCH AND H ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE i,.' W N > A MULCH ANCHORING TOOL. FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW p.1 Z
FABRIC (EACH SIDE & TOP OF 6" MIN. SSA * SEE SEASONAL APPLICATION SCHEDULE MAINTENANCE REGULARLY TO A HEIGHT OF 2-4 INCHES. Z p
CAGE) HICKN ° CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT JAN 1 - AUG 15: REFER AND STAINLESS STEEL. HARDWARE RESEE JG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. NURSE PLANTS a h RESEED, REFERTILIZE, AND MULCH IMMEDIATELY BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
FOLLO' FOLLOWING EROSION OR OTHER DAMAGE. GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). E-4 U W U
a ° AUG 15 - DEC 30: REPAIF DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. W
TOP 0 TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF Z -e~ M
14" (TYP.) F IT 1 JUNE 2.03' IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND THE BERM, AND BASIN FLOOR. . w w JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN _ Z W O
" LATE I LATE FEBRUARY OR EARLY MARCH. W R
2 LF X'D. NQ1E: USE THE TEMPORARY SEE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT
TO USE THE PERMANENT SEEDIN( " ;MANENT SEEDING SCHEDULE. \\ItOfvvltlrel
CAR
' 3000 PSI CONCRETE PAD TO BE POURED UNDERNEATH THE REINFORCED - REINFORCED CONCRETE FLARED END OF ~F< SS/°'
CONCRETE FLARED END SECTION SECTION/RCF SECTION/RCP PIPE JOINT Q ?
TO PROVIDE ADDITIONAL 4 52,,o
c SUPPORT/STABILITY OF THE ° FES/RCP JOINT. CONCRETE a
4" ANCHOR DEPTH ° PAD SHALL EXTEND BEYOND FNG 1 NEF'e'r~2' REINFORCED CONCRETE
CONTRACTOR SHALL a a° FES/RCP PIPE JOINT FLARED END SECTION
DRILL INTO PRECAST EXTENDED BASE AND SCOPE °jrnvnno0
SET ANCHORS USING
EPOXY GROUT A 0.86'
(CENTER TO CENTER) EMBED 3-3/4° GALVANIZED
8"4 DIP DRAIN PIPE REINFORCED CO CRETE FLARED END THREADED ROD 18" INTO CONCRETE - SECURE WITH
CONTRACTOR SHALL CORE-DRILL 8" PLUG VALVE. THE VALVE SECT ON/RCP PI E JOINT WASHER AND BOLT o
THE HOLE FOR THE 8"0 DIP IN SHALL BE A M&H STYLE 820 THE FIELD. PR SHALL X-CENTRIC VALVE OR REINFORCED PIPE REINFORCER CONCRETE s w
OMIT REINFORCEMENT EMENT IN THIS APPROVED EQUAL, THIS VALVE PIPE PIPE 'RETE RIPRAP
AREA SHALL BE IN ACCORDANCE VELOCITY s DISSIPATOR
0.86' WITH AWWA C-504 SEC. 5.5, ° a > (CENTER TO CENTER) AND SHALL BE OPERABLE PAD
FROM TOP OF OUTLET H a
STRUCTURE VIA A HANDWHEEL f/1 m
4" x 4" 6/6 WELDED WIRE-, 7 .:A
FABRIC (EACH SIDE & TOP OF ° 6" MIN. WALL ' d' ° THICKNESS' " CAGE) • M1.4. .1. °4. N
e
1<11
d d '
ci
2.80' C aW~
a~CQ
14" (TYP.) ° y SmEvmw 3000 PSI CONCRETE PAD TO BE POURED W m z UNDERNEATH THE CONCRETE FLARED END
° 2 LF 8" DIA. DIP REINFORCED CONCRETE - SECTION TO PROVIDE ADDITIONAL y p SUPPORT/STABILITY OF THE FES/RCP JOINT. 0O
d a ` FLARED END SECTION DIMENSIONS F S I G N S FOR F E S CONCRETE PAD SHALL EXTEND A MINIMUM OF U
12" BEYOND FES/RCP PIPE JOINT
CONTRACTOR SHALL SEAL THE PPE CONCRETE NCRETE PAD t) x
PENETRATION USING A RUBBER BOOT d° AND STAINLESS STEEL HARDWARE PIPE DIMEN DIMENSIONS F °z
E-
A B C 10'-4.5"
#6 REBAR PERIMETER FRAME _6„ 3'-0„ 8,_1„ w
15" 6/ _0„ 3'_0„ 8'-1„ 4°-4.5° O.D. w c x
3'-
4" SOLID BRICK (BY OTHERS) NOTE BRICK SHALL LAY TIGHT 24" 8'-0" 3' _0„ 3'-0„ 8,_2,l 10
AGAINST PRECAST STRUCTURE _0„ 3,-0„ 8'_2„
USING BRICK TIES WITH NO 30" 9'-0" 3'- VOID SPACE BETWEEN
36" 10'-0" 3'- 1-0" 3'-0" 101-211
42" 10'-66" 3'- '-6" 3'-0" 101_211 42" 0 RCP
8" DIP DRAIN TRASHRACRDETAILS EMBED 3-3/4" GALVANIZED RIPRAP VELOCITY 48" 11'-/ 3'- `-0" 3'-0" 10'-2"
CONCRETE THREADED ROD 18" INTO DISSIPATOR PAD CONCRETE - SECURE WITH
WASHER AND BOLT
4'-0°
FLAMD E S ON DET ALI arOR ALL INLETS IM POND 114 zz Q_
N.T.S.
NO. 67 WASHED STONE W
ENCASED IN NON-WOVEN (O J A CVO
FILTER FABRIC (MIRAFI 18ON OR EQIVALENT) U
ENDWALL PER NCDOT STD. 838.80 fB5
PERMANENT SOIL INSTALL LEVEL AND NOTE: 4" WEEPHOLES TO BE PROVIDED
REINFORCEMENT FLUSH WITH VARMIT GUARD ON DOWNSTREAM SIDE AND GALVANIZED HARDWARE CLOTH QI
9 MATTING (PSRM) WITH NATURAL GROUND. ON UPSTREAM SIDE (Y4" MAXIMUM U
(SEE NOTE) NOTES: PROPOSED GRADE SED GRADE OPENINGS) cId .
a 1200 DIP OUTLET 4 FT. 1. RIPRAP LINER SHALL BE ®
UNDERLAIN WITH MIRAFI (RIP RAP IN BASIN NOT FILTERWEAVE 700 OR APPROVED 59
SHOWN FOR CLARIFY) EQUIVALENT. M 42" 0 RCP 16 ~ N0. 67 WASHED STONE
° FLOW 7 ' 2. PERMANENT SOIL ENCASED IN NON-WOVEN Q 0D
R n 7.75 FT. 15.75 FT. RE-INFORCEMENT MATTING SHALL 1' COVER (MIN.) (MIN.) FILTER FABRIC (MIRAFI 1BON 3` 3° t°~+ a
BE LANDLOK TRM 450 OR ° OR EQIVALENT) ®y
SQUARE PREFORMED APPROVED EQUIVALENT.
SCOUR HOLE (PSH) 3. BOTH THE RIP RAP 6'___ - a 4 FT. UNDERLINER AND THE LANDLOK I' - - e
TERM 450 SHALL BE INSTALLED mum
c PER MANUFACTURER'S -
o SEED WITH NATIVE g77 5 R44:FTE. SPECIFICATIONS. }"O GRADE 8 GRASSES AT 11 75 FT STAINLESS STEEL P4 0
z INSTALLATION. CONCRETE LAG
w 99I ~~gq}p~9y~ SCREW 42" 6 RCP 04
76.5"
O PAN iilLti o FILL SLOPE 12"4 DIP 4 FT. FLOW
1 FT. 12" X 4" X
v FLOW -r 2:1 2:1 NATURAL GALVANIZED STEEL GROUND STRAP (4 PER PROJECT NO. NEW-05042
WR.FNAME: NEW05042-PD2
RIP RAP LINER W/ RISER JOINT) ° FILTER FABRIC (SEE [..LTUCK
° NOTES) 3.75' ERMANENT SOIL 3,0 ENDWALL PER NCDOT DESIGNED BY: JVF
2 NCDOT CLASS 'A' RIP REINFORCEMENT MATTING (PSRM) STD. 838.80 DRAWN BY: JVF
B RAP -9" THICK SIDE 4° L"O WEEPHOLES ON EACH scAtE: NTS
4" 0 WEEPHOLES ON EACH SIDE OF SPILLWAY
0 DATE: in 10 nnn~
N ZAUL ur W'IU-WAY LMMIM GV V/
4 LEVEL SPREADER / SCOUR HOLE RISER JOINT CO ON DETAIL rs
DETAILS SPILLWAY T ER DET T EMWAM N.T.S. AMS
NTS W
x FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
a
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U
CONTRACTOR SHALL UNE THE SPILLWAY AND EXIT
CHANNEL WITH PYRAMAT (OR
APPROVED EQUAL). THE ANCHOR PATTERN FOR w Z 1
INSTALLATION SHALL BE THE
ANCHOR PATTERN SHOWN BELOW. THE UNER SHALL BE
INSTALLED PER rn w
MANUFACTURER'S SPECIFICATIONS. - ~4 Z aN
TOP OF DAM = EL 426.25 w Z z
W z II?
Q.e E- 4 O O Lo \
.75' TT
iL ~9 W U Q m
3 3 CG z w
EMERGENCY SPILLWAY = EL 424.50 t5 ~ o
CONTRACTOR SHALL TRENCH Z W Oa
THE LINER INTO THE GROUND A MINIMUM OF 12°.
36' (MIN.) THE TRENCH SHALL THEN BE
BACKFILLED AND COMPACTED I,%,, TO THE SAME
SPECIFICATIONS AS THE DAM EMBANKMENT. 4:~ O ~OFE.SS/~° ti
11/PPIIf Pt°°\
EMERGENCY S YYAl DETAX N.T.S.
PI PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
IN INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT
IN INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS r w BEEN MADE TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT
60-00 Cm BI BE USED FOR A SPECIFIC APPLICATION WITHOUT INDEPENDENT
(a. 3R) .C n' PROFESSIONAL EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, 17 loon.: t-ntd-nx-Sr)o., i-•'t? 9tlcil
APPLICABILITY AND ACCURACY. 'tt 1Y N
~p~
WATER FLOMV _p- H 10 cm o °
(4 in) 5
r , r,.._. ANCHORS 8 w 0
..U1." utfir i~ Ix, Li d, F~:1 t, T r0 17
'f LANDLOK0 OR PYRAMATO (OR EQUAL) ~4 c
TURF REINFORCEMENT MAT In)
PLEASE NOTE THAT THE INFORMATION I.~ i
PRESENTED HEREIN IS GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY
U \ AND NOT INTENDED TO BE USED FOR
tk_ \ L it CONSTRUCTION. WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A Q (
30 cm F _7 SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND VERIFICATION a' U
(12 In) OF rrs SUITABILITY, APPLICABILITY AND i
ACCURACY. F
F Z
15 am NOTES: F
(6 in) 1, INSTALL LANDLOKOORP MATOTURFREINFORCEMENTMAT r4
NOTES: (OR EQUAL) AND 80IL FILL (OFn L) 1 w 2. SECURE LONGITUDINAL ANCHOR TRENCH AT 30 cm (I B) I RVALS°
1. SECURE AT 30 cm (I III) INTERVALS, BACKIFILL AND w 10 A BACKFILL AND COWACT SOIL a 0
COMPACTSOIL z co
0
TERMM& CHANNEL ANCHOR TRENCH DETAH4 N.T.S. LANG ANCHOR TRENCH N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS (El O
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ~F
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION Ct WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS - l 7
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FORA n 1 e t < up
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL n .-m 37-'E
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, APPLICABILITY AND ACCURACY. Z (f~
4.9m134S Q ^~at
fi ..n (f 04
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IF 30 m '77 7 1 U &
(12 in)
15 J ( 6 M)
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IF, I ~ I a N _ - 1! 3@Cm (112 m' f ~
15 cm 04
q 15 cm (6 in)
m (6 In) I
NOTE& a 1. SECURE AT 30 Cm (11t) INTERVALS, BACKFILL AND COMPACT SOIL NOTES:
1. SECURE AT 30 Cm (1 it) INTERVALS, BACKFILL AND COMPACT Solt.
U PROJECT NO. NEW-05042 i
N m FueNAME: NEW05042-PD2
NT CHECKS DETAIL INMAL ANCHOR TRENCH DETAII. DESIGNED BY: JVF
N.T.S. N.T.S.
0 NOTES: DRAWN BY: JVF
y PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS~ PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS 1, ANCHOR PATTERN 1.8 ANCHORS I e (1 ill ANCHORS I Yd) FOR : 3H :1 V < SLOPES < 2H :1V scALE: 2. U - SHAPED WIRE STAPLES, METAL GEOT LE PINS. TRIANGULAR WOODEN OR PLASTIC NTS
c a, R IS FOR CONCEPTUAL USE GENERAL INFORMATION ONLY. GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE STAKES CAN BE USED TOAJNCHOR TRMS TO THE GROUND SURFACE DATE: 10_18-mmoommmom 2007
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION. nAnv Amn AIM IummT)Pn TO RP IISFD FOR CONSTRUCTION /r
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS. yei lr ti - uo y' a N 7 Zr;14
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A WHILE EVERY EFFORT HAS BEEN MAGE TO ENSURE ITS N ,i tti r ~ Ib r 1 ~rCt rP L P
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL "'0'_.u d. a rai E a+e n mdr.et. Umu 4019 iAV9Vy ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A " CHOR EATMRN FOR 3 : lV < SIAVES < 2H: IV SHEET
4 EXAMINATION AND VERIFICATION OF R'S SUITABILITY, SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, 3 APPLICABILITY AND ACCURACY. APPLICABILITY AND ACCURACY. N.T.S.
w FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MGADAMS
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LEGEND
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86 PC PONTEDERIA CORDATA PICKEREL WEED aala 4' POT { ' A52 a< 1 t \ ~
- - - - - - - - - - !
107 JE JUNCUS EFFESUS SOFT RUSH I QT. kl \
61 / rr r rya c) d
r 6~ Z
141 ST SCIRPUS TABERNAEMONTANI ZEBRA RUSH ~ 4° POT \ \
'ZEBRINUS' \ 1 P ' t \ \ P dcq
115 SL SAGITTARIA LATIFOLIA DUCK POTATO 4" POT I 38 a N
l 1 ~ 1
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68 AC ACORUS SWEETFLAG 1 QT. o a
127 CA CANNA 'BENGAL TIGER' BENGAL TIGER CANNA 1 QT. \ \ E-I U a
0 a Q , / / 1 fr r r / r W a 0 co
0 m Q m
90 IV IRIS VERSICOLOR BLUE FLAG IRIS 1 QT. \ \ ' aP. cm
107 SC SAURUSUS CERNUUS LIZARD TAIL 4° POT /
/ / ~ / / /:rr ~ ti j l 1 ! ! ~ ~QQO•~pNDSC,q~7/y'
1050 ~3 * c
/ / I /rr f i /r / rr "w Y.
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SEEDBED PREPARAMON
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL \
CONDITIONS, IF AVAILABLE
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH, r r d rl ' LL / / ° - ~r/ / V r I r A//
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. T j~/ ( Y I
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX 5+lP
WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN '
THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, \
REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH \ I '1
SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION ' z o
AFTER PERMANENT COVER IS ESTABLISHED. r ! o
1
x,11 v ~ ~ ~ ~ ~ 0 a / / I f d! t
L \
TFIAMRARY SEEDING SCHEDULE g` 'kt i y\ rl jl I f I U ca
~I _ I \ ~I tI ~ ! 1-a w _ 1111 1 t F~.
t` I I 1
SEEDING DATE SEEDING MIXTURE APPLICATION RATE ` I I 111 l l I' I 1 1 1 t E I In .14
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC III, vkl S' W
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC - - - ~ i 1 Wv
I 1 U a
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC~"'~ ~ L I I ~1 I ~ rr i ~ I II I r / r I wo
SOIL AMENDMENTS \ L ~f M
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). _ _ a / t rr /r I \ C~ 0 7
MULCH 1\ 1 vv~ 0- z
1 ~ ! APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, \ 0 \
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN \ ` \
BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. \ \ 2 { `
V ~ \ 1 , AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. \ I Ik
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. f U PRE 50`NTY STREAM - N1Y STREAM _ _ _ / r /r 1 1 !
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND E JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN vv 1 l\ 6IERAL) (EPHEMERAL) -=l l i
LATE FEBRUARY OR EARLY MARCH, y 1 ,
NOTE; USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE \ ' THE PERMANENT SEEDING SCHEDULE, v v v~ r
cv f a
I II I\ II ~ Y \ \ l \ \l \ 1 k \ N \ . L / 14
104 CAUNTY U
PE NT SEEDING SCHEDULE (DAME I I 1 ~v . v'vvv v`~
SEEDING DATE SEEDING MIXTURE APPLICATION RATE \ \ ,
I i I I 1 t
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC vvvv
n FEB. - APR 15 (POSSIBLE) I 1\\ _ r \ 1
SOIL AMENDMENTS I II it II II II \I vv \ I \ \ ! II III I I. /r m+
$ APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB ACRE 1 H
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. I a I I I I 1 , \ ~ \ IN,
MULCH \ \ \ \ \ ~ ,y,.,d,' I \ I / I ~w ~ 1D0--YR FF•MA FI.ODDPWPIrt ~e ~ CA
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, w \ \ \ \ \ (FROM NCFLOODMAPS.CQMj ..y C+
N OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN \ d BE USED AS A MULCH ANCHORING TOOL I \ k ` z
N { ~ V . a MAINTENANCE 'v
v
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE ~ ` i ~ I 1 \ ~ \ FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW 411
w REGULARLY TO A HEIGHT OF 2-4 INCHES. z I I ~ I I 1 \ X W4
rn NURSE PLANTS \ 1 \ / \ \ 1 1 lr 1 j f
g BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
a GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). ' \ \ 11 1 I . I r
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
Q INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION. WATER
m WATER QUALTIX ND #2 VAITC SHELF PLANIrING PLAN
3 1" = 30, PROJECT No, NEW-05042
0 FILENAICE: NEW05042-PD2(LS)
DESIGNED BY:
S' N Cq DRAWN BY:
VF GRAPHIC SCALE
C s sCAI& NTS 30 0 15 30 60
N 5-mm mmmmi O DATE: 10 -23-2007
od N Q 1 inch = 30 ft. SHEET N
ZSW Y
W 3
u N Q FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION McADAMS
a NOW

1
WATER QUALrIX POND 3 N U O SPECIFICATIONS
GENERAL NOTES SE SOIL AND CO A ON S IF"iCATIONS j I
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE
SUITABILITY OF THE PROPOSED BORROW AREA/FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL EMBANKMENT/KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE \
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION WRHINIALTHE . THE DEMO LEMBANKMENT OWING SOIL ANTYPES D KEY E TRENCH: SUITABLE AND CL. AS FILL \ \ PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR \ \ I 2"-DIP INVERT' OUT = 426.40 U ~
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY \ 12°0 I \ 6 1F 67 LF 12"0 DIP 1 \ 14 Z 0I 10.48%
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT 67 Lf 12 SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE \ STEEL'ANTILSEEP S EADER \ r4 COLLARS QX2) SEE SCOURyHOLE r d
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL \
PLANTING PLAN/SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED SHALL BE REMOVED AND THE SURFACE PROPERLY PREPAPED FOR FILL \ \ DETAIL SHEET PD-38 (SEE DETAIL \ \f n P4
EMBANKMENT SHALL BE TALL FESCUE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY PLACEMENT. SI HEADWALL (SEE DETAIL - - / SHEET P673C) \ w Q
TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). 3, ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION` \ HEFT PD-3C) Y SIPyON. INVEffr-d 433.00 - - - - Z ra
4. IF THE WATER QUALITY POND WILL BE USED AS A SEDIMENT BASIN DURING SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD PROCTOR 100' COUNTY ® - _ - - _ _ _ - - - ` -KCROT CLASS 'B' RIPRAP Z Z 0 2V X, 14'W x 22' TkiK 0 0
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERM MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE COMPACTED STREAM BUFFER - SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS OPTIMUM ERENNIAL) SEE' DETAI~ SHEET PD-38 R 0 0
GRANTED BY THE EROSION CONTROL INSPECTOR. MOISTURE CONTENT. COMPACTION TEST'S SHALL BE PERFORMED BY THE - ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT _ _ - - - - ' ENDWALL PER NGD00 STD. 838.64 rj E I 1 ° ° \ INV. OUT (24" RCP) = EL. 426.00 w U
5. IF THE WATER QUALITY POND WILL BE USED AS A SEDIMENT BASIN DURING THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL SHOULD BE \
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO PREVENT
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE Z jg~
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (LE. - LANDFILL). UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. Z wO oa
6. ALL REINFORCED CONCRETE BARED END SECTION INLETS INTO THE POND SHALL BE 4. A BERM. KEY THE TRENCH TRENCH SHALL SHALL BE EXTEND A PROVIDED MINIMUM BENEATH OF 5 ALL FT FILL BELOW AREAS OF THE EXISTING ' a
UNDERLAIN WITH A 3000 PSI CONCRETE PAD, . SEE SEE DETAILS SHEET PD-31). GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY - \ ~ z 73 LF! 24 96.0-RING RCP\(JOINTS °11°ue urnr
TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. RAPPED IN RLC CARQ
CON ON PREPARATION 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED
TO BE PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING / ROOTS, VEGETATION, AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. _ THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE 0 4 2 s2 \ ) _ P cr RIS & OITj 6 c _ a - T3 0?
WHICH FILL IS TO BE PLACED SHALL BE SCARIFIED. COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. \ \ SHAPE = SQUARE n e ` INTERN EN NS = 4 )•-4 FT. l.. .
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING 100-YR FEMA \ \ ?p \ r! TOP F RISER = 435.50
(SEEDING) ON THE DAM EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON FLOODPWN (FROM \ \ \ / INVERT OUT (247$ 0=SING RCP) 42& L °j.....
THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH COMPACTED FILL. SPEU A tv `NQFLOODMAPS.COM) (SEE_DETAILIHEET PD 3B)._
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY BEDDING SPECMICA LIONS
PUMPING EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS r' \
PARTS OF THE STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH). BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP \ \ (70, Oa (TOA oA-\ \ f - \ k`!(~F\`9r1f 1 434, r ? _ _ - a
DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS ELEVATION OF THE PIPE IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT \ B7G \ ~i/,y~ 43 .00 436
NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE THE SPILLWAY PIPE CAN BE INSTALLED IN A TRENCH CONDITION. ONCE THE
BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPE, THE PIPE TRENCH REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPE.
ARE STABLE. ( \ 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT'S,
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE \
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. I
IT IS TO WORK IN A "DRYO , O STRUCTURE MATERIAL SPECIFICATIONS MIRY REQU RE USE OFYLEAN CONCRETE BACKFILLCONDITION, FLOWABLEHIFlLL ~A~10T0
1. THE 24" RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFlLL ^
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED PLACEMENT. ~ r Cl) 0 S 4 r \ 0
RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE BE TYPE R-4. 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY W
PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO \
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX WITH ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE \ SEDIMtNT ~ EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE FORE~AY l
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. ENCOUNTERED ALONG THE PIPE ALIGNMENT, THESE MATERIALS SHOULD BE
REGISTERED IN NORTH CAROLINA, FOR APPROVAL. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL \ t
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE \ 71 . CQ co
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN GEOTECHNICAL ENGINEER. \ \ 1 %k
ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-3B FOR LOCATION \ \ \ \ , ` N OF THE RISER STEPS. 4. FILL MATERIAL ADJACENT TO THE 24"0 O-RING OUTLET BARREL SHALL 02
MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION \ 1
4. THE 8'Lx8'Wx21" THICK CONCRETE ANTI-FLOTATION BLOCK SHALL PRECAST AS THE TITLED 'BERM SOIL & COMPACTION SPECIFICATIONS.' THE CONTRACTOR SHALL \ \ EXTENDED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPE TO \ \ z
INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPE ARE FILLED \ I / 1 r 0 0;
FOR APPROVAL (SEE ITEM 2 ABOVE). WITH +PROPERLY COMPACTED MATERIAL \ \ Y I I' I I
5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL 1749 NG OF THEE NT \ \ \ / ~f I ' I r U E FORI~AY
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR \ PERMANENT POOL
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. 1. TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORMED TO VERIFY \ THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING 1 NORMAL POOL = EL. 433.00 ~27 r r , H Z
6. THE PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 27,000 LB& CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR 3 /
THE STRUCTURE WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL. SUBTRACTING THE WEIGHT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE \V ~h
WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE 2. TESTING WILL BE REQUIRED ALONG THE 24" 0-RING OUTLET BARREL AT ~ P
ENGINEER FOR APPROVAL. A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF
\ 7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS FILL.
TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH _ ~ ~ ` \ SHE11F 6:1 w w ~ Q
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR STATEMENT OF RESP0NS11BRX - FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL. ALSO PROVIDE A CHAIN AND LOCK ALI REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE \ '1
FOR SECURING THE ACCESS HATCH. THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND \ TO g OP \
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE MAINTENANCE AGREEMENT FOR THIS FACILITY. \ ~ I V
NOTED.
9. GEOTEXTILE FABRIC FOR THE 24-INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE 4
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON-WOVEN
FABRIC)
10. WATER QUALITY POND EMERGENCY DRAWDOWN IS VIA AN B°0 PLUG VALVE. THE / I I /
VALVE SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE
IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF °
OUTLET STRUCTURE VIA A 14ANDWHEEL (SEE DETAIL). THE CONTRACTOR SHALL PROVIDE A REMOVABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"0
PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH 4
TO THE TRASH RACK. - /
Ate' - - - _ - 1 `
ct)
i PON'~ ryryry ACCESS/MAINTENANCE
_.I EASE ENT
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PROJECT N0' NEW-05041
J U
'm m FILENAME: NEW05041PD3
3 DESIGNED BY: BI
c Drawn BY: EI
0 2
2 a c SCALE: NTS
0 U GRAPHIC SCALE DATE' 10-18-2007
'c 20 0 10 20 4, cy
e 0 ~ SHEET NO.
N v
a N O> I inch = 20 ft.
3 W
[Z "J FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION CL~DL~ S
W
U
N Q
d X

TOP OF HANDWHEEL TO EXTEND 1-FOOT ABOVE TRASH RACK
COMPACTED BERM SECTION M~1
(SEE BERM SOIL AND COMPACTION TWA
TRASH RACK I 10 FT WIDE MINIMUM SPECIFICATIONS ON SHEET PD-3A)
TOP OF DAM = EL 436.00 (SEE DETAIL) PROPOSED GRADE
CONCRETE COLLAR (TO BE CONSTRUCTED IN 12-FT. AQUATIC SHELF - 3 W Z~
THE FIELD BY THE CONTRACTOR - SEE FROM EL 433.00 TO 1 - ® 1 rw y p'
TOP OF RISER = EL 435.50 DETAIL) EL. 431.00 SLOPED AT 6:1 (H:V) 3 _ 04
APPROXIMATE LOCATION _
OF EXISTING GROUND - ® SPILLWAY FILTER (SEE z 0.
DETAIL SHEET PD-3C) ry~ Z r N
8° DIP DRAIN TRASHRACK 1.5 FT OF 1 LL:t-~~ LLELI, LL~~Ll, I 41) 0
(SEE DETAILS) o COVER (MIN. 6 ENDWALL PER NCDOT W n o 0 P-4 90
STD. J L1 _ + +638.®
E-4 U g4 x ~ I
5 FT. z OQl
7ull" III- 1
FLOW 73 LF 24" 0-RING RCP w 0.69% INV. OUT = 426.00 Z
INVERT OUT = EL 426.50 ~ FLOW W O W G'. Pa ~
! 5
CAR
8° PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 820 qe°° C!~O145J~•°°••9 '
X-CENTRIC VALVE OR KEY TRENCH (SEE BERM SOIL NON-WOVEN GEOTEXTILE `Q4
ENGINEER APPROVED EQUAL & COMPACTION FABRIC SHALL BE PLACED VELOCITY DISSIPATOR _ L' gy AROUND EACH JOINT OF THE NCDOT CLASS 'B' RIPRAP 0 452d?,.-
THIS VALVE SHALL BE IN SPECIFICATIONS) ACCORDANCE WITH AWWA 24" 0-RING RCP BARREL IN 121 X 14'W X 22" THICK ~n '0-n
C-504 SEC. 5.5, AND SHALL 2' WIDE STRIPS CENTERED ON v ' NG I NEF a. JOINT. o~ f.....,~,
BE OPERABLE FROM TOP OF OUTLET HAAN WHEUCTURE VA A CROSS S =0N °11jernn
N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPOXY 0 z
COATING. 3. THE HOT-DIPPED, GALVANIZED 2"x2"xt/4" ANGLES SHALL BE WELDED TO THE REBAR z
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE 5.0' TOP OF HANDWHEEL TO EXTEND a 1-FOOT ABOVE TRASH RACK CONTRACTOR SHALL PROVIDE °o
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. 1.0' STEPS IN ACCORDANCE WITH 0 4.0' NCDOT STD. 640.66 (SEE w
DETAIL SHEET PD-3C). STEPS w
7.0' 9.9 LF TOP OF RISER = EL. 435.50 SHALL BE PLACED AT 16" O.C.
2"x2°x1/4" 0.7' 1.5' 5.0'
1.0' (TYP.) ANGLE 2.0' 4" (TYP.) ® Q Q (TYP') 9 n GUIDE STEM
i 9.9 LF ~ . a ~ CJ) n 5 0
2"x2"xt/4" ANGLE
1.0' 1.5' ° . a ° 4- SOLID BR (BY i n n NOTE: BRICKI SHALL IAYHT GHT a
~ ° e 6" MIN. WALL AGAINST PRECASR STRUCTURE
THICKNESS USING BRICK TIES WITH NO
•,Y , ' p ° .a . ® a VOID SPACE BETWEEN
LO' 0.5' 9.00' n CONCRETE COLLAR (TO U°
2.0' (TYP.) BE CONSTRUCTED IN a W P- 'n ® THE FIELD BY THE 1.4 Cr~t
O "r. 6.0' 24" 0-RING 7.0' 5.0' 3.0' 8" DIP DRAIN TRASHRACK CONTRACTOR - SEE
I 8.0' 6.0` p RCP (SEE DETAILS) ,9 DETAIL) a Z
FLOW -o
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT-DIPPED V ~ x
GALVANIZED STEEL CLAMPS. EACH CLAMP ATTACHED TO MANHOLE RISER BY g . , 14" (TYP.) 2-4"x1/4" CONCRETE ANCHOR BOLTS EACH 11 11 IV 11 11 11
24" 0-RING RCP E Z
CLAMP TO BE COATED W/ AN EPOXY E+ W
COATING. i•5° p CONCRETE COLLAR (TO 1 BE CONSTRUCTED IN _ INVERT = EL. 426.50 ItA I
THASH RACK D>i EAM THE FIELD BY THE p L. " ° a'. n.., a PRECASTER SHALL tY
9.9 LF N.T.S. CONTRACTOR - SEE ° a r y' p. n' PROVIDE A BLOCK OUT W q
2"x2"xt/4" DETAIL) ANGLE THE BOLD / DASHED LINETYPE CONTRACTOR SHALL PROVIDE 21° " . 1.75' . q... a FOR THE 24"0 0-RING co
DENOTES THE ACCESS HATCH FABRICATED HINGES FOR THE STEPS C ACCORDANCE WITH a.. RCP '.n n.
TO BE PROVIDED BY THE ACCESS HATCH NCDOT STD. 840.66 (SEE TRASH RACK FABRICATOR (SEE 8° DIP DRAIN TRASHRACK C). STEPS e a°
ITEM 7 - "OUTLET STRUCTURE (SEE DETAILS) DETAI SHALL BE SHEEP PD PLACED-3C).16' O.C.
MATERIAL SPECIFICATIONS") B" DIP 24" O-RING RCP 8"0 DIP DRAIN PIPE 8" PLUG VALVE. THE VALVE CONTRACTOR SHALL CORE-DRILL SHALL BE A M&H STYLE 820 B" DIP DRAIN
p1m H RACK DETAIL L X- 8" DIP DRAIN TRASHRACK CONTRACTOR SHALL SEAL THE PIPE J THE HOLE FOR THE 80 DIP IN A CENTRIC VALVE OR
(SEE DETAILS) PENETRATION USING A RUBBER BOOT AND THE FIELD. PRECASTER SHALL APPROVED EQUAL THIS VALVE
STAINLESS STEEL HARDWARE OMIT REINFORCEMENT IN THIS SHALL BE IN ACCORDANCE AREA WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE
FWNT FROM TOP OF OUTLET
N.T.S. E STRUCTURE VIA A HANDWHEEL
PEOW" DET PE smucilm
N.T.S. w ILI!
A
NOTES:
1. ALL REBAR TO BE #4 REBAR. Z co o
NCDOT STD. RIPRAP
838.80 HEADWALL 121 x S CD OT CLASS x 'B° 22"THICK °-1 - 3/8" a W a
4" SOLID BRICK (BY OTHERS) (SEE DETAIL)
5.0' NOTE: BRICK SHALL LAY TIGHT 24" 0-RING RCP L ACAINSf PRECASR STRUCTURE 3" ANCHOR DEPTH USING BRICK TIES WITH NO A A U
3" 3" CLEARANCE TO VOID SPACE BETWEEN 6° U
CLEARANCE OUTSIDE OF #4 12"DIA. ~
IL TO OUTSIDE o OF #4 REBAR) DIP
REBAR) PRECAST STRUCTURE WALL 1' DEPTH 14'
F3" CLEARANCE TO 3000 PSI CONCRETE COLLAR STAINLESSE STEEL f ~ 0 OD
N OUTSIDE OF #4 (MIN. 28 DAY STRENGTH) NOTES: SCRE1MEfE LAG
REBAR N p 1. ANTI-SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
3" CLEARANCE TO 4°-4" WIDE OUTSIDE OF #4
s.' #4 REBAR ANCHORS. REBAR} 2. STEEL COLLARS (X2) SHALL BE CONNECTED TO 12" X 4" X
CONTRACTOR SHALL 12' DRILL INTO PRECAST 5.5" CENTER TO 12" DIP WITH A WATER TIGHT JOINT. GALVANIZED STEEL
STRUCTURE WALL AND ° CENTER NCDOT STD. PLA SHALL BE SPACED ALONG BARREL AT " RISER JOINT) VJ rq 3. COJ LAUS _(X2NTER
4.4° SET ANCHORS USING 838.80 HEADWALL Q 2.53'MIN. PROJECTION 22 -4 Orrvv 4. ANTI-SEEP COLLARS (X2) SHALL BE PLACED A • [y
n~RING 5J' EPOOY GROUT 24" 0-RING (SEE DETAIL) z RCP MINIMUM OF 2' FROM PIPE JOINTS. 3.0"
5. ASPHALTIC COATING SHALL BE REMOVED FROM
' GROUT INSIDE OF 24" 0-RING A ° STRUCTURE AROUND RCP THE AREA WHERE THE SEEP COLLAR WILL BE
o PIPE TO FILL ALL VOIDS WELDED WITH A SOLVENT WASH OR WITH A TORCH. THE SEEP COLLAR LOCATION SHOULD
1.0' 12" ANCHOR DEPTH III III~I~I~ 22° AVER OF
CLASS 'B' RIP-RAP III - - FILTER BLANKET '-RAP 12" DIA THEN BE GRINDED TO BRIGHT METAL PRIOR TO 4NKET DIP ANY WELDING. PROJECT NO. NEW-05041
6. UPON COMPLETION OF WELDING STEEL SEEP
o PRECAST BASE SECTION SECTION 6- COLLARS TO 12" DIP, THE STEEL SEEP COLLARS FILENAME: NEW05041 PD3 SHALL BE SPRAYED WITH A GALVANIZED COATING. RISER JJOUff CO O DETAM Bi
. 0 NQIE; DESIGNED BY:
FILTER BLANKET N.T.S. DRAWN BY:
N 4" 3.8 3" CLEARANCE TO C#4 REBAR ONTRACTOR ANCHORS. DRILL INTO A FILTER BLANKET IS TO BE INSTALLED (SEE NOTE) BETWEEN THE RIP RAP AND SOIL FOUNDATION. SET OUTSIDE OF #4 PRECAST BASE AND THE FILTER BLANKET WILL CONSIST OF A SCALE: NITS
REBAR) ®mmcsemctt ANCHORS USING EPOXY GROUT MINIMUM 4" THICK LAYER OF STONE (NCDOT DATE: 1 n-1 A-9nm
3 FROM #57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700 N
OR APPROVED EQUIVALENT u
N Q SKEET N0. p F-%
w CONCRETE COLLAR DEEM BARREL QUILEr VELOCITY DISSIPATOR EL -SEEP CQUAR (FOR 1211 N.T.S. J 7~
z N.T.S. N.T.S.
u 3 FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS
u m
Q a
H

3.0' f
0.2' 2.6'
4" F<~
4 "d U
4:. w z I
d 9 d d a x®
w-FLOW 10 DIP Q 2.1' 2.8' 2 e.:<,; NOTES
. 4' NOTE TO CONTRACTOR: ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL. cf) C11 CONT HE EOVIDED
.4" THE TRASH GUARD FOR THE ORIFICE STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE I USE OFH SUCHFURNISHE GINEERT FOR THERACTOR STEPS.D W+
PLATE IS NOT SHOWN ON THIS DETAIL THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR a, FOR CLARITY. A TRASH GUARD SHALL BE oo°~z z I N
PROVIDED PER VDOT STD. 116.05 -7 Z m ~U¢~o QlC~ 4
(YD y.a w ® Q
e ~ F-- Li Z _j cl) K L m E°+ d° ICJ om.m
4" se z~) ~ W U O ~
4° THICK CONCRETE L ~
BASE (MIN 28 DAY PLAN wQ W W
STRENGTH = 3000 PSI) PLAN SIDE Z W Q A~ $ ELEVATION SEEDING TEWMMY SCBEDITM
18" X 18" X = ELEVATION 04~ CL 0)" ENBANIMIENM) w W Q 1111 E3
GALVANIZED STEEL 4" BRICK ENDWALL ORIFICE PLATE WITH 2"0 (BY OTHERS) 14 1/2' CAST IRON L` I-
ORIFICE AT EL 433.00 CAST IRON ELEVATION --I H <<µLetn~q~~ TION 3 W SEEDING DATE SEEDING MIXTURE APPLICATION RATE CA
ELEVATION JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC ee'e ,•f...... e~
PLw vmw 18" X 18" X e .e•O~E,SS~ s R KOBE LESPEDEZA 50 LBS/AC Q4 y
GALVANIZED STEEL fA
ORIFICE PLATE18314' P YPROPYLEE tt5 BAR DR MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC E ; #8 BAR ° #ALV D. z AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC 1 23.Q•
o°
PLASTIC SOIL AMENDMENTS
1 4" BRICK ENDWALL ~ FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND ~a`asa`MY F~ oa°°°e kzD LD AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG V.
4" BRICK ENDWALL (BY OTHERS) (4) A"x4"GRADE 8 T '4nl V.it SIDE Z 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
(BY OTHERS) STAINLESS STEEL yr PLAN SIDE ADHESIVE BOLTS, ve - " • ELEVATION PLAN aN ELEVATION Z ¢ MULCH
SELF LOCKING HEX - ` COMPOSITE w ce u REINFGRCING STEEL Q APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
NUTS, & RAT #s DEFORMED 1B" X 1B" X WASHERS a STEEL ROD =9 OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
GALVANIZED STEEL SECTION A-A r NOT NOTES BE USED AS A MULCH ANCHORING TOOL. NOT TO BE USED IN
ORIFICE PLATE WItH 2"0 ELEVATION SAN SANITARY SEWER MANHOLES. HEETi DF1 MAINTENANCE aTION 840,66 z
ORIFICE AT EL. 433.00 ELEVATION JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. S
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY o FOLLOWING EROSION OR OTHER DAMAGE. o
12"0 DIP n g n AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
1.9° CE ACC reps TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
0 ORIFICE N.T.S. IN IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
-4-FLOW 12"0 DIP INVERT = E 433.00 (EQUAL TO N WSE) JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN Uj LATE FEBRUARY OR EARLY MARCH. Z T
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS °
NOT CORRECT TO USE THE PERMANENT SEEDING SCHEDULE. o
THICK CONCRETE 4 4" 4" 4'.. BASE (MIN 28 DAY N
1- 4 STRENGTH = 3000 PSI) ~q
4" THICK CONCRETE 3.0' 2.8' BASE (MIN 28 DAY N SEEDING SCHEDLUZ
STRENGTH = 3000 PSI) E ) U
SIDE.
SEEDING DATE SEEDING MIXTURE APPLICATION RATE a W
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC 1 nI
FEB. - APR 15 (POSSIBLE) W
SIMON HFAADWAM DETAXIS N.T.S. SOIL AMENDMENTS O O
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
MULCH U x
8'-7.5" APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL W Z
22°-7
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE o FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW
REGULARLY TO A HEIGHT OF 2-4 INCHES. Z c A
NURSE PLANTS
0 BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
24" 0 RC GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF W THE BERM, AND BASIN FLOOR.
PERMANENT SOIL INSTALL LEVEL AND REINFORCEMENT FLUSH EL AND
MATTING (PSRM) WITH NATURAL GROUND. AL GROUND.
4'-0" (SEE NOTE)
12"0 DIP OUTLET' 4 FT. A
SEEDBED P MO 0 114
(RIP RAP IN BASIN NOT SHOWN FOR CLARITY)
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
NO. 67 WASHED STONE FLOW 3.75' 7.75 FT. 15.75 FT. 15.75 FT CONDITIONS, IF AVAILABLE.
ENDWALL PER NCDOT STD. 838.80 ENCASED IN NON-WOVEN r NOTE: 4" WEEPHOLES TO BE PROVIDED FILTER FABRIC (MIRAFI 18ON 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. 3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY
7 WITH VARMIT GUARD ON DOWNSTREAM OR EQIVALENT) SQUARE PREFORMED SMOOTH AND UNIFORM. ® A
SIDE AND GALVANIZED HARDWARE CLOTH SCOUR HOLE (PSH) 4.; APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH
ON UPSTREAM SIDE MAXIMUM 4 FT. NOTES: OPENINGS) NOTES: SOIL (SEE BELOW*). '7'' 5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
1. RIP RAP LINER SHALL BE PREPARED 4 TO 6 INCHES DEEP.
7.75 FT. 4 FT. URIP SEED WITH NATIVE NDERI UNDERLAIN WITH MIRAR 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER a
.75 FT. ALLATION. 11 EQUTAi FILTERWEAVE 700 OR APPROVED 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. W EQUIVALENT. 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE QU a
a PROPOSED GRADE GRASSES AT N PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH
APPROXIMATE EXISTING GRADE PLANVMW 2. PER 2. PERMANENT SOIL FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING
~ RE-INf BE L4 a NO. 67 WASHED STONE RE-INFORCEMENT MATTING SHALL EQUIPMENT OR CULTIPACK AFTER SEEDING. U BE LANDLOK TRM 450 OR 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER (/J
ENCASED IN NON-WOVEN APP 0 m APPROVED EQUIVALENT. PERMANENT COVER IS ESTABLISHED. r~
m 1' COVER (MIN.) FILTER FABRIC (MIRAFI 180N FILL SLOPE 12°0 DIP 4 FT. 3 BOT 3. BOTH THE RIP RAP * SEE SEASONAL APPUCA11ON SCHEDULE
S OR EQIVALENT) 1 FT. UNDERI _ 24° 0 RCP FLOW 2 1 2:1 NATURAL TRM 4, UNDERLINER AND THE LANDLOK
N " GROUND PER M TRM 450 SHALL BE INSTALLED CJ PER MANUFACTURER'S dd -
RIP RAP LINER W/ SPECIF SPECIFICATIONS.
3 3 FILTER FABRIC (SEE TUCK M
3,75 ERMANENT SOIL NOTES) 7NT L
a NCDOT CLASS 'A' RIP REINFORCEMENT RAP -9" THICK MATTING (PSRM) EMENT (PSRM)
24" 0 RCP i,
FLOW
ENDWALL PER NCDOT
IEWWM HO L S ER I SCOUR STD. 838.80 0
55.5" DETARS ? NTS V.t
1 4
m PROJECT No. NEW-05041
3 \_4" 0 WEEPHOLES ON EACH
@ SIDE OF SPILLWAY ? =NAME: NEW05041-PD3
0 s DESIGNED BY: -
2 4" 0 WEEPHOLES ON EACH 165 SIDE OF SPILLWAY DRAWN BY: _
0 U SCALE: NTS
0
neTC. . n n - .
' g
ET N0.
4 SPILLWAY FILTER DETAII.AT ENDWAIL N.T.S.
w
w
3 U FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MC
N 'e
a

4" SOLD BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT THE LOCATION of THE DEBRIS RACK HC AGAINST PRECAST STRUCTURE VARIABLE CONDITIONS. HE DEBRIS RACK HOLDER MAY BE ADJUSTED FOR SWM-DR S.
USING BRICK TIES WITH NO WHEN THE HOLDER BOLT IS LOCATED C BOLT IS LOCATED ON THE METAL PLATE THE ''/z" DIA. BE SHORTENED TO P'/," AND WELDED TO THE PLATE. +GLr
VOID SPACE BETWEEN BOLT LENGTH IS TO BE SHORTENED TC #6 REBAR PERIMETER FRAME DEBRIS RACK HOLDER AND ALL HARDWA R AND ALL HARDWARE IS TO BE GALVANIZED.
{k4" ADHESIVE BOLT, (4)'/2'x4" ADHESIVE BOLTS,
SELF-LOCKING HEX. NUT, SELF LOCKING HEX. NUTS, FLAT WASHER. FLAT WASHERS y~ Do
° qyu IJ4BOLT VAR. 2„ 2}`a"/a' s/ O o DIP. F -1
HOLE N g,~q W Z
0 0 - ^ >
4" x 4" 6/6 WELDED WIRE 6" MIN. WALL 'A"
METH T FABRIC (EACH SIDE & TOP OF THICKNESS PLATE R q L---.-. _I WATER C\2 > 4..1 I QUALITY
CAGE) ° CONTRACTOR SHALL SEAL THE PIPE ORIFICE, Tl~ FRONT VIEW (4) Dih 1` z 0 HOLES w Z
PENETRATION USING A RUBBER BOOT AND STAINLESS STEEL HARDWARE
SIDE VIEW OF BOLT WELDED
Q ° . ON TO METAL PLATE SIDE VIEW SIDE VIEW o Q
DEBRIS RACK r 'EBRIS RACK HOLDER SWM DAM METAL PLATE DETAIL w p. 04 0 0 (NOT GALVANIZED) , E~ ti 0
14" (TYP.) 2.03' PURPOSE OF THIS UNIT IS TO ALLOW DEBRIS T ~ DO TO FLOAT ABOVE DEBRIS RACK AND TO MINIMIZE E V =
° z CLOGGING OF THE WATER QUALITY ORIFICE. • W C.? 0
2LF8"DI.DIP III ® s UNIT TO BE CONSTRUCTED OF WELDED W a In DIA. BARS -NOT GALVANIZED. Z
o **TO BE ATTACHED WITH HINGE AS SHOWN OR ~ co m APPROVED BY THE ENGINEER. - z W O
m 0 CONTRACTOR MAY SUBSTITUTE COMPARABLE - - DESIGN AS APPROVED BY THE ENGINEER.
COST TO BE INCLUDED IN PRICE BID FOR SWM DAM OR SWM DRAINAGE STRUCTURE.
TOP VIEW CONC. SWM DAM ROUND M~ ~
d, q IN. OPENING THROUGH Q 6 y "CARO '*I,
9 . d TOP TO BE HINGED TO ALLOW ( QUALITY ORIFICE - SWM DAM. UL ABOVE) < T
(SEEESHOLDERwDETAILOABOVE) ORIFICE ANCHOR DEPTH L<
CONTRACTOR SHALL d ° 0 ° 1 5 A7
DRILL INTO PRECAST d n EXTENDED BASE AND #
SET ANCHORS USING ~3^ DIA BARS NCT GALVANIZED Dia• Bans F'1;GINE.;4•Q.°~, NOT GALVANIZED I Its . O°
EPOXY GROUT - 0.86'
(CENTER TO CENTER) 0 BOTTOM ~egp+~J/IOI 1116 4'a° 01 6e OF BASIN
B"O DIP DRAIN PIPE t---_°--I
CONTRACTOR SHALL CORE-DRILL DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM
THE HOLE FOR THE 8"0 DIP IN 8" PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 820 THE FIELD SHALL X-CENTRIC VALVE OR WATER QUALITY ORIFICE DAM WITH DEBRIS
OMIT REIN NFO1RRCEMECEMENT IN THIS APPROVED EQUAL. THIS VALVE T-GY2" LAIN. B'/:' MIN, TYPICAL SWM DAM o
AREA SHALL BE IN ACCORDANCE z
0.86+ WITH AWWA C-504 SEC. 5.5, SIDE VIEW (CENTER TO CENTER) AND SHALL BE OPERABLE FRONT VIEW
FROM TOP OF OUTLET DETAIL FOR DEBRI IL FOR DEBRIS RACK 5 0 R WATER QUALITY ORIFICE? SHEET 2 OF 3 °a
STRUCTURE VIA A HANDWHEEI_ (FOR WATER QUALITY I
4" x 4" 6/6 WELDED WIR SREEF`sme2 NNCE $ T R M V4 STORMWATER MANAGEMENT (SWM) DETAILS s
FABRIC (EACH SIDE & TOP OF d ° THICK 6" MIN. WALL CAGE) e ° NESS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS)
302 VIRGINIA DEPARTMENT OF TRANSPORTATION 116.05 DO
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° 5 0
3" (TYP.) Iml
2.80+
IB' DIP TRAS NHRACK DETAUS
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14" (TYP.) ° e.
° 2 LF 8" DIA. DIP W t f~ "F-; 4Xt
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4
° CONTRACTOR SHALL SEAL THE PIPE Who
PENETRATION USING A RUBBER BOOT 4° AND STAINLESS STEEL HARDWARE ~ U
A.
U ~ N
#6 REBAR PERIMETER FRAME 3000 PSI CONCRETE PAD TO BE POURED UNDERNEATH THE PAD TO _ ATH THE REINFORCED CONCRETE FLARED END F
CONCRETE FLARED END SECTION ID SECTION SECTION/RCP PIPE JOINT W
TO PROVIDE ADDITIONAL AL
4" SOLID BRICK (BY OTHERS) SUPPORT/STABILITY OF THE NOTE: BRICK SHALL LAY TIGHT FES/RCP JOINT. CONCRETE FTHE wx 4CRETE
AGAINST PRECAST STRUCTURE PAD SHALL EXTEND BEYOND IEYOND REINFORCED CONCRETE C) ~
USING BRICK TIES WITH NO FES/RCP PIPE JOINT VOID SPACE BETWEEN FLARED END SECTION W Lo q
FILL SL0 z pj~
A I \I,
8" DIP DRAW CB DFLAILS N.T.S. EMBED 3-3/4" GALVANIZED
REINFORCED CO CRETE FLARED END THREADED ROD 18" INTO CONCRETE - SECURE WITH
SECTION/RCP PIE JOINT WASHER AND BOLT
REINFORCED CONCRETE REINFORCED CONCRETE
PIPE PIPE RIPRAP
VELOCITY DPISSIPATOR td
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4. a
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0 Z (7M Q(/1 tlG'I NOTES. Gq
3~HO~ Wt (FT.) D 5" THIS PRECAST ENOWALL MAY BE USED FOR THE FOLLOWING Zw C.) •4 - i F~ d F-1 SIDEVMW 3000 PSI CONCRETE PAD TO BE POURED (/a
r0 -I - - STANDARDS: 838.21, 638.27, 838.33 AND 638.39. LLJ H "oo
pZ~ > INSTALL PRECAST ENDWALLS WITH WINOS AND PAY O0~ZZ 1+ ZOAOm _ FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. WQQLLZ
~ZS -I ' USE 4000 PSI CONCRETE, (-UmOU y Z2CnOp PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 I- =I-Z W r + , y
f SOH FOR GRADE BD AND WELDED WIRE FABRIC CONFORMING OYI-- IL OHJ O ~2 'N? _ _ TO ASTM AIB5 WITH 2" MIN. CLEARANCE. pOyCC C
Z H 9 D 3" o PLACE LIFT HOLES OA PINS IN ACCORDANCE WITH .x'I H2 H2 OSHA STANDARD 1926.704. N H'H
c 0~ p C6lACP _ Ai PSPE TO BE GROUTED INTO HEADWALL AT JOB SIZE BY -
H1 ( CONTRACTOR CL " ALL ELEMENTS PRECAST TO MEET ASTM CRIS. "U
WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR PEBAA AS LONG AS THE SAME AREA OF STEEL I9 PROVIDED. UNDERNEATH THE CONCRETE FLARED END
1 -0 CHAMFER ALL CORNEAS 1' OR HAVE A RADIUS OF 1°. REINFORCED CONCRETE SECTION TO PROVIDE ADDITIONAL SUPPORT/STABILITY OF THE FES/RCP JOINT. r `
a B"o.a.(TrP.) B" c.c.tirP.) ~B' - ^ FLARED END SECTION DIMENSIONS FOR F E S CONCRETE PAD SHALL EXTEND A MINIMUM OF V
N --.AEFEA TO CHART •H --REFER FOR BM SIZE #5 BARS N~ °y to FOR BAR SIZE IZE ATT8" CTS.THETCONTRACTORZWILLAHAVEETHE OPTION R m " 12 BEYOND FES/RCP PIPE JOINT V µ
ELEVATION SIDE ~TO INCREASE THIS BAR SIZE AS NEEDED. UL CONCRETE PAD W
~M - - ~3~ o PIPE DIMENSIONS win 1;t I 4 LD, A B C Amhl Lo
z A& o myx HZ'
a m °T ENDWALL DIMENSIONS 3 W a o Ca A W2 (Ft.) o W m Z - FT. MINIMUM MIN.IMAX.(MIN.INAX. MINJMA%- MIN. /MAX. MIN./MAX.
A Z 0 PIPE DIA. BAR SIZE Ill (FT.) H2(FT.) D (FT.) W1 W2 p W N A - ¢ 1` 15" 66// 31-01/ 8'-1//
Z p - i 1.0 N5 @ A" 1.2612.00 2.00/3.75 1.2511.75 3.00/3.76 { 6.5018A0 4p p - 181/ 7'-0/, 3'-011 8/-1//
N 1 O m~ 1.26 q6 @ 8" 1,26/2.00 0.0013.75 1.2612.00 3.5613,76 6.6016,76 4 Q z 24" 8/-0// 31-0// 8/-21/ a
9 --•T v 1.50 #5 @ 6 1.25/2.00 3.00/4.25 1 ,5012.50 3.50/3.75 ( 6 5016.75_ F V c 0 v _ r 2.0 _ k5 @ 8 1,6012 50 4.00/4.75 1.75/2.50 4.00/4.25 _j 7.50/8.25 _ N r~
° Z Z D 2.5 45 @ 8 2.50/3.50 4.00/6.00 2 .0013.00 4 6016.60 1 10 00111.50 W N w 30" 9'-0" 3'-0" 81-2"
36" 10'-0" 3'-0" 10'-2"
y o g 0.0 k6 @ B' 3.00/3.50 5.00/6.00 2.7013.50 5.25/5.76 11 50111 75 J Q c~N z m " 'a O 3.6 j k5 @ 8' 3.25/4 50 8.0018 76 0.2613.60 6.00/6.75 12.00113.25 Z W y 4_,.._ _
W F % .0 06 @ 8' 3,50/4.50 6.50/7.00 3.2513.50 6.50/6.75 13.00113.25 d 42" 10'-6" 3'-0" 101-2" PROJECT No, NEW-05041
@ PLAN 05 @ 6" 4.0015.00 6.50/8.50 3.2614.00 7.00/9.25 13.50115.76 LL EMBED 3-3/4" GALVANIZED RIP 0 RIPRAP VELOCITY 48" 11'-0" 3'-0" 101-2" FILENAME: NEW05041-PD3 DISSIPATOR PAD
0 5.0 N6 @ B" 4.50/5.00 76018.50 3.2514.00 7.2619.25 13.76116.75 THREADED ROD 18 INTO DI6 CONCRETE -SECURE WITH DESIGNED BY: -
2 5.5 1 05 @ B" 4.50/5.00 7.5018.50 3.2514.00 7.2_516.26 14_00/75.76 WASHER AND BOLT n 8.0 45 @ 8" 4.5015.00 7.5018.50 3.2514.00 7.751925 14.75116.75 DRAWN BY:
0 U SCALE: NTS
SHEET 1 OF L SHEET 1 OF 1 PLANVMW
s 838.80 838.80 DT ADVn T%Wn Q f°" 1TnTJ T'tM rATF C fia nD AT T TWT ATTII naml..~ , n , o nnn-.
i' is iLY%Y L' iYY fAL" V iiVitl Yi%iIAWM li' 6.Ii® i AMA" iL wJ m; i V "IN A V i VL®Y) 1 4- 1 O-GV V /
a 0 N.T.S. SHEET NO.
24ENDWPJjL DETAILS
N.T.S.
w
3 FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MMCADAMS
e
a
X

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l
N
1 LEGEND
I
138 PC PONTEDERIA CDRDATA PICKEREL WEED 4" POT
ua
I U ~ 1 ~
111 JE JUNCUS EFFESUS SOFT RUSH 1 QT. \ - w z I l F, V
w
139 ST SCIRPUS TABERNAEMONTANI ZEBRA RUSH 4" POT - C4
'ZEBRINUS' \
_ w
129 SL SAGITTARIA LATIFOLIA DUCK POTATO 4" POT \ - - _ _ - - - ' 1aa° caaNTr Z a N
STREAM BUFFER - - - ° ° ~00
ERENNIAL)
1,31 AC ACORUS SWEETFLAG 1 OT. - \ \ E d In z F4
150 CA CANNA 'BENGAL TIGER' BENGAL TIGER CANNA 1 QT.
163 N IRIS VERSICOLOR BLUE FLAG IRIS 4 _ s 1 QT. ix c~
CARO
113 SC SAURUSUS CERNUUS LIZARD TAIL 4" POT ~ - - _ - -
\ t \ _ _ _ * 1050
100-YR FEMA
FLOODPLAIN (FROM \ \
`NC,FLOODMAPS.COM)
SEEDBED PREPARAPJ[ION
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE. 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE ~ ~ \ \ 434 ~ ' - V _ z
REASONABLY SMOOTH AND UNIFORM. l \ O
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX ~ WITH SOIL (SEE BELOW"). 1 ,r rc
5.) CONTINUE TILLAGE UNTIL A WELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS ` -
PREPARED 4 TO 6 INCHES DEEP. LL L 1 r l
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER _LL ` T 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. L
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN ` LL
THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED,
REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. y. Norse 4 \ - r - - - _ ~ s f r
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION l ` \ +
AFTER PERMANENT COVER IS ESTABLISHED.
L ~1
TENMRAW SEEDING SCHEDULE LL~~ w I`
SEEDING DATE SEEDING MIXTURE APPLICATION RATE ' + J
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC \ + p+
KOBE LESPEDEZA 50 LBS/AC I
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC
V
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC r E ti
01 AM NDM NTH ~ ~ ~~1 ~I ~ ~ ~ ~
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND -
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG '
15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). 1 L ~4 w n Q
MULCH - _ ! o
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN \
BE USED AS A MULCH ANCHORING TOOL. ~MAINTENANCE ~ ~ I I I
i
JAN 1 - AUG 15: REFERTIUZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND I ~
JUNE 15, OVERSEER WITH 50 LB/AC KOBE LESPEDEZA IN I
LATE FEBRUARY OR EARLY MARCH. i
OT USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE
i ~
I 4 a Pa
PERMAMW SEEDING SCHEDULE cr)
W
35 SEEDING D TE SEEDING MIXTURE APPLICATION RATE _ ~ O
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC _ v ~ 1 I ~ i l C~
FEB. - APR 15 (POSSIBLE) / \ z
+n SDIL AMENDMENTS
°o APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. r v u O
a
° MULCH 0 (6 r4
APPLY 000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN ~v ~v t i O
N BE USED AS A MULCH ANCHORING TOOL. - m
a ? MAIEEdgNCE
o INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE &TER S: UALiTY POND #3 AQI ATlC SHELF PLANDNQ PLAN ~ to
a FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW 1°=20
3 REGULARLY TO A HEIGHT OF 2-4 INCHES. w z
NURSE PLANTS m (/t
o GERMAN NMILLMAY 1 AND AUG. LE. BEFORE MAY 15, ADD 15 OR AFTER LB/ ACRE 5, ADD O SLB/OR 10 ACRE LRYE (GRAIN).
NQIE; PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION. PROJECT NO. NEW-05041
R m ENAME: NEW05041-P03(LS)
m fi
0 DESIGNED BY:
2 DRAWN BY:
N C 0 scnLE: N TS
GRAPHIC SCALE
11 DATE: 10-23-2007
0 N
a J GV SHEET N
N Q 1 inch = 20 ft.
3 w
z MCADAMS
w 3 m FINAL DRAINING - NOT RELEASED FOR CONSTRUCTION
`u v Q
a
x
- - - -

WATER QUAInY FOND #4 CONSTRUMON SPECIFICATION \ -' _ - I o \_
,- n /
GENERAL NOTES BERM IL AND COMPACTION SIFICATIONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL -
EMBANKMENTS / KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL \ \ COUNTY STREAM.
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL. � (EPHEMERAL)
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY BUFFE ( ) I /
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" UFT. EACH UFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENTS BEFORE
\
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL `\ -- ' ----
PLANTING PIAN/SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL
EMBANKMENT SHALL BE TALL FESCUE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY PLACEMENT.
TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS).
3. ALL FILL SOILS USED IN THE EMBANKMENTS / KEY TRENCH
4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD \
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERM PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE CO CTOR SHALL LINE THE EMERGENCY \ 432
SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS SPILL Y ANp T7C1T CHANNEL WITH TRM 450 \ /
GRANTED BY THE EROSION CONTROL INSPECTOR. OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THS A A"
PATTERN FOR INSTALLATION f
THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY SHAT L THE ANCHOR PATTERN SHOWN ON '
I
5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL 1HENINALLED
E. THE LINER.SHALL BE
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER \ PER MANUFACTURER'SIREVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL SPECT PLEASE NOTE THAI THECROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. SHADED ARSENTS AN APPROXIIMATE S /TOP OF DAMTHE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (LE. -LANDFILL).OF-TETE TR�1 450 LINER. �� 430 4 ip i // IMAINTENANCE /
6. ALL REINFORCED CONCRETE FLARED END SECTION INLETS INTO THE POND SHALL BE 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE �� ` ACCESS /
UNDERLAIN WITH A 3000 PSI CONCRETE PAD. SEE DETAILS SHEET PD -4D. BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 F BELOW EXISTING !` ` Q /
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY EMERGENCY SPIL®WAY"El
w�a TRENCH SIDESIOPES SHALL BE A MINIMUM OF 1:1 (H:V), THE KEY TRENCH SHARE- TON tTa.iiON P TION SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. BOTTOM WHAT 30 _ \
®�1a
GRES't ELEV = 4,22 95 I 1 I �2g
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL E REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH �`. DEPTH s\1.f 5 FT. (MN.)
PLACED SHALL BE CLEARED AND STRIPPED TOPSOIL V TREES, ROOTS, VEGETATION, SIDESLOPES = 3:1 -
�
AND OTHER OBJECTIONABLE MATERIAL THE AREAS
COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING EAS ON WHICH FILL IS TO BE PLACED {
MAX. OPE = 10 \�
THE AS -BUILT CERT1FlCARON PROCESS FOR THIS STORMWATER FACILITY.
SHALL BE SCARIFIED. LINER TRM 450 APPRO ED
THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE N _
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. EQU VALENT (IN I ALLED R c
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLAN777
TING (SEEDING) ON MANUF RER'S
Sp
2. THE DAM EMBANKMENTS ONCE FINAL / \, 2g r
BEEN ESTABLISHED WITH COMPACTED FI�LLDES (AS SHOWN ON THE GRADING PLAN) HAVE SPILL A SUBGRADE S �° S DETAIL SH i P�4 ry TO S40pe qOU �'
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING /vim \ \\ �I O�gT/Cg
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE EDD GALLONS \ �9 / �� H�
EMERGENCYI ILLW 1 .� --,� `'9,0 (6.•y --- � r
STORMWATER POND SITE. R IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE CREST s E 95 t aq
EXCAVATION AREAS (I.E. - KEY TRENCH). DURING PLACEMENT OF FlU WITHIN THE KEY 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD MIN, WJRR1 g FT. �1 \- '
TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP \ 1 \\ . ��,1q`7� NWS4 9 00 • -T '
LEVEL BELOW 1HE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS ELEVATION OF THE PIPES IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT , i N \ \ r i
THE SPILLWAY PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE l O 39 .0 DIP \
REMOVED SHAD BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE , \
STABLE,0.00%
THE FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE \
TRENCHES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPES. STEEL ANTI -S
CORS (X2) SE \
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, DETAIL, §t,HEEI PD -4B
SMUCITM PAATERIASI)ECIRCA-floNS GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE I
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. 130 1
1. THE 42" RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION .��' ` \\ �i ` SIPHON` HEADWALL
MEETING THE REQUIREMENTS OF ASTM C76 -LATEST. THE PIPE SHALL HAVE CONFINED MAY REQUIRE USE OF LEAN CONCRETE BACKFILL PLOWABLE FILL, ETC. TO LEVEL SPREADER a\ 0 \ (SEE DETAIL, SHEET PD -4C) I / P
0 -RING RUBBER GASKET JOINTS MEETING ASTM C -443 -LATEST. THE PIPE JOINTS SHALL ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL ppUR HOLE EE 1 \ \ PERMANENT -POOL N �,
( \ SIPHON INVERT, = 419.00 NORMAL POOL = EL 419.00
BE TYPE R-4. PLACEMENT. DEi IL SHEET PD -4D),, \ � \ � � \ \\ �
2. THE STRUCTURAL DESIGN FOR THE 6'x6' (INTERNAL DIMENSIONS) RISER BOX WITH 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY I/ t 1 \ ap `'a I \\ PRE -OAST. RISER OUTLET STRUCTURE `r / TIC'
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE PPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO t' , \, \ \\ \ \ SHAPE = SQUARE
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE INTERNAL DIMENSIONS = 6 FT. x 6 FT., SEDIMENT \ \
REGISTERED IN NORTH CAROLINA, FOR REVIEW. LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE s \ \ TOP OF RISER = 421.53' - I FOREBAY
I
ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE �� \ \ INVERT OUT (42"0 O-RING RCP) = 414.30
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT 12" DI ` (SEE DETAIL SHEET PD -4B)
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL `\ \
L \
ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD -4B FIL, LEAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE INV 419'00 FOR LOCATION \ ! g76 �3
OF THE RISER STEPS. GEOTECHNICAL ENGINEER. i� 4 � � � I \ � _ ---. _a� �, __
4. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION . EN 'RER NCDOT SIO. 8 w �/" i ' \1 -_-_ - --- ` \EXISTING 200
4. THE 10'Lx10'Wx31" THICK CONCRETE ANTI -FLOTATION BLOCK FOR WATER QUALITY POND INV /OLIT " RCP EL 4 Sim ° glg l i / DUKE POWER
# (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF) BEFORE THE CRADLE ({ %
4 SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. � I � \ \� � '��
CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK f 1 _ _ _ �'� / RIGHT OF WAY
THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE \ I \ g2�a \ i & /
CONCRETE MUD MAT BEPOURED OVER THE SUBGRADE ONCE IT IS
SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). `• RT � I .,
APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL I ���`-�� l � NWALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE % - S
5. EACH RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL SPILLWAY PIPE UNTIL THE CRADLE CAN BE POURED. THE METHOD OF ` - 41g•0p 12'I AQUATIC SHELF 6 1 ' �t7
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -990. THE CONTRACTOR PONDO -
BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE I NCDOT CLASS B RTP \g?g �� _ TO SLOPE IROM EL. 419.0 TO ELt 417.0 41 ' ` " " ` \
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. I I ACCESS/MAINTENANCE TOp \ _ -----
SUBMITTED TO THE JOHN R. MCADAMS COMPANY FOR APPROVAL 28'L x 32'W x 22 T IK ,
0
i
�\ F \
f \�
EAST=#BENT 4
SEE OETAIL SHEET PD 4B 1 \ \ . � - '�
r
I \
6. THE PRECAST RISER BOX STRUCTURE FOR WATER QUALITY POND 4 SHA HAVE A �
Q � U' � 5. FILL MATERIAL ADJACENT TO THE 42"0 0 -RING OUTLET BARRELS SHALL I t 1 � - �--- � \\� - a g2g �"- � 422 I � ---
SHIPPING WEIGHT OF 48,425 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING `- ^---------- - \ 00
MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION , \ ' ' _
WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY � 10.
BLOCKOUTS FROM THE GROSS STRUCTJRE WEIGHT. THIS INFORMATION SHALL BE SHOWN TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE CONTRACTOR SHAD I ` `� \ �- WIDE MIN. _/
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPES TO �� \ �� �- \- ---_,L--_ _-
ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPES ARE FILLED '�
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS WITH PROPERLY COMPACTED MATERIAL '
TO THE ENGINEER FOR APPROVAL CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR G OF • � ���' `'�� �\ �- 422 \\
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK
FOR SECURING THE ACCESS HATCH. 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY I I a TO �.R-EXIST
THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING U I O �]CT RNG W00p5C.TNE (ARPROXIMATE} '
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR
NOTED. EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL.
r • 54 LF 42"4 O-RING RCP OM ~ - - �� '. i EXISTING 200' // f
9. GEOTEXTILE FABRIC FOR THE 42 -INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE 2. TESTING WILL BE REQUIRED ALONG THE 42" 0 -RING OUTLET BARREL AT __
-CONCRETE CRADLE ( DEVIL , --- DUKE POWER
4553 POLYPROPYLENE NON -WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON -WOVEN A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF '' \ SHEET P07-- { �hlW''' OED
RIGHT OF WAY
FABRIC) I IN GEOTEXTILE F RIC" $. BSL -__- `-
10. WATER QUALITY POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ACHIEVEDSTATEMENTO SIB ��� `1- `
VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BEAM&H STYLE 820 X -CENTRIC VALVE OR ° t DING TRANSMISSIQN TOWER (CO �ClOR _ ` -- -BOND \ EXISTING WOODSUNE
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE SHALL•'MAI ATN A 20' UNDISTURBED BUFFER � -- ._ � �0 ACCESS/MAINTENANCE
APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5. THE _ --, EASEMENT
THE RESPONSIBILITY OF THE OWNER PER THE EXECUTED OPERATION AND / a
VALVE SHALL BE LOCATED WITHIN THE 6' X 6' RISER STRUCTURE, AND SHALL BE / `' AROUND TN RAI
OF EXISTING TOWER
OPERABLE FROM TOP OF STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD -4B). MAINTENANCE AGREEMENT FOR THIS FACILITY. / `_ ]BASE}
l e
11. THE 12"0 DIP OUTLET PIPE SHALL BE CAPPED ON THE UPSTREAM END WITH AMETAL /_ _ '
ORIFICE PLATE. THE PLATE SHALL BE 18"x18"xt/2" (GALVANIZED) AND SHALL HAVE A 3"0 _ 1 T� -
ORIFICE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD -4C FOR ADDITIONAL 100' COUNTY I
INFORMATION. \ `� - _ STREAM BU R `
` : -- _ \ (PERENNIAL) `
-------------
GRAPHIC
------- -
GRAPHIC SCALE
30 0 15 30 60 G
1 inch = 30 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO, NEW -05043
FaRNAME: NEW05043PD4
DESIGNED BY: JF
DRAWN BY: JF
sOAIR: NTS
nATE: 10-18-2007
SBEET NO.
MCADAMS

APPROXIMATE LOCATION
OF EXISTING GROUND
TOP OF HANDWHEEL TO EXTEND 1 -FOOT
ABOVE TRASH RACK
EMERGENCY SPILLWAY
CREST ELEVATION = 422.95
TRASH RACK 10 FT. WIDE MINIMUM LENGTH = 30 FT.
(SEE DETAIL) 12 -FT. AQUATIC SHELF FROM -- (SEE DETAIL SHEET PD -4E) APPROXIMATE LOCATION
® ® ® EL 419.00 TO EL 417.00 OF EXISTING GROUND
® SLOPED AT 6:1 (H:V) COMPACTED BERM
TOP OF DAM = EL 424.00 ' ..� ' ® ® ® ® ® SHEETON PD -4A) PROPOSED GRADE
EE
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR -SEE ( I I III ( I I I III -I 1' COVER (MIN.)
TOP OF RISER = EL 421.55 DETAIL)
1OR
-III-III I (-III �' s ® SPILLWAY FILTER (SEE VELOCITY DISSI'B' RI
1.5 FT OF DETAIL SHEET PD -4D) 2NC
8 L CLASS 'B' RIPRAP
® COVER (MIN.) 3 1 I I FE
28'L X 32'W X 22" THICK
_ KEY TRENCH (SEE BERM SOIL & 1 -III- III -III -I 1 R r ENDWALL PER NCDOT
8" DIP DRAIN TRASHRACK I1 COMPACTION SPECIFICATIONS) �� STD. 838.80 ® ® '
(SEE DETAILS) e 6
® 54 LF 42"0 O-RING RCP 0 0.56% INV. OUT = 414.00
o FLOW -►
INVERT OUT = EL. 414.30
rc
X11 a ed a °
d °
d "
P O �
ae. d y a
NON -WOVEN GEOTEX7ILE
d ° FABRIC SHALL BE PLACED
AROUND EACH JOINT OF THE
8" PLUG VALVE. THE VALVE SHALL BE A M&H 42" O-RING RCP BARREL IN
STYLE 620 X -CENTRIC VALVE OR ENGINEER 2' WIDE STRIPS CENTERED ON
APPROVED EQUAL THIS VALVE SHALL BE IN JOINT.
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL
PERMAMNr D CROSS R .5' ®1\N
N.T.S.
NOTES:
1. ALL REBAR TO BE #4 REBAR. 7.0'
2. ALL REBAR AND ANGLES TO BE HOT -DIP GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING. TOP OF HANDWHEEL TO EXTE6.0 ABOVE TRASH RACK ND 1'
3. THE HOT -QIP GALVANIZED 2"x2"xt/4" ANGLES SHALL BE WELDED TO THE REBAR MOUNTING BRACKET /GUIDE STEM
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. 13.9 LF TDF' OF RISE = EL. 421.55
2"x2"x 1 /4" 10.0`
9.8 FT. ANGLE 6" WALL
I 13 9 LF 4" SOLID BRICK (BY THICKNESS
-�{ 0.98 FT. (TYP.) 2'x2"x1/4" 1.96' 1.5' 7.0' 1.5' OTHERS) (TYP.)
NOTE: BRICK SHALL 4" SOLID BRICK (BY OTHERS)
ANGLE ATTACH AND LAY TIGHT ° NOTE: BRICK SHALL ATTACH AND
AGAINST PRECAST LAY TIGHT AGAINST PRECAST
STRUCTURE USING °
d +' a WITH NO
USING BRICK TIES
BRICK TIES WITH NO 4" (-TYP,} WITH NO VOID SPACE BETWEEN
d 0.5' (TYP.) 1.5 a ° $ VOID SPACE BETWEEN Q
2.0'
2.75'
-- 7 25' CONCRETE COLLAR (TO
0.75' e
(SEE DEDR } TRASHRACK n °a TOR - SEE
BE CONSTRUCTED IN
_ 8" DIP DRAIN TRAS THE FIELD BY THE
SE LS
CONTRACTOR
0.98 FT. j -,A
DETAIL)
(TYP.) 0.98 FT. (T/P.) i
9.8 FT. e I 42" 0 -RING 42" 0 -RING
0.98' 7.84' 0.98' 1 RCP RCP
10' 7.0'
FLOW -► e FLOW -®-
° 9.8' ° 14"
®� (TYP') INVERT = EL 414.30
a <
#4 REBAR TRASH RACK (ABOVE) aa. d e
° ed.
d d
da e a
a' 11.
CONCRETE COLLAR (TO , ". d'd. °4 ° N a e'. • 9'
ANCHOR TRASH RACK TO STRUCTURE WALL 31" ®° a..d °
° a d
d .' a.
WITH FOUR EQUALLY SPACED HOT -DIPPED d d : CONSTRUCTED d.' d. ° d a <
1.5' 4'd' BE CO SfR CTED IN
® GALVANIZED STEEL CLAMPS. EACH CLAMP ae' THE FIELD BY THE d Q ° . ' 'eb °' < .' a'
ATTACHED TO STRUCTURE BY 2-4"x1/4" ° °' ° ° CONTRACTOR - SEE a °' °° d
13.9 LF CONCRETE ANCHOR BOLTS EACH CLAMP TO d' 8" DIP DRAIN VALVE ^ 'd .d '
DETAIL) ° PRECASTER SHALL
2"x2"x1/4" BE COATED W/ AN EPDXY COATING. PROVIDE A BLOCK OUT
ANGLL-FABRICATED HINGES FOR THE 42" 0 -RING RCP FOR THE 42"0 0 -RING RCP
THE BOLD LINETYPE DENOTES ACCESS HATCH PRECASTER SHALL E
THE ACCESS HATCH TO BE CONTRACTOR SHALL PROVIDE PROVIDE A BLOCK OUT
STEPS C ACCORDANCE WITH PRECASTER SHALL
PROVIDED BY THE TRASH RACK NCDOT STD. 840.66. (SEE PROVIDE A BLOCK OUT FOR THE 42"0 0 -RING 8" DIP DRAIN TRASHRACK
FABRICATOR (SEE SHEET SHEET' PD -4C) STEPS SHALL FOR THE 42"0 0 -RING RCP NI` (SEE DETAILS) 8" PLUG VALVE. THE VALVE
PD -4A ITEM 7 - "OUTLET 8" DIP DRAIN TRASHRACK BE PLACED AT 16" O.C. RCP 8"0 DIP DRAIN PIPE SHALL BE A M&H STYLE 820
STRUCTURE MATERIAL (SEE DETAILS) CONTRACTOR SHALL CORE -DRILL THE HOLE X -CENTRIC VALVE OR
SPECIFICATIONS FOR THE 8"0 DIP PIPE IN THE FIELD. APPROVED EQUAL. THIS VALVE
PLmvmw PRECASTER SHALL OMIT REINFORCEMENT IN SHALL BE IN ACCORDANCE
THIS AREA WITH AWWA C-504 SEC. 5.5,
�e AND SHALL BE OPERABLE
LET
TPMH RACK D U DET PENETRATION USING A RUBBER BOOT AND STRUCTUREFROM TOP D A A�HANDWHEEL
N.T.S. N.T.S. STAINLESS STEEL HARDWARE. THE VOID
SPACE SHALL BE FILLED WITH NON -SHRINK
GROUT.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
--� �-- 3/8"
1' DEPTH NCDOT STD.
838.80 HEADWALL CDOT CLASS "B" RIPRAP
4- SOLID3" 6.50' 3" CLEARANCE TO 3" ANCHOR DEPTH NOTE: BRICKICK SHALL AOTHERACHSAND AND DETAIL) 28'Lx32'Wx22" THICK
CLEARANCE OUTSIDE OF #4 LAY TIGHT AGAINST PRECAST 42" RCP
TO OUTSIDE REBAR) STRUCTURE USING BRICK TIES WITH
OF #4 NO VOID SPACE BETWEEN A A 12"DIA.
REBAR) 3" SIDE OF
TO DIP
OUTSIDE OF #4 3000 PSI CONCRETE COLLAR
° • ° REBAR} CONTRAACTORNSHHAIL d (MIN. 28 DAY STRENGTH) F
DRILL INTO PRECAST 3" CLEARANCE TOL 32'
STRUCTURE WALL AND OUTSIDE OF #4 NOTES:
.a n e' - . a.° SET ANCHORS USING REBAR"..
RXOY GROUT d o 1. ANTI -SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
4
e ,q db: 0.46 FT
4 ea CENTER TO CENTER 6' WIDE 2 12"STEEDIP WHRA WATER
AH GHTEJCOINT. ED TO
NCDOT STD. 28' 3. COjlms (X21 SHALL BE SPACED ALONG BARREL AT
5.4' ° ` ° 838.80 HEADWALL 13 -0 ON NTER
d PRECAST 42" 0 -RING 1.50° MIN. PROJECTION
a ed STRUCTURE WALL RCP (SEE DETAIL) PLAN 4. ANTI -SEEP COLLARS (X2) SHALL BE PLACED A
FLOW
MINIMUM OF 2' FROM PIPE JOINTS.
,. q :i► A4 5. ASPHALTIC COATING SHALL BE REMOVED FROM
THE AREA WHERE THE SEEP COLLAR WILL BE
PRECAST BASE SECTION WELDED WITH A SOLVENT WASH OR WITH A
•a.< d =iy"I 22" LAYER OF TORCH. THE SEEP COLLAR LOCATION SHOULD
-LLLII1 1 4 111-11I=IIHI1= CLASS "B" OR "1" RIP -RAP 12* DIA. THEN BE GRINDED TO BRIGHT METAL PRIOR TO
" FILTER BLANKET DIP ANY WELDING.
1.0 1' ANCHOR DEPTH
ANCHOR DEPTH X11-J))=fj�,,jjf „ - - 6. UPON COMPLETION OF WELDING STEEL SEEP
SECTION A -A COLLARS TO 12" DIP, THE STEEL SEEP COLLARS
NOTE: FILTER BLANKET SHALL BE SPRAYED WITH A GALVANIZED COATING.
A FILTER BLANKET IS TO BE INSTALLED (SEE NOTE)
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
3" CLEARANCE TO THE FILTER BLANKET WILL CONSIST OF A
OUTSIDE OF #4 #4 REBAR ANCHORS. MINIMUM 4" THICK LAYER OF STONE (NCDOT
REBAR) CONTRACTOR SHALL DRILL INTO #57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700 /v yy
PRECAST BASE AND SET OR APPROVED EQUIVALENT L ®SEEP CO 1211 DIPI
5.42 (CENTER TO CENTER) N.T.S.
. 4' 0.54' ANCHORS USING EPXOY GROUT
CENTER TO CENTER CENTER TO CENTER
7.0'
IN 2" OLr= BAPJML VELOQUY DISSIPATOR
FRONT VIEW CONCR= COLIAR DETAIL SIDE VIEW N.T.S.
N.T.S.
FINAL DRAIYING - NOT RELEASED FOR CONSTRUCTION
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PROJECT N0. NEW -05043
FMNAME: NEW05043PD4
DESIGNED DY: JF
DRAWN BY: JF
SCA1�' NTS
DATE: 10-18-2007
SHEET N0.
MCADAMS

l
a z
®.o o crI
z NOTES: 2 q
H O N W1 (FT.) D 6' THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING a ¢O = U
S z D S �-STANDARDS: 838.21, 838.27, 838.33 AND 83B.39. w _I 0 p5 w
` INSTALL PRECAST ENDWALLS WITH WINOS AND PAY O i
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 836. LU Q LL
0 Z 9I ` USE 4000 PSI CONCRETE. h U O (D
N O 1.0" 1, 0, ¢ t -I
Z S � O PROVIDE ALL RESNFORCING STEEL WHICH MEETS ASTM A815 H _ ~ Z Lu
O tr-+ FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING N ~ LL O -1
O ZD _ �..,i• _ - -- a TO ASTM A185 WITH 2" MIN. CLEARANCE. O O U)
T o ( PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH z D
H2 H2 OSHA STANDARD 1826.704. N h,y
O ® _ CS(PCP " PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY ® W O
H1 Ht CONTRACTOR 1 -
co
_ " ALL ELEMENTS PRECAST TO MEET ASTM CS13.
° WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
11-V L _ _ _ AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
a
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF V.
8" O.C.(TYP.) l 8"
:",-B"
REFER TO CHART REFER
TTO O CHART
FOR BAR SIZE
0_j m FOR DAR SIZE NATE: THE MINIMUM BAR SIZE SHALL BE #5 BARB Ir J Y
AT 8' CTS.THE CONTRACTOR WILL HAVE THE OPTION N
H m O ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED.LL
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HDoaecT No, NEW -05043
ITI.ENAMB: NEW05043PD4
DESIGNED BY: JF
DRAWN BY: JF
SCALE: NTS
DATE: 10-18-2007
s77I(ET NO.
101101111111111111011
5.38'
ENDWALL DIMENSIONS
z
NOTES-
FT. I
MINIMUM
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
o V)
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL.
MIN./MAX.
MIN./MAX.
MIN./MAX.
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
<<E
THE ENGINEER WITH DETAILS OF THE
PROPOSED STEPS AND HAS RECEIVED
WRITTEN APPROVAL FROM THE ENGINEER
FOR THE USE OF SUCH STEPS.
I
_ 1.257
1.50
2 0
#5
#5
#5
@ S'
@ B'
@ 6'
1.25/2.00
1.2512.00
1.5012.50
3 00/3 75
3 00/4.25
4 00/4 75
E3 C3 z
fix,
3 00/3.75
3 50/3.75
3 50/3.75
4.00(4.25
5.50/6.00
-----
� 6.50/6.75
6.50/6.75
7.50/8.25
1'
m
n=
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11/4"
�2.00l3.00
4.50/5.50
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3.0#5
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1,2.75/3.50
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112.00(13.25
4.0 i
#5
@ B"
Z
li 6.50!7.00
X3.25/3.50
PLAN
j 13.00/13.25
PLAN
SIDE
DAM OR SWM DRAINAGE STRUCTURE,
3 25/4.00
7 °0!9.26
ELEVATION
5.0
5.5
6.0
ELEVATION
V)
p
7 00/8.50
7.50!8.50
j 7.50(8.50
�,,3 25!4.00
_1.3.25/4.00
13.25/4.00
7 26/9.25
7.25/9.25
7.75/9.25
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CAST IRON
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ELEVATION
W
ELEVATION
TYPICAL SWM DAM
SIDE VIEW FRONT VIEW
DETAIL FOR DEBRIS RACK
3/4'
(FOR WATER QUALITY ORIFICE)
#6 BAR OR
#8 BAR
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SECTION A -A
12'
NOTE,
NOT TO BE USED IN
SEWER MANHOLES
SAN840,66
SHEET 1 OF1
ELEVATION
l
a z
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z NOTES: 2 q
H O N W1 (FT.) D 6' THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING a ¢O = U
S z D S �-STANDARDS: 838.21, 838.27, 838.33 AND 83B.39. w _I 0 p5 w
` INSTALL PRECAST ENDWALLS WITH WINOS AND PAY O i
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 836. LU Q LL
0 Z 9I ` USE 4000 PSI CONCRETE. h U O (D
N O 1.0" 1, 0, ¢ t -I
Z S � O PROVIDE ALL RESNFORCING STEEL WHICH MEETS ASTM A815 H _ ~ Z Lu
O tr-+ FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING N ~ LL O -1
O ZD _ �..,i• _ - -- a TO ASTM A185 WITH 2" MIN. CLEARANCE. O O U)
T o ( PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH z D
H2 H2 OSHA STANDARD 1826.704. N h,y
O ® _ CS(PCP " PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY ® W O
H1 Ht CONTRACTOR 1 -
co
_ " ALL ELEMENTS PRECAST TO MEET ASTM CS13.
° WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
11-V L _ _ _ AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
a
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF V.
8" O.C.(TYP.) l 8"
:",-B"
REFER TO CHART REFER
TTO O CHART
FOR BAR SIZE
0_j m FOR DAR SIZE NATE: THE MINIMUM BAR SIZE SHALL BE #5 BARB Ir J Y
AT 8' CTS.THE CONTRACTOR WILL HAVE THE OPTION N
H m O ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED.LL
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F
HDoaecT No, NEW -05043
ITI.ENAMB: NEW05043PD4
DESIGNED BY: JF
DRAWN BY: JF
SCALE: NTS
DATE: 10-18-2007
s77I(ET NO.
101101111111111111011
5.38'
ENDWALL DIMENSIONS
WHEN THE HOLDER SOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
6" 52.5"
FT. I
MINIMUM
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
MIN. /MAX.
�'�, MYN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.1
BAR SIZE
H7(FT.) H2(FT.)',
D (FT.}
Wi
W2
I
_ 1.257
1.50
2 0
#5
#5
#5
@ S'
@ B'
@ 6'
1.25/2.00
1.2512.00
1.5012.50
3 00/3 75
3 00/4.25
4 00/4 75
1 25/1.75
I��1 25/2.00
1.50/2.50
i 75(2.50
3 00/3.75
3 50/3.75
3 50/3.75
4.00(4.25
5.50/6.00
-----
� 6.50/6.75
6.50/6.75
7.50/8.25
a'
0 12" ON CENTER
ORIFICE -
11/4"
�2.00l3.00
4.50/5.50
10.00/79.50
3.0#5
- HOLES
@ 6'
5 00/6.00
1,2.75/3.50
5.25/5.75
3.5 i
#5
@ 8"
3.25/4.60
6.00/6.75
'�, 3.25/3.50
6.00/6.75
112.00(13.25
4.0 i
#5
@ B"
3.60/4.50
li 6.50!7.00
X3.25/3.50
6.50/6.75
j 13.00/13.25
a .
DAM OR SWM DRAINAGE STRUCTURE,
3 25/4.00
7 °0!9.26
13.50115.75
5.0
5.5
6.0
#5
#5
#S
@ 8"
@ 6"-4.50(5.00
@ 8'
4.60/5.00
4.50/5.00
7 00/8.50
7.50!8.50
j 7.50(8.50
�,,3 25!4.00
_1.3.25/4.00
13.25/4.00
7 26/9.25
7.25/9.25
7.75/9.25
13.75!96.75
74.00!75.75_
94.75!16.75
#4 REBAR TIES (GRADE
60) 0 5' ON CENTER
•,° - 0 10
4" THICK CONCRETE MUD MAT POURED OVER
APPROVED SUBGRADE. MUD MAT TO PROVIDE
BLOCK SUPPORT FOR PIPE UNTIL CRADLE IS
POURED. (SEE CONCRETE CRADLE
SPECIFICATIONS SHEET PD -4A)
-�-- FLOW
4" THICK CONCRETE -
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
18" X 18" X }"
GALVANIZED STEE
ORIFICE PLATE W
ORIFICE AT EL. I
-+- FLOW
4" THICK CONCRETE
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
3 0°
0.2' 2.8
I
12"0 DIP
m
18" X 18" X I"
GALVANIZED STEEL
ORIFICE PLATE WITH 300
ORIFICE AT EL. 419.00
4"
4" BRICK ENDWALL
(BY OTHERS)
4" BRICK ENDWALL
(BY OTHERS)
NOTE TO CONTRACTOR:
THE TRASH GUARD FOR THE ORIFICE
PLATE IS NOT SHOWN ON THIS DETAIL
FOR CLARITY. A TRASH GUARD SHALL BE
PROVIDED PER VDOT STD. 116.05
18" X 18" X j -
GALVANIZED STEEL
ORIFICE PLATE
101101111111111111011
5.38'
WHEN THE HOLDER SOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
6" 52.5"
6"
iii
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
��
/2'z4" ADHESIVE BOLT,
42" 0 -RING
SELF-LOCKING HEX. NUT,
SELF LOCKING HEX. NUTS,
3000 PSI STRENGTH CONCRETE
FLAT WASHERS
RCP
VAR.
2�6" 7/e"
��
^(I'
da
d..
N� I�
BOLT
4.4
#6 REBAR (GRADE 60)
METAL
�4 I- I WATER
a'
0 12" ON CENTER
ORIFICE -
11/4"
I I
I
FRONT VIEW
�I (4)Vq" DIA.
SIDE VIEW OF BOLT WELDED
- HOLES
ON TO METAL PLATE SIDE VIEW
N
DEBRIS RACK HOLDER
SWM DAM METAL PLATE DETAIL
(NOT GALVANIZED)
a .
®'
3" COVER
z
z # UNIT TO BE CONSTRUCTED OF WELDED
` %" DIA. BARS -NOT GALVANIZED.
**TO BE ATTACHED WITH HINGE AS SHOWN OR
3" COVER
°. •<'
a
CONTRACTOR MAY SUBSTITUTE COMPARABLE
(MIN.}
a .
DAM OR SWM DRAINAGE STRUCTURE,
d'
ROUND OR SQUARE 12" MAX.
CONC. SWM DAM 6" MIN. OPENING THROUGH
ACCESS
SWM DAM.
g0 WATER QUA1.1'iY ORIFICE(S
EE HOLDER DETAIL ABOVE) * SIE
'qa
`5,5. CLEAR/tNCE•
4p
�(
,°.°4
%" DIA. BARS
A
I I
I
NOT GALVANIZED
#4 REBAR TIES (GRADE
60) 0 5' ON CENTER
•,° - 0 10
4" THICK CONCRETE MUD MAT POURED OVER
APPROVED SUBGRADE. MUD MAT TO PROVIDE
BLOCK SUPPORT FOR PIPE UNTIL CRADLE IS
POURED. (SEE CONCRETE CRADLE
SPECIFICATIONS SHEET PD -4A)
-�-- FLOW
4" THICK CONCRETE -
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
18" X 18" X }"
GALVANIZED STEE
ORIFICE PLATE W
ORIFICE AT EL. I
-+- FLOW
4" THICK CONCRETE
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
3 0°
0.2' 2.8
I
12"0 DIP
m
18" X 18" X I"
GALVANIZED STEEL
ORIFICE PLATE WITH 300
ORIFICE AT EL. 419.00
4"
4" BRICK ENDWALL
(BY OTHERS)
4" BRICK ENDWALL
(BY OTHERS)
NOTE TO CONTRACTOR:
THE TRASH GUARD FOR THE ORIFICE
PLATE IS NOT SHOWN ON THIS DETAIL
FOR CLARITY. A TRASH GUARD SHALL BE
PROVIDED PER VDOT STD. 116.05
18" X 18" X j -
GALVANIZED STEEL
ORIFICE PLATE
I' C bill"4I . V41 1
(4) J"x40GRADE 8
STAINLESS STEEL
ADHESIVE BOLTS,
SELF LOCKING HEX
NUTS, & FLAT
WASHERS
-12"0 DIP
3" 0 ORIFICE
�- INVERT = EL. 419.00
(EQUAL TO NWSE)
4" THICK CONCRETE
-BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
THETI F THE T
LOCATION 0 E DEBRIS RACK HOLDER MAY BE ADJUSTED FOR
101101111111111111011
VARIABLE CONDITIONS.
WHEN THE HOLDER SOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
0
BOLT LENGTH IS TO BE SHORTENED TO 1'/s' AND WELDED TO THE PLATE.
iii
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
��
/2'z4" ADHESIVE BOLT,
(4) I/p"x4" ADHESIVE BOLTS,
SELF-LOCKING HEX. NUT,
SELF LOCKING HEX. NUTS,
FLAT WASHER,
FLAT WASHERS
' 111/z:
r-�
VAR.
2�6" 7/e"
��
^(I'
iiM
N� I�
BOLT
0 0 _
I' C bill"4I . V41 1
(4) J"x40GRADE 8
STAINLESS STEEL
ADHESIVE BOLTS,
SELF LOCKING HEX
NUTS, & FLAT
WASHERS
-12"0 DIP
3" 0 ORIFICE
�- INVERT = EL. 419.00
(EQUAL TO NWSE)
4" THICK CONCRETE
-BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
THETI F THE T
LOCATION 0 E DEBRIS RACK HOLDER MAY BE ADJUSTED FOR
SWM-pR
VARIABLE CONDITIONS.
WHEN THE HOLDER SOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
BOLT LENGTH IS TO BE SHORTENED TO 1'/s' AND WELDED TO THE PLATE.
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
/2'z4" ADHESIVE BOLT,
(4) I/p"x4" ADHESIVE BOLTS,
SELF-LOCKING HEX. NUT,
SELF LOCKING HEX. NUTS,
FLAT WASHER,
FLAT WASHERS
' 111/z:
r-�
VAR.
2�6" 7/e"
a 2yi'• r/4„ Y4�� DIA
HOLE
^(I'
N� I�
BOLT
0 0 _
METAL
�4 I- I WATER
PLATE R I/," a-
4,.1 I QUALITY
ORIFICE -
11/4"
I I
I
FRONT VIEW
�I (4)Vq" DIA.
SIDE VIEW OF BOLT WELDED
- HOLES
ON TO METAL PLATE SIDE VIEW
N
DEBRIS RACK HOLDER
SWM DAM METAL PLATE DETAIL
(NOT GALVANIZED)
PURPOSE OF THIS UNIT IS TO ALLOW DEBRIS
TO FLOAT ABOVE DEBRIS RACK AND TO MINIMIZE
CLOGGING OF THE WATER QUALITY ORIFICE.
z
z # UNIT TO BE CONSTRUCTED OF WELDED
` %" DIA. BARS -NOT GALVANIZED.
**TO BE ATTACHED WITH HINGE AS SHOWN OR
APPROVED BY THE ENGINEER.
CONTRACTOR MAY SUBSTITUTE COMPARABLE
DE51GN AS APPROVED BY THE ENGINEER.
COST TO BE INCLUDED IN PRICE BID FOR SWM
DAM OR SWM DRAINAGE STRUCTURE,
_
TOP VIEW
ROUND OR SQUARE 12" MAX.
CONC. SWM DAM 6" MIN. OPENING THROUGH
ACCESS
SWM DAM.
g0 WATER QUA1.1'iY ORIFICE(S
EE HOLDER DETAIL ABOVE) * SIE
O O
4p
�(
-- ---
%" DIA. BARS
A
I I
I
NOT GALVANIZED
�
I I
0
01 10 BOTTOM
OF BASIN
I -_-----I
DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM
WATER QUALITY ORIFICE DAM WITH DEBRIS
I 1'-O/2" MIN. j ; 81/2' MIN. ;
I"
TYPICAL SWM DAM
SIDE VIEW FRONT VIEW
DETAIL FOR DEBRIS RACK
(FOR WATER QUALITY ORIFICE)
SHEET 2 OF 3
REFERENCE
STGRMWATER MANAGEMENT (SWM) DETAILS
DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE
302
(FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS)
VIRGINIA DEPARTMENT OF TRANSPORTATION
716.05
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
MCADAMS

TENMRARY SEEDING SCHEDUIE PERMANENr SEEDING SCHEDUIE
SEEDBED ) )
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF SEEDING AP
DATE SEEDING MIXTURE PLICATION RATE �4
AVAILABLE. SEEDING DATE SEHQING MIXTURE APPLICATION RATE 200 LBS/AC
AUG 25 -OCT. (BEST) TALL FESCUE
4" SOLID BRICK (BY OTHERS) 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC J
NOTE:BRICKAGAINST SHALL
AST STRUCTURE LAY TIGHT 3.) RM.OVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND KOBE LESPEDEZA 50 LBS/AC FEB. - APR 15 (POSSIBLE) U
USING BRICK TIES WITH NO 4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC SOIL AMENQMENTS
#6 REBAR PERIMETER FRAME VOID SPACE BETWEEN BELOW4). APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE Lo
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER. P 0
INCHES DEEP. SOIL AMENQMENTS �y? M� W Z �
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER MULCH
° 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, • `> W
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG 0
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING 15 —DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, BE USED AS A MULCH ANCHORING TOOL. cq
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. MULCH a
S.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, MAINTENANCE W
4" x 4" 6/6 WELDED WI 6" MIN. WALL COVER IS ESTABLISHED. OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN W N
FABRIC (EACH SIDE &TOP OF THICKNESS BE USED C A MULCH ANCHORING TOOL. INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE �J P9 z Cry
CAGE) ° CONTRACTOR SHALL SEAL THE PIPE SEE SEASONAL APPLICATION SCHEDULE FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW F+i Z Z
® PENETRATION USING A RUBBER BOOT MAINTENANCE REGULARLY TO A HEIGHT OF 2-4 INCHES. W I Z o 0
AND STAINLESS STEEL HARDWARE G, W 0 0
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. NURSE PLANTS Ea �fl 10
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY T � cn
a ° FOLLOWING EROSION OR OTHER DAMAGE. BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE � u x —
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN). W u >C to
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. W w 0 m
14" (Tn'•) TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OFZ
2.03'° IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND THE BERM, AND BASIN FLOOR.
2 LF 8" D .DIP LATE FEBRUARYDEARL 50 MARICH AC KOBE LESPEDEZA IN z W
W R G"�
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT
TO USE THE PERMANENT SEEDING SCHEDULE. CAR ej`4
3000 PSI CONCRETE PAD TO _ Q
pj a' BE POURED UNDERNEATH THE REINFORCED CONCRETE FLARED END
a a CONCRETE FLARED END SECTION SECTION/RCP PIPE JOINT _ 1452.6 .*
4" ANCHOR CONTRACTORSHALLd ya ° SUPPORT/STABILITY OEPTH
TO PROVIDE FTHE Peesv '�N G C�
DRILL INTO PRECAST ° a a FES/RCP JOINT. CONCRETE 'fy F��
EXTENDED BASE AND PAD SHALL EXTEND BEYOND e�``<«v�i6°°°10°
SEI ANCHORS USING REINFORCED CONCRETE
EPDXY GROUT FES/RCP PIPE JOINT FLARED END SECTION m W
0.86'
SCOp�
(CENTER TO CENTER)
N
I I
m a
A o
8"0 DIP DRAIN PIPE b n
CONTRACTOR SHALL CORE—DRILL ` N N
THE HOLE FOR THE 8"0 DIP IN 8" PLUG VALVE. THE VALVE EMBED 3-3/4" GALVANIZED
THE FIELD. PRECASTER SHALL SHALL BE A M&H STYLE 820 THREADED ROD 18" INTO <
OMIT REINFORCEMENT IN THIS X -CENTRIC VALVE OR REINFORCED CO CRETE FLARED END CONCRETE - SECURE WITH a
APPROVED EQUAL. THIS VALVE SECTION/RCP PIE JOINT WASHER AND BOLT
AREA SHALL BE IN ACCORDANCE REINFORCED CONCRETE >
0.86' WITH AWWA C-504 SEC. 5.5,
(CENTER TO CENTER) AND SHALL BE OPERABLE PIPE REINFORCED CONCRETE
PIPE RIPRAP w "
FROM TOP OF OUTLET VELOCITY
STRUCTURE VIA A HANDWHEEL ':: *'' % " Q SSIPATQR a
. �. •. ` l..':• ° PAD .. w
4" x 4" 6/6 WELDED WIR
FABRIC (EACH SIDE & TOP OF d ° 6" MIN. WALL %. ' ? '' O F o
d ° h
CAGE) THICKNESS F
r:
1.
3"
•s .
2.80 ® •r.: ...: ., .. ... , . :;•', ` ,-�
a:
q; 1
d G s . L cq
(TYP) d v] <C
14" z
2 LF 8" DIA. DIP3000 . �, •, ..� e' •5. 'A A. � a qq
ED
$IDE UNDERNEATH CONCRETE
CONCRETE PAD
TO BFLARED REND Wo
SECTION TO PROVIDE ADDITIONAL
d ' .`.: ' : • REINFORCED CONCRETE .'' SUPPORT/STABILITY OF THE FES/RCP JOINT.
° CONTRACTOR SHALL SEAL THE PIPE r °
PENETRATION USING A RUBBER B00T FLARED END SECTION D I M E N S I N N S E R EES CONCRETE PAD SHALL EXTEND A MINIMUM OF U H
a ° AND STAINLESS STEEL HARDWARE ' ; '•' ' ,. 12" BEYOND FES/RCP PIPE JOINT y
CONCRETE PAD
Hz
6 REBAR PERIMETER FRAME
# u: PIPE DIMENSINNS
I,D, A B C e a
4" SOLID BRICK (BY OTHERS) ``' ::`' .:.: 15" 6`6" 3`0" 8'-1" 4'-4.5" O.D. q
co
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE 18" I'-0" 3'-0" 8'-1" 0
USING BRICK TIES WITH NO
VOID SPACE BETWEEN 24" 8'-0" 3'-0" 8'-2°
30" 9'-0" 3'-0" 8'-2" va
8" DIP DRAIN TRASHEACKDETAIIS 36" 10'-0" 3'-0" 10'-2" 42" 0 RCP
N.T.S. 42" 10'-6" 3'-0" 10'-2"
EMBED 3-3/4" GALVANIZED RIPRAP VELOCITY 4 8" ll'—O" 3/-0/' 1101-2111
THREADED ROD 18" INTO DISSIPATOR PAD
CONCRETE - SECURE WITH
WASHER AND BOLT 1'-0"0.! lim
PLmvmw 04 R g
FLARED SE=0ND POND)
N.T.S.
NO. 67 WASHED STONEA
ENCASED IN NON—WOVEN A Z
FILTER FABRIC (MIRAFI 180N ®k
ENDWALL PER NCDOT STD. 838.80 OR EQIVALENT) ry
PERMANENT SOIL NOTE: 4" WEEPHOLES TO BE PROVIDED
INSTALL LEVEL AND WITH VARMIT GUARD ON DOWNSTREAM W Q
FLUSH ONSID
AND IANIZED NSTALL
IDE (Y4 -MAXIMUM RDWARE CLOTH OU 134REINFORCEMENT
MATTING (PERM) WITH NATURAL GROUND.
(SEE NOTE) NOTES: PROPOSED GRADE OPENINGS)
12"0 DIP OUTLET 4 FT. 1. RIPRAP LINER SHALL BE
UNDERLAIN WITH MIRAR 42" RCP
(RIP RAP IN BASIN NOT FILTERWEAVE 700 OR APPROVED
N0. 67 WASHED STONE
SHOWN FOR CLARITY) EQUIVALENT. 6"
ENCASED IN NON -WOVEN
FLOW 3.75' in 2. PERMANENT SOIL 1' COVER (MIN.) FILTER FABRIC (MIRAFI 180N
''' 7.75 FT. 15.75 FT. RE-INFORCEMENT MATTING SHALL OR EQIVALENT) 3 3 _
n BE LANDLOK TRM 450 OR
APPROVED EQUIVALENT. J"O GRADE 8 O
SQUARE PREFORMED STAINLESS STEEL 1Li
SCOUR HOLE (PSH) 3. BOTH THE RIP RAP CONCRETE LAG— rte'
4 FT. UNDERLINER AND THE LANDLOK SCREW N
TRM 450 SHALL BE INSTALLED
7.75 FT. 4 FTPER MANUFACTURER'S Q
SEED WITH NATIVE . SPECIFICATIONS.
GRASSES AT 12" X 4" X }"
INSTALLATION. 11.75 FT, ° GALVANIZED STEEL 1'
STRAP (4 PER 42" 0 RCP
H Vmw
1 4 F7. I RISER JOINT) FLOW—®
76.5"
FILL SLOPE 12"0 DIP
3 0"
1 FT. I PROJECT NO
FLOW --i - 2:1 2:1 NATURAL
• NEW -05043
GROUND
FRENAMG: NEW05043PD4
DESIGNED DY:
RIP RAP LINER W/ ® 1
TUCK iF
FILTER FABRIC (SEE
NOTES) 3.75' PERMANENT SOILDRAWN BY:
NCDOT CLASS 'A' RIP END83 PER NCDOT
REINFORCEMENT
1' STD.
838.60 JF
" MATTING (PSRM) 4 scauE:
RAP —9 THICK $ID$ RISER �]®INl� C® N D 4" 0 WEE 10, ON EACH NTS
4" 0 WEEPHOLES ON EACH SIDE OF SPILLWAY DATE'
N.T.S. SIDE OF SPILLWAY
10-18-2007
LEWEL SPREADER / SCOUR 3O
SHEET N0.
DUAIM SFU LWAY FILTER DETAM AT ENDWAM
NTS N.T.S. McADAMS
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION 11

Q
CONTRACTOR SHALL UNE THE SPILLWAY AND EXIT V
CHANNEL WITH LANDLOK TRM 450 (OR T 1
APPROVED EQUAL). THE ANCHOR PATTERN FOR V a Q
INSTALLATION SHALL BE THE ANCHOR PATTERN e
SHOWN BELOW. THE LINER SHALL BE INSTALLED
PER MANUFACTURER'S SPECIFICATIONS. ^ W z �I
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TOP OF DAM a EL 424.00 Q P4 O.
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CONTRACTOR SHALL TRENCH Z w
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GROUND A MINIMUM OF 12". - W � a m
30' (MIN.) THE TRENCH SHALL THEN BE
BACKFILLED AND COMPACTED
TO THE SAME Inu Her
SPECIFICATIONS AS THE DAM �66�oe`N CARO
EMBANKMENT.
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PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT
INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS
60 -$Oe m BEEN MADE TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT
(2 -aft) BE USED FOR A SPECIFIC APPLICATION WITHOUT INDEPENDENT .C.•. 4 a cE :roup -
�._, _:...J PROFESSIONAL EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, o
APPLICABILITY AND ACCURACY. x „ "., "E. .<.-.a:, �,n.;❑ M
WATER FLOW_
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COMPACT SOIL BACKFILL AND COMPACT SOIL ° o Z
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PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS i "'0
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION �"
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FORA „ _., t , ,i , ' t,p
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EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, ; ar
APPLICABILITY AND ACCURACY.
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1. SECURE AT 30 em (1 ft) INTERVALS, BACKFILL AND COMPACT SOIL NOTES-.
1, SECURE AT 30 an (1 111) INTERVALS, BACKFILL AND COMPACT SOIL.
PROJECT NO. NEW -05043
CN.T.S. HWE S D HUMAL ANCHOR NCH D NEW05043PD4
FII.ENAME:
N.T.S. DESIGNED BY: JF
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS NOTES''
/' , `' PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS 1. ANCHOR PATTERN 1.8 ANCHORS I m° (1 112 ANCHORS I Yd') FOR: 3H: 1 V < SL.OP!"S < 2H: 1V DRAWN BY: JF
GENERAL INFORMATION ONLY. ITIS FOR CONCEPTUAL USE 0 2. U - SHAPED WIRE STAPLES, METAL GEOTEXTILE PINS, TRIANGULAR WOODEN OR PLASTIC SCALE:
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION. (r > `. GENERAL INFORMATION ONLY. if IS FOR CONCEPTUAL USE STAKE5 CAN BE USEO TO ANCHOR TRMa TO THE GROUND SURFACE NTS
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS `,�1 �1 ,1tRr;lr,liail rt„},;?=' ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FORA WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS V
n a r �n
„�ri:,,.t,..h@a+ ry F Ci c t' Pro.l.c, r Croup i7 r r ,. a {t DATE:
SPECIFIC APPUCATION WITHOUT INDEPENDENT PROFESSIONAL „y , yg ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A 10-18-2007
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, e Tr' s:a,c SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
no,,om. r-px Fx Lar,-.3-apg-Hots 3H: C SHEET NO.
APPLICABILITY AND ACCURACY. EXAMINATION AND VERIFICATION OF IT'S SUITABILITY, ANCHOR R1V C C 2H: IV
APPLICABILITY AND ACCURACY.
N.T.S.
FINAL DRAIVING — NOT RELEASED FOR CONSTRUCTION MGAD`4MS

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PROSECT No. NEW-05043
FILENAME: NEW05042—PO4(LS)
DESIGNED BY: ---
DRAWN BY: ---
SCALE: NTS
DATE: 10-23-2007
SHEET NO
PD4-LSI
MCADAMS

GENERAL NOTES BERM SOIL AND CONFAMON SPECIMCA
PflONS
1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL _ - / LEVEL; SPREADERSCOUR \
EMBANKMENTS / KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,- / _ _ _ HOLE (SEE DETAILI SHEEP
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE / ' -- COUNTY-
PRIOR
OUNTY \ PD -5D)
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL / I
- ` v STREAM BUFFER" ti
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL ', ---_ .- � r i POND
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY ✓ ACCESS/MAINTENANCE (PERENNIAL)
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT. EACH LIFT ' EASEMENT I _
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENTS BEFORE
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL / - - - 12" DW
PLANTING PLAN/SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL I INV OUT\- 432.00
EMBANKMENT SHALL BE TALL FESCUE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY PLACEMENT. �_ -�-' l STEEL ANTI=S EP ti \
TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). i \ COLLARS (X2) EE e
3. ALL FILL SOILS USED IN THE EMBANKMENTS / KEY TRENCH \ DETAIL SHEET PD -59 ,
4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERM PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE
SHOWN ON TH;S PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS
GRANTED BY THE EROSION CONTROL INSPECTOR. OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY / \
THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY
5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER - - - -
REVEGETATED IF NECESSARY PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL ~ \'
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. - _ l/ f' \ \ \ \
TOP OF DAM =440..00 I / / \ � NCDOT LASS 'B' RIPRAP
6. ALL REINFORCED CONCRETE FLARED END SECTION INLETS INTO THE POND SHALL BE 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE - - - _ ® TOP OF DAM / (70 FT• WIDE MIN. \ 18'L x�'W x 22" THKr
UNDERLAIN WITH A 3000 PSI CONCRETE PAD. SEE DETAILS SHEET PD -56. BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING - - MAINTENANCE \ ) - - 1 SEE DETAI6 SHEET PD -5B
f,.
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY -' ACCESS
TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH
SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE.
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS TO BE 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH l / NWS = 4 54 12"0 DIP (\
REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED a 340 I
PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGETATION, I-�
AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON WHICH FILL IS TO BE PLACED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING - / 1 \ 3;1 ®4.63% \ _ 100 -YR FEMA
o TO QUAE ' I \
THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. H
H SCARIFIED. � w •r OP ELF
SHALL BE SC ED. �'�q
THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE / 0 E "'-e" EL• ¢¢34.5 (6.1) \ FLOODPLAIN (FROM
:
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. pS - _EL 432.5 M M I ` NGFLOODMAPS.COM)
00 o
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON s..
THE DAM EMBANKMENTS ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE ' _ yh p /� a d d p \
BEEN ESTABLISHED WITH COMPACTED FILL.SPEILWAY PME SUBGRADE SUPPORT AM
`
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING' o
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE 5ti ti \ P f f>
BEDDING SPEICIRCApflONS,/AILEET II
STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE pS SIPHON HEADWALL a
EXCAVATION AREAS (I.E. - KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY 1. FILL IN THE AREA OF THE SPILLWAY PIPES AND ADJACENT AREAS SHOULD / y® _ \
TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP % pts SSIPHONEIN ERTH= 43 50C)
LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS ELEVATION OF THE PIPES IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT P r
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE THE SPILLWAY PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE
STABLE. THE FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE
TRENCHES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPES.- - - - -PRECAST RISER OUTLET-
ISTRURE
�CTU
- -- - _. -
=SQUARE
2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, - INTERNAL DIMENSIONS = 5\FT. x 5 / I
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE TOP OF RISER = 437.75 R
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. INERT OUT (36.0 0 -RING CP)
1. THE 36" RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION (SEE DETAIL SHEET PD -5B)
MEETING THE REQUIREMENTS OF ASTM C76 -LATEST. THE PIPE SHALL HAVE CONFINED MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWA13LE FILL, ETC. TO
0 -RING RUBBER GASKET JOINTS MEETING ASTM C -443 -LATEST. THE PIPE JOINTS SHALL ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL
BE TYPE R-4. PLACEMENT. ` P�RMANENT POOL / \\ I 428 NORMAL POOL = EL. 434.50 / ENDWALL PER NCDOT STD: 838.$6.
2. THE STRUCTURAL DESIGN FOR THE 5'x5' (INTERNAL DIMENSIONS) RISER BOX WITH 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY 4 ; 1 I INV. OUT (36" RCP) = EL' 428.00
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE PIPES SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO 4320
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE
REGISTERED IN NORTH CAROLINA, FOR REVIEW. LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE _ - -- -- - - -- --- -
ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE 2 5:1 30 �M V, o I
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT 4 pj �? / / 1
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL /// v 2.50 \ a o
ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD -5B FOR LOCATION FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE 3:1 43 1 a� j I LF 360 O-RING RCP (Ji TS
OF THE RISER STEPS. GEOTECHNICAL ENGINEER. 2 h� 3. / / RAPPED IN GE O LE FABAIC) 81 r
430 ao ' / .55% � s
4. THE 9'Lx9'Wx31" THICK CONCRETE ANTI -FLOTATION BLOCK FOR WATER QUALITY POND 4. FILL MATERIAL ADJACENT TO THE 36"0 0 -RING OUTLET BARREL AND 12" a o
#5 SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION. DIP SHALL MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE �a a on n
THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE SECTION TITLED BERM SOIL & COMPACTION SPECIFICATIONS." THE _ -- *_ �_ y� M o I� �I co
N� Q N
SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS
ALONG THE PIPES TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO p o�
5. EACH RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL THE PIPES ARE FILLED WITH PROPERLY COMPACTED MATERIAL. ~ SEDIMENT
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -990. THE CONTRACTORFOREBAY µp
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.f:z°/7ESMNG OF THE EAGIANKMENT I /
6. THE PRECAST RISER BOX STRUCTURE FOR WATER QUALITY POND #5 SHALL HAVE A 2.
SHIPPING WEIGHT OF 43,575 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY
WEIGHT AND SHALL BE BLOC OUTS FROM THE GROSS DETERMINED
BY JTIOSHALL
SUBTRACTTING TS ENFEIGH FE FACTORY
SHOWN THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING
CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FORa
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL. 0 30 / tia �I
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS 4 ('F q 32
2. TESTING WILL BE REQUIRED ALONG THE 36" 0 -RING OUTLET BARREL AT 3 �'pQUgr� 432 PND l I
TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF M C Sp rj /
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FILL, fit. SHF CCESS/MAINTEN CE
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK e •r 43 S 434 LF �� I� !i EASEMENT
FOR SECURING THE ACCESS HATCH. I \ 8 F S
43 '34
B. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE / 8 SQ.
NOTED. THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND r ' 440 / 1 / /
MAINTENANCE AGREEMENT FOR THIS FACILITY. 6
9. GEOTEXTILE FABRIC FOR THE 36 -INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE
4553 POLYPROPYLENE NON -WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON -WOVEN
FABRIC)
10. WATER QUALITY POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ACHIEVED \ / I / / /
VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 820 X -CENTRIC VALVE OR 1
APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5. THE
VALVE SHALL BE LOCATED WITHIN THE 5' X 5' RISER STRUCTURE, AND SHALL BE % 1�UFFER (EP EMEfiALCOUNTY EAM )
OPERABLE FROM TOP OF STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD -5B). \
11. THE 12"0 DIP OUTLET PIPE SHALL BE CAPPED ON THE UPSTREAM END WITH A METAL I ( /
ORIFICE PLATE. THE PLATE SHALL BE 18"08"0/2" (GALVANIZED) AND SHALL HAVE A 3"0
ORIFICE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD -5C FOR ADDITIONAL
INFORMATION.
WATER QUAI.iI'Y POND #5 FLAN VIEW
1"=20'
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PROJECT ND. NEW -05044
FILENAME: NEW05044PD5
DESIGNED BY: JF
DRAWN BY: JF
SCALE: NTS
DATE: 10-18-2007
SKEET N0.
®McADAMS

TOP OF DAM = EL. 440.00
TOP OF RISER = EL 437.75
8" DIP DRAIN TRASHRACK
(SEE DETAILS)
INVERT OUT = EL. 428.35
8" PLUG VALVE. THE VALVE SHALL BE A M&H-
STYLE 820 X -CENTRIC VALVE OR ENGINEER
APPROVED EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL
-TOP OF HANDWHEEL TO EXTEND 1 -FOOT
ABOVE TRASH RACK
TRASH RACK
(SEE DETAIL) APPROXIMATE LOCATION
/-APPROXIMATE
EXISTING GROUND
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPDXY
COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
tF
anoi.c THE ACCESS HATCH TO BEV
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE ITEM 7 -
"OIITLET STRUCTURE MATERIAL
SPECIFICATIONS")
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2, GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
12 -FT. AQUATIC SHELF FROM
EL. 434.50 TO EL 432.50
SLOPED AT 6:1 (H:V)
3
1�
'=III: -J
-CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR - SEE
DETAIL)
1.5 FT OF
COVER (MIN. 1 KEY TRENCH (SEE BERM SOIL &
6 COMPACTION SPECIFICATIONS)
11.9 LF -
F 2"x2"xt/4"
1/4" ANGLE
_..._...__ ....---- . _.. ..4E
ACCESS HATCH
0.3' 1 1.05' 1 1.05' 1 1.05' I 1.05' 1.05' 1.0.
6.9'
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"0/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
10 FT. WIDE MINIMUM
COMPACTED BERM
SECTION (SEE
SHEET PD -5A)
1�� III III III I �1
1 -III III -II 1
64 LF 36"0 0 -RING RCP 0 0.55%
NON -WOVEN GEOTEXTILE
FABRIC SHALL BE PLACED
AROUND EACH JOINT OF THE
36" 0 -RING RCP BARREL IN
2' WIDE STRIPS CENTERED ON
JOINT.
9.0'
1.5' 6.0' 1.5'
1.5.
a
e:
1.0'
0.31 T
- 9.0' 6.0' El
°
d'
1.5' d.d.
8" DIP DRAIN TRASHRACK
(SEE DETAILS)
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. (SEE
SHEET PD -5C) STEPS SHALL
BE PLACED AT 16" O.C.
• ' V41 101
6.0'
5.0'
n�
4" SOLID BRICK (BY
OTHERS) -�
APPROXIMATE LOCATION
OF EXISTING GROUND
/ 1' COVER (MIN.) VELOCITY DISSIPATOR
L`/.. NCDOT CLASS 'B' RIPRAP
7::i
ENDWALL PER NCDOT 18'L X 21'W X 22" THICK
® ®STD. 838.80
'�
s
INV. OUT = 428.00
FLOW -►
NOTE: BRICK SHALL
ATTACH TO PRECAST °
CONCRETE RISER WITH
BRICK TIES AND LAY "
TIGHT AGAINST PRECAST q" (TYP,)
STRUCTURE WITH NO
VOID SPACE BETWEEN
I 36" O-RING
RCP
FLOW -®
I
14" .:
I (TYP )
e
4a °" d.be
CONCRETE COLLAR (TO 31" ° w'a°
BE CONSTRUCTED IN P.' °'. "
THE FIELD BY THE as 4
CONTRACTOR - SEE a W' ° '
DETAIL) a. A. d'
36" 0 -RING RCP
PRECASTER SHALL 8" DIP DRAIN TRASHRACK
PRECASTER SHALL PROVIDE A BLOCK OUT (SEE DETAILS)
PROVIDE A BLOCK OUT FOR THE 36"0 0 -RING
RCP
FOR THE 36"0 0 -RING EMMUMN
RCP
NrnnT c= -
1
36" RCP
A
I
5.25' WIDE--/
NCDOT STD.
838.80 HEAT
(SEE DETAIL
NOTE:
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQUIVALENT
9.40'
.04i,11jrMli 901101
RIPRAP
TICK
2" LAYER OF
LASS "B" OR "1" RIP -RAP
" FILTER BLANKET
BLANKET
(SEE NOTE)
SPILLWAY FILTER (SEE
DETAIL SHEET PD -5D)
TOP OF HANDWHEEL TO EXTEND 1' r
ABOVE TRASH RACK
MOUNTING BRACKET /GUIDE STEM
TOP OF RISER = EL. 437.75
4" SOLID BRICK (BY
OTHERS)
NOTE: BRICK SHALL
ATTACH TO PRECAST
CONCRETE RISER WITH
BRICK TIES AND LAY
o TIGHT AGAINST PRECAST
STRUCTURE WITH NO
<, VOID SPACE BETWEEN
8" DIP DRAIN TRASHRACK d CONCRETE COLLAR (TO
(SEE DETAILS) ° BE CONSTRUCTED IN
THE FIELD BY THE
CONTRACTOR - SEE
DETAIL)
® 36" 0 -RING
RCP
® FLOW �-
O
INVERT = EL 428.35
q v n
4
DIP DRAIN VALVE a'
r
a.4 d
PRECASTER SHALL
PROVIDE A BLOCK OUT
4" SOLID BRICK (BY OTHERS)
FOR THE 36"0 0 -RING
6.0'
8" PLUG VALVE. THE VALVE
NOTE: BRICK SHALL ATTACH TO
SHALL BE A M&H STYLE 820
CONTRACTOR SHALL CORE -DRILL THE HOLE
go
FOR THE 8"0 DIP PIPE IN THE FIELD.
3" ANCHOR DEPTH
PRECAST CONCRETE RISER WITH
SHALL BE IN ACCORDANCE
THIS AREA
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
CONTRACTOR SHALL SEAL THE PIPE
BRICK TIES AND LAY TIGHT
3"
STRUCTURE VIA A HANDWHEEL
STAINLESS STEEL HARDWARE. THE VOID
3" CLEARANCE TO
GROUT.
AGAINST PRECAST STRUCTURE
CLEARANCE
OUTSIDE OF #4
WITH NO VOID SPACE BETWEEN
TO OUTSIDE
REBAR)
PRECAST
OF #4
STRUCTURE WALL
1' DEPTH
REBAR)
3" CLEARANCE TO
FOUTSIDE OF #4
3000 PSI CONCRETE COLLAR
REBAR)
(MIN. 28 DAY STRENGTH)
3" CLEARANCE TO
°1
1.0'
4°
#4 REBAR ANCHORS.
OUTSIDE OF #4
CONTRACTOR SHALL
REBAR)
'
° ..
DRILL INTO PRECAST
5.5" CENTER TO
STRUCTURE WALL AND
CENTER
4.4'
,
"
a
SET ANCHORS USING
°
5 2'
EPXOY GROUT
36" 0 -RING
36" 0 -RING
RCP
RCP °
9
1.0'
1
12" ANCHOR DEPTH
ANCHOR DEPTH
if
PRECAST BASE SECTION
5.2" (CENTER TO
5.2" (CENTER TO CENTER)
#4 REBAR ANCHORS.
CENTER)
4.6' (CENTER TO CENTER)
3" CLEARANCE TO
CONTRACTOR SHALL DRILL INTO
OUTSIDE OF #4
PRECAST BASE AND SET
REBAR)
ANCHORS USING EPXOY GROUT
• ' V41 101
6.0'
5.0'
n�
4" SOLID BRICK (BY
OTHERS) -�
APPROXIMATE LOCATION
OF EXISTING GROUND
/ 1' COVER (MIN.) VELOCITY DISSIPATOR
L`/.. NCDOT CLASS 'B' RIPRAP
7::i
ENDWALL PER NCDOT 18'L X 21'W X 22" THICK
® ®STD. 838.80
'�
s
INV. OUT = 428.00
FLOW -►
NOTE: BRICK SHALL
ATTACH TO PRECAST °
CONCRETE RISER WITH
BRICK TIES AND LAY "
TIGHT AGAINST PRECAST q" (TYP,)
STRUCTURE WITH NO
VOID SPACE BETWEEN
I 36" O-RING
RCP
FLOW -®
I
14" .:
I (TYP )
e
4a °" d.be
CONCRETE COLLAR (TO 31" ° w'a°
BE CONSTRUCTED IN P.' °'. "
THE FIELD BY THE as 4
CONTRACTOR - SEE a W' ° '
DETAIL) a. A. d'
36" 0 -RING RCP
PRECASTER SHALL 8" DIP DRAIN TRASHRACK
PRECASTER SHALL PROVIDE A BLOCK OUT (SEE DETAILS)
PROVIDE A BLOCK OUT FOR THE 36"0 0 -RING
RCP
FOR THE 36"0 0 -RING EMMUMN
RCP
NrnnT c= -
1
36" RCP
A
I
5.25' WIDE--/
NCDOT STD.
838.80 HEAT
(SEE DETAIL
NOTE:
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQUIVALENT
9.40'
.04i,11jrMli 901101
RIPRAP
TICK
2" LAYER OF
LASS "B" OR "1" RIP -RAP
" FILTER BLANKET
BLANKET
(SEE NOTE)
SPILLWAY FILTER (SEE
DETAIL SHEET PD -5D)
TOP OF HANDWHEEL TO EXTEND 1' r
ABOVE TRASH RACK
MOUNTING BRACKET /GUIDE STEM
TOP OF RISER = EL. 437.75
4" SOLID BRICK (BY
OTHERS)
NOTE: BRICK SHALL
ATTACH TO PRECAST
CONCRETE RISER WITH
BRICK TIES AND LAY
o TIGHT AGAINST PRECAST
STRUCTURE WITH NO
<, VOID SPACE BETWEEN
8" DIP DRAIN TRASHRACK d CONCRETE COLLAR (TO
(SEE DETAILS) ° BE CONSTRUCTED IN
THE FIELD BY THE
CONTRACTOR - SEE
DETAIL)
® 36" 0 -RING
RCP
® FLOW �-
O
INVERT = EL 428.35
q v n
4
DIP DRAIN VALVE a'
r
a.4 d
-..1 f.".- 3/8"
nV "'"' DROJECTION
NOTES:
1. ANTI -SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
2. STEEL COLLARS (X2) SHALL BE CONNECTED TO
12" DIP WITH A WATER TIGHT JOINT.
3. COLLARS (X2) SHALL BE SPACED ALONG BARREL AT
18'-0" ON CENTER
4. ANTI -SEEP COLLARS (X2) SHALL BE PLACED A
MINIMUM OF 2' FROM PIPE JOINTS.
5. ASPHALTIC COATING SHALL BE REMOVED FROM
THE AREA WHERE THE SEEP COLLAR WILL BE
WELDED WITH A SOLVENT WASH OR WITH A
TORCH. THE SEEP COLLAR LOCATION SHOULD
THEN BE GRINDED TO BRIGHT METAL PRIOR TO
ANY WELDING.
6. UPON COMPLETION OF WELDING STEEL SEEP
COLLARS TO 12" DIP, THE STEEL SEEP COLLARS
SHALL BE SPRAYED WITH A GALVANIZED COATING.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROSECT No, NEW -05044
FB.EN"E: NEW05044PD5
DESIGNED BY: JF
DRAWN BY: JF
SCAM: NTS
DATE: 10-18-2007
SAEET N0. a
5B_j
MCADAMS
PRECASTER SHALL
PROVIDE A BLOCK OUT
sm1&vmw
FOR THE 36"0 0 -RING
RCP
8" PLUG VALVE. THE VALVE
8"0 DIP DRAIN PIPE
SHALL BE A M&H STYLE 820
CONTRACTOR SHALL CORE -DRILL THE HOLE
X -CENTRIC VALVE OR
FOR THE 8"0 DIP PIPE IN THE FIELD.
APPROVED EQUAL. THIS VALVE
PRECASTER SHALL OMIT REINFORCEMENT IN
SHALL BE IN ACCORDANCE
THIS AREA
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
CONTRACTOR SHALL SEAL THE PIPE
FROM TOP OF OUTLET
PENETRATION USING A RUBBER BOOT AND
STRUCTURE VIA A HANDWHEEL
STAINLESS STEEL HARDWARE. THE VOID
SPACE SHALL BE FILLED WITH NON -SHRINK
GROUT.
-..1 f.".- 3/8"
nV "'"' DROJECTION
NOTES:
1. ANTI -SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
2. STEEL COLLARS (X2) SHALL BE CONNECTED TO
12" DIP WITH A WATER TIGHT JOINT.
3. COLLARS (X2) SHALL BE SPACED ALONG BARREL AT
18'-0" ON CENTER
4. ANTI -SEEP COLLARS (X2) SHALL BE PLACED A
MINIMUM OF 2' FROM PIPE JOINTS.
5. ASPHALTIC COATING SHALL BE REMOVED FROM
THE AREA WHERE THE SEEP COLLAR WILL BE
WELDED WITH A SOLVENT WASH OR WITH A
TORCH. THE SEEP COLLAR LOCATION SHOULD
THEN BE GRINDED TO BRIGHT METAL PRIOR TO
ANY WELDING.
6. UPON COMPLETION OF WELDING STEEL SEEP
COLLARS TO 12" DIP, THE STEEL SEEP COLLARS
SHALL BE SPRAYED WITH A GALVANIZED COATING.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
U",
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PROSECT No, NEW -05044
FB.EN"E: NEW05044PD5
DESIGNED BY: JF
DRAWN BY: JF
SCAM: NTS
DATE: 10-18-2007
SAEET N0. a
5B_j
MCADAMS

Q Z
m
H --I Z NOTES: I->_
o
p co O THYS PRECAST ENDWALL MAY RE USED FOR THE FOLLOWYtdO z m m V
VV1 (FT.j D 6" H C
"r z = � STANDARDS: B38.21, B38.27, 838.33 AND 638.39. w J d FI z
-4 > ° INSTALL PRECAST ENDWALLS WITH WINGS AND PAY O Q wy _
= m Rl FOR IN ACCORDANCE WITH SPECIFICATION SECTION B3B. w Q 4 w _
-.-__
z o 1'-0'• USE 4000 PSS CONCRETE. Q U m (7
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O �,Zp _ '-"'.. � --- ° TO ASTM A185 WITH 2" MIN. CLEARANCE. 20-<
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z po ]H1 Hi CONTRACTOR '
- - - �� - ALL ELEMENTS PRECAST TO MEET ASTM 0913.
" WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
,\ ^ CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF V.
B" D.C.(TYP.) T� L - 8" O.C. (TYP.)
'D REFER TO CHART== -III REFER TO CHART 3
FOR BAR SIZE w
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M z ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED. O Q
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PLAN
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SHEET 1 OF 1 SHEET 1 OF 1
838.80 838.80
w.f
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PROJECT No.
NEW -05044
FILENAmE: NEW05044PD5
DESIGNED BY: JF
DRAWN BY: JF
SCALE: NTS
nATE: 10-18-2007
SBEET N0.
MCADANiS
ENDWALL DIMENSIONS
z
NOTES,
FT.
'I MINIMUM
o0
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL,
'I MIN./MAX.
MIN./MAX.
F.> -
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION 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 I_=U
N
#5
i. #5
�__#5
#5
@ 8'
@ 8'
@ B
@ B
.9 25(2 00 12 0013 75
9 25/2.00 ll 3 00/3 75
1.25(2 00 3.00/4.25
1 50/2 50 4 00/4 75
iJ00
00CL.
3.00/3.75
3 50/3 75
3.50 /3 75
4 00/425
I 5 50/8.00
6 50/6.75
6 50(8.75
7 50!8.25
2.5
(#S
@ B
2.50/3.50
4 0016 QO
2 00/3 00
4.50/5. 50
90 00(11.50
3.0
L�
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xF J
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1,2.75/3.50
5.25/5.75
11.50(11.75
3.5
0��oCE
@ B"
55/8'
BOLT
3.25/3.50
8.00(8.75
12.00/13.25
4.0
PLAN
@ 8"
L Q
�I 6.50/7.00
PLAN SIDE
SIDE
i 13.00/13.25
ELEVATION
F1
ELEVATION
' 8
3 25/4.00
7 00/9.25
i 13 SO/15.75
a
_#S
#5
#5
@ 8
@ 8'
@ B"
r
0/� 00
4 .50/5.00
4 50/5.00
4.50!5.00
7 00/8.50
I
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17.50/8.50
O
7 25/9.25
7 25(9.25
7.75!0.25
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� 94.00/15.75
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141/2'
CAST IRON
L H
ON TO META_ PLATE SIDE VIEW
L0 0
DEBRIS RACK HOLDER
CAST IRON
ELEVATION
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#8 BAR
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<5/8'
LJ
#' *i TO BE ATTACHED WITH HINGE AS SHOWN OR
APPROVED BY THE ENGINEER.
m CONTRACTOR MAY SUBSTITUTE COMPARABLE
" Q
1/2' PLAN
SIDE
DESIGN AS APPROVED BY THE ENGINEER,
i/�'
ELEVATION
COMPOSITE
#3 DEFORMED
PLAN
MI
ELEVATION
REINFORCING STEEL
z ¢
w
Q
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TOP VIEW
ELEVATION
SECTION A -A
18'
NOTE
NOT TO BE USED IN
SANITARY SEWER MANHOLES.
DAM 6" MIN
6" MIN. OPENING
SHEE71 OF1
840.66
ELEVATION
Q Z
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"r z = � STANDARDS: B38.21, B38.27, 838.33 AND 638.39. w J d FI z
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z po ]H1 Hi CONTRACTOR '
- - - �� - ALL ELEMENTS PRECAST TO MEET ASTM 0913.
" WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
,\ ^ CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF V.
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'D REFER TO CHART== -III REFER TO CHART 3
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SHEET 1 OF 1 SHEET 1 OF 1
838.80 838.80
w.f
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PROJECT No.
NEW -05044
FILENAmE: NEW05044PD5
DESIGNED BY: JF
DRAWN BY: JF
SCALE: NTS
nATE: 10-18-2007
SBEET N0.
MCADANiS
ENDWALL DIMENSIONS
VARIABLE CONDITIONS.
FT.
'I MINIMUM
MIN.
MIN./MAX.
'I MIN./MAX.
MIN./MAX.
I, MIN./MAX.
PIPE DIA ,BAR
SIZE
H1(FT.)
H2(FT )
j D (FT )
Wt
W2
i 0
9 25
9.50
2.0
#5
i. #5
�__#5
#5
@ 8'
@ 8'
@ B
@ B
.9 25(2 00 12 0013 75
9 25/2.00 ll 3 00/3 75
1.25(2 00 3.00/4.25
1 50/2 50 4 00/4 75
'.1 25/1 75
11 2S/2 00
i 5012 50
1 75/2 50
3.00/3.75
3 50/3 75
3.50 /3 75
4 00/425
I 5 50/8.00
6 50/6.75
6 50(8.75
7 50!8.25
2.5
(#S
@ B
2.50/3.50
4 0016 QO
2 00/3 00
4.50/5. 50
90 00(11.50
3.0
#5
@ 8
5.00/6.00
1,2.75/3.50
5.25/5.75
11.50(11.75
3.5
� #5
@ B"
_3.00/3.50
3.25/4.$0
BOLT
3.25/3.50
8.00(8.75
12.00/13.25
4.0
ti #5
@ 8"
3.5014.50
�I 6.50/7.00
13.25/3.50
6.50/8.76
i 13.00/13.25
PLATE R 1 :-
�
( QUALITY
' 8
3 25/4.00
7 00/9.25
i 13 SO/15.75
5.0
5.5
6.0
_#S
#5
#5
@ 8
@ 8'
@ B"
r
0/� 00
4 .50/5.00
4 50/5.00
4.50!5.00
7 00/8.50
I
50(8.50
17.50/8.50
X13 25(4.00
13.25/4.00
j3.26/4.00
7 25/9.25
7 25(9.25
7.75!0.25
j 13 75/15.75
� 94.00/15.75
j 14.75/18.75-
�/ 0
1"0 GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
1?_ -S12" X IZ X S
TRAP
GALVANIZED STEEL
(4 PER
RISER JOINT)
3.0"
�r11n
4" THICK CONCRETE -
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
18" X 18" X in
GALVANIZED STEE
ORIFICE PLATE W
ORIFICE AT EL. e
I'r.'�S1Pil
4" THICK CONCRETE
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
3.0'
0.2° 2.8'
e d d
a
d'
a"
°
12"0 DIP < 4 2.1'
A, d.. "
" 4
A.
, 4"
18" X 18" X 1"
GALVANIZED STEEL
ORIFICE PLATE WITH 3"0
ORIFICE AT EL. 434.50
4"
3.0
h
IFA
mi
NOTE TO CONTRACTOR:
THE TRASH GUARD FOR THE ORIFICE
PLATE IS NOT SHOWN ON THIS DETAIL
FOR CLARITY. A TRASH GUARD SHALL BE
PROVIDED PER VDOT STD. 116.05
4" BRICK ENDWALL
(BY OTHERS)
is" x 18" x 4"
GALVANIZED STEEL
ORIFICE PLATE
4" BRICK ENDWALL
(BY OTHERS)
(4) J"x4"GRADE 8
STAINLESS STEEL
ADHESIVE BOLTS,
SELF LOCKING HEX
NUTS, do FLAT
WASHERS
r--12"0 DIP
3" 0 ORIFICE
-�v INVERT = EL. 434.50
(EQUAL TO NWSE)
4" THICK CONCRETE
'"�- BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
THE LOCATION OF THE DEBRIS RACK HOLDER MAY 8 T FOR E ADJUSTED 0
SWM -DR
VARIABLE CONDITIONS.
1!
�G
BOLT LENGTH IS TO BE SHORTENED TO P'/4" AND WELDED TO THE PLATE.
MIN
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
(4) J"x4"GRADE 8
STAINLESS STEEL
ADHESIVE BOLTS,
SELF LOCKING HEX
NUTS, do FLAT
WASHERS
r--12"0 DIP
3" 0 ORIFICE
-�v INVERT = EL. 434.50
(EQUAL TO NWSE)
4" THICK CONCRETE
'"�- BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
THE LOCATION OF THE DEBRIS RACK HOLDER MAY 8 T FOR E ADJUSTED 0
SWM -DR
VARIABLE CONDITIONS.
WHEN THE HOLDER BOLT IS LOCATED ON THE META_ PLATE THE %2" DIA.
BOLT LENGTH IS TO BE SHORTENED TO P'/4" AND WELDED TO THE PLATE.
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
F3/2"x4" ADHESIVE BOLT,
(4)'/2"x4" ADHESIVE BOLTS,
SELF-LOCKING HEX. NUT,
SELF LOCKING HEX. NUTS.
FLAT WASHER.,,
FLAT WASHERS
1
I�.----..--�����..�
"
24" 0/@'
2}'a" I/4" 3/
14" DIA
-.�-4�
4
HOLE
N--�-•--
`
BOLT
0
0
I/q•• M
METAL
>
--'---- WATER
PLATE R 1 :-
4"I
( QUALITY
ORIFICE.
I
FRONT VIEW
al
(4) )/4" DIA
r
SIDE VIEW OF BOLT WELDED
HOLES
ON TO META_ PLATE SIDE VIEW
DEBRIS RACK HOLDER
SWM DAM METAL PLATE
(NOT GALVANIZED)
DETAIL
-�-
PURPOSE OF THIS UNIT IS TO ALLOW DEBRIS
TO FLOAT AE30VE DEBRIS RACK AND TO MINIMIZE
CLOGGING OF THE WATER QUALITY ORIFICE.
z UNIT TO BE CONSTRUCTED OF WELDED
%" DIA. BARS -NOT GALVANIZED.
#' *i TO BE ATTACHED WITH HINGE AS SHOWN OR
APPROVED BY THE ENGINEER.
m CONTRACTOR MAY SUBSTITUTE COMPARABLE
DESIGN AS APPROVED BY THE ENGINEER,
COST TO BE INCLUDED IN PRICE BID FOR SWM
DAM OR SWM DRAINAGE STRUCTURE.
TOP VIEW
OR SQUARE MAX.
�
CONC, SWM
DAM 6" MIN
6" MIN. OPENING
OU
THROUGH
SWM DAM. -�
TOP TO BE HINGED TO ALLGW
ACCESS TO WATER QUALITY ORIFICE -
(SEE HOLDER DETAIL ABOVE) **E
'
O qp O
3/B•' DIA, BARS
I
_z NOT GALVANIZED
I
a
pl I0 BOTTOM
OF BASIN
DETAIL
FOR METAL PLATE AND
(-------I
SIDE VIEW OF SWM
WATER QUALITY ORIFICE
DAM WITH DEBRIS
i r-o%z" MIN. I ey2' MIN.
TYPICAL SWM
DAM
SIDE VIEW FRONT VIEW
DETAIL FOR DEBRIS RACK
(FOR WATER QUALITY ORIFICE)
SHEET 2 OF 3
SPECIFICATION
REFERENCE
STORMWATER MANAGEMENT (SWM) DETAILS
DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE
302
(FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS)
VIRGINIA DEPARTMENT OF TRANSPORTATION
996.05
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

#6 REBAR PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
14" (TIP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
0.86' — ►
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIR
FABRIC (EACH SIDE & TOP OF
CAGE)
.3 (TYP.} —►I a
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
cl
LF 8"
(CENTER TO CENTER)
2.80'
a
°
14" (TYP•) c
F,
#6 REBAR PERIMETER FRAME
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHI
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
PERMANENT SOIL
i REINFORCEMENT
m MATTING (PSRM)
(SEE NOTE)
a
� 12"0 DIP OUTLET
N (RIP RAP IN BASIN NOT
" SHOWN FOR CLARITY)
0
N FLOW
N
SQUARE PREFORMED__11�
n SCOUR HOLE (PSH)
SEED WITH NATIVE
GRASSES AT
INSTALLATION.
KA I
7.75
RIP RAP LINER W/
FILTER FABRIC (SEE
NOTES)
NCDOT CLASS 'A' RIP
RAP —9" THICK
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
800 DIP DRAIN PIPE
CONTRACTOR SHALL CORE—DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA /
2 LF 8" DIA. DIP
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X—CENTRIC VALVE OR
APPROVED EQUAL THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
INSTALL LEVEL AND
FLUSH
WITH NATURAL GROUND.
NOTES:
1. RIPRAP LINER SHALL BE
UNDERLAIN WITH MIRAFI
FILTERWEAVE 700 OR APPROVED
EQUIVALENT.
7.75 FT. 15.75 FT, 2• PERMANENT SOIL
RE—INFORCEMENT MATTING SHALL
BE LANDLOK TRM 450 OR
APPROVED EQUIVALENT.
3. BOTH THE RIP RAP
4 FT. UNDERLINER AND THE LANDLOK
TRM 450 SHALL BE INSTALLED
PER MANUFACTURER'S
SPECIFICATIONS.
12"0 DIP
1 FT1.
2:1 2:
1
TUCK
3.75'
SIDEVEW
PERMANENT SOIL
REINFORCEMENT
MATTING (PSRM)
�•.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND
UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL—PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED.
REINFORCED
SECTION/RCP
Cl
* SEE SEASONAL APPLICATION SCHEDULE
ETE FLARED END
JOINT
3000 PSI CONCRETE PAD TO —
BE POURED UNDERNEATH THE
CONCRETE FLARED END SECTION
TO PROVIDE ADDITIONAL
SUPPORT/STABILITY OF THE
FES/RCP JOINT. CONCRETE
PAD SHALL EXTEND BEYOND
FES/RCP PIPE JOINT
A
REINFORCED CONCRETE
PIPE
EMBED 3-3/4" GALVANIZES
THREADED ROD 18" INTO
CONCRETE - SECURE WITH
WASHER AND BOLT
RIPRAP VELOCITY
DISSIPATOR PAD
TEAdPORARY SEEDING SCHEDULE
EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULC
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINT1 NANCE
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT
TO USE THE PERMANENT SEEDING SCHEDULE.
REINFORCED CONCRETE FLARED END
SECTION/RCP PIPE JOINT
F7Q
\_OpE
REINFORCED CONCRETE
PIPE
DIMENSIONS
FOR
EES
CONCRETE
a
PAD
PIPE
DIMENSI❑NS
A
B
C
,p.
15"
6'-6"
• ..
.,a'
18"
7'-0"
d.•.
3'-0"
8'-1"
24"
8'-0"
3,-0"
8'-2"
30"
9'-0"
3'-0"
8'-2"
36"
10'-0"
3'-0"
10'-2"
42"
10'-6"
3'-0"
10'-2"
48"
11'-0"
3'-0"
10'-2"
S'
REINFORCED CONCRETE
.'
`,.
FLARED END SECTION
1.
•e,
'p '.;
EMBED 3-3/4" GALVANIZES
THREADED ROD 18" INTO
CONCRETE - SECURE WITH
WASHER AND BOLT
RIPRAP VELOCITY
DISSIPATOR PAD
TEAdPORARY SEEDING SCHEDULE
EMBANKMENTS)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULC
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINT1 NANCE
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT
TO USE THE PERMANENT SEEDING SCHEDULE.
REINFORCED CONCRETE FLARED END
SECTION/RCP PIPE JOINT
F7Q
\_OpE
REINFORCED CONCRETE
PIPE
DIMENSIONS
FOR
EES
CONCRETE
PAD
PIPE
DIMENSI❑NS
A
B
C
ILD,
15"
6'-6"
3'-0"
8'-1"
18"
7'-0"
3'-0"
8'-1"
24"
8'-0"
3,-0"
8'-2"
30"
9'-0"
3'-0"
8'-2"
36"
10'-0"
3'-0"
10'-2"
42"
10'-6"
3'-0"
10'-2"
48"
11'-0"
3'-0"
10'-2"
U)
AM
SEED SCHEDULE
U) E
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 — OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. — APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
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
REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PIAS
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).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF
THE BERM, AND BASIN FLOOR.
REINFORCED CONCRETE
FLARED END SECTION
EMBED 3-3/4" GALVANIZED
THREADED ROD 18" INTO
CONCRETE — SECURE WITH
WASHER AND BOLT
RIPRAP
VELOCITY
DISSIPATOR
PAD
3000 PSI CONCRETE PAD TO BE POURED
UNDERNEATH THE CONCRETE FLARED END
SECTION TO PROVIDE ADDITIONAL
SUPPORT/STABILITY OF THE FES/RCP JOINT.
CONCRETE PAD SHALL EXTEND A MINIMUM OF
12" BEYOND FES/RCP PIPE JOINT
ENDWALL PER NCDOT STD. 838.80
NOTE: 4" WEEPHOLES TO BE PROS
WITH VARMINT GUARDS ON DOWNST
SIDE AND GALVANIZED HARDWARE C
ON UPSTREAM SIDE %- MAXIMUM
OPENINGS)
NO. 67 WASHED STONE
ENCASED IN NON—WOVE
1' COVER (MIN.) FILTER FABRIC (MIRAFI
OR EQUALENT)
36" 0 RCP
FLOW
1_j
4'
1
Ll �— ENI
STI
4" 0 WEEPHOLES WITH
VARMINT GUARDS ON EACH
SIDE OF SPILLWAY
9' —9.5"
). 67 WASHED STONE
ICASED IN NON -WOVEN
TER FABRIC (MIRAFI 18ON
Z EQIVALENT)
VARMINT GUARDS ON EACH
SIDE OF SPILLWAY
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
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PROJECT ND. NEW -05044
EIENAME: NEW05044PD5
DESIGNED BY: JF
DRAWN BY: dF
SCUM: NTS
DATE: 10-18-2007
SHEET N0.
McADAMS

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PROJECT NO. NEW-05044
ETLENAME: NEW05044—PD5(LS)
DESIGNED DY: ---
DRAWN BY: — --
SCALE: NTS
DATE: 10-23-2007
SISEET NO.
MCADAMS

WATER QUA=6 CONSTRUCTION SCATIONS
50' /G/ou` sTR M
/BUFFER (E HEM J POND
r �
f/
INTEN! E
GENEPAL NOTES BERM Ti C A ONS IFGATONS
EASEMENT
­
FY HE1. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERI
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE
SUITABILITY OF THE PROPOSED BORROW AREA / FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL I / / f / ✓ /
EMBANKMENTS / KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6n, AND FROZEN OR OTHER OBJECTIONABLE
2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL I / / I J / ENDWALL P NCDDT
I
s
PRIOR TO PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH. ML AND CL J I ( / J I ' I / ! / STD. 838; / •,, / � ,-
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY / / / I ( INV. OUT/(36" RCP) ✓ / __
TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" UFT. EACH LIFT /
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENTS BEFORE EL 44$ DO
NC¢Oi CLASS 'B' RIPRAP �-
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL J l l / f / I I / �NCDOT'CLAS x 22" TRK
PLANTING PLAN/SCHEDULE. THE PERMANENT VEGETATION FOR THE PROPOSED SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL / J / / ` I ` / _
/ i ( / r SEE DETAIL SAE B
EMBANKMENT SHALL BE TALL FESCUE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY PLACEMENT. / ` /'�
TYPE MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). SEEEA SCOUR
3. ALL FILL SOILS USED IN THE EMBANKMENTS /KEY TRENCH / / / / / / f / / � I ` / HOLE (SEE I AIL I SHEET / I .-
4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD / / ( / f ' I \ PD -6D) /
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERM PROCTOR MAXIMUM DRY DENSITY (ASTM -698). THE FILL SOILS SHALL BE 12" JDP
SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS / / f [ < < INV/ OUT /450.00/ /
GRANTED BY THE EROSION CONTROL INSPECTOR. OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY / f l )
THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY / j I / �� / I ( / ree
p Ag6 r
5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL J 50 LF 1 0 DIP f
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (I.E. SEDIMENT, TRASH, ETC) AND SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER 11 • �` / f / l 'r O 2 Q(} // r
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL /t / f / TOP OF DAM
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I.E. - LANDFILL). CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. Q / I / / f/ r r f-1AA1TtTENPJVCfn___,_- -
4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE j/ I / 1 / l f r I ACCESS
6. ALL REINFORCED CONCRETE FLARED END SECTION INLETS INTO THE POND SHALL BE // [ / / f / STEEL SEEP /
UNDERLAIN WITH A 3000 PSI CONCRETE PAD. SEE DETAILS SHEET PD -6D. BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING l / s
GRAPE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY / / � / / f / COLLAR (X2) SEES i„- ,; s ,,.- "•
7. THE STRUCTURAL DESIGN FOR THE RETAINING WALL SURROUNDING THE POND FACILITY TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H -.V). THE KEY TRENCH / / / f 7 / f / / IL SHEET% SSB
SHALL BE DESIGNED BY OTHERS. PRIOR TO ORDERING OR INSTALLATION OF ANY RETAINING SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE.
WALLS, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED
BY A P.E. REGISTERED IN NORTH CAROLINA, FOR APPROVAL PLEASE NOTE THAT THE 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH
STRUCTURAL ENGINEER SHALL ALSO PROVIDE (WHERE NECESSARY) A SAFETY FENCE REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFIED f / / f / f / / / SIPHOR HEADWALLr r LF 36"0 O-RING RCP (JOINTS
ALONG THE TOP OF THE RETAINING WALL DURING THE DESIGN PROCESS. COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING / / / / / / / (SEE/ DETAIL, S PD -6C) - - <yRAPPED 2%
THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. / / f / / ✓ - _
/ SIPHON IN451.Od TW=456.00
B. ALL RETAINING WALL ALIGNMENTS SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE � / / f / j / / r s B =4 6.0 i
THE FRONT FACE OF THE RETAINING WALL AT THE BOTTOM. COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
9. THE RETAINING WALL IS TO BE DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT
SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS A S RT / / / / / / / r r TW=458.0
/ r
BEDDING S TIONS _ --
FROM AREGISTERED PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS / / / // ,/ r;. ..- ❑ BW=
NECESSARY FOR THE CONSTRUCTIUN OF THE RETAINING WALL. /
10. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW 1. FILL IN THE AREA OF THE SPILLWAY PIPES AND ADJACENT AREAS SHOULD pA9/ /
MATERIAL OR PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP / // / / / J / / �h\�l / - - - - - -
CONFIRMATION FROM THE GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER ELEVATION OF THE PIPES IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT / / / / J / / r �� r / I PRECAST RISER OUTLET STRUCTURE
THAT READILY AVAILABLE ON-SITE SOILS CAN BE USED. THE SPILLWAY PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE / / /ypa SHAPE =SQUARE
THE FILL IS BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE -
11. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PIANS IDENTIFY TRENCHES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPES. / / / / J / / / O&i� / ( A TOP OF RISER = 454.00 `
FINISHED GRADE ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE / f ( ✓ / ®Q O
EXTENDED BELOW GRADE TO THE FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENTS, / / I / L - INVERT OUT (36"0-0`=RING RCP) 448.25
CONSTRUCTION DRAWINGS. GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE / / / / J/ ✓� / / / TW=46 O i (SEE DETAIL SHEET PD -6B)
PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. / / / / r r C = 0
12. PORTIONS OF THE RETAINING WALL BORDERING THE WATER QUALITY POND WILL BE SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION / RETAINING WALL (TI
INUNDATED BY THE POND NORMAL WATER SURFACE ELEVATION. THE REMAINING PORTIONS MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, FLOWABLE FILL, ETC. TO / / / / / / ✓ / ph / (DESIGN BY OTHERS) _ - OF THE RETAINING WALL WILL EXPERIENCE PERIODIC INUNDATION DURING RAINFALL EVENTS. ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFILL / / OO J (6EE-NOTES'-#7-_T2
THE RETAINING WALL SOIL SATURATION BEHIND ITHERSHALL WALL N ACCOUNT
THE DESIGN. ANRESSURE ON APPROPRIATELYEWALL DUE TOSZED DRAINAGE PLACEMENT. / f / f / I r / �OO�Ng� / / rUNDER GENERAL NOTES)
SYSTEM SHALL BE DESIGNED AND INSTALLED BEHIND THE RETAINING WALL TO RELIEVE 3. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY I i l / / / r r rx r / Edo E� m a =466 r r - - -
SOIL WATER PRESSURE. PIPES SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO
ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE / / / / r 2 ? A0
CONSTRUC1710N PREPARAMON LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE
ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE
1. PRIOR PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH
UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT
FILL MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL
PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL TREES, ROOTS, VEGETATION, FILL, LEAN CONCRETE OR FLOWA13LE FILL AS DIRECTED BY THE ON-SITE I I / / ( / / I TW=4 1.
AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON WHICH FILL IS TO BE PLACED GEOTECHNICAL ENGINEER.
SHALL BE SCARIFIED. / i I /
4. FILL MATERIAL ADJACENT TO THE 3600 O-RING OUTLET BARREL AND THE I I / / / / / / \ r RETAINING WALL (TYP.)
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON \ / (DESIGN BY OTHERS)
12" DIP SHALL MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN ) / / / / (SEE NOTES #7-12
THE DAM EMBANKMENTS ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE I I / /
BEEN ESTABLISHED WITH COMPACTED FILL THE SECTION TITLED "BERM SOIL & COMPACTION SPECIFICATIONS." THE J / / / // / D o \ \ / UNDER GENERAL NOTES)
CONTRACTOR SHALL PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS J l \
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING ALONG THE PIPES TO ENSURE THAT ALL SPACES UNDER AND ADJACENT TO � i I J / � E� �•' � -. - -
LLED WITH PROPERLY COMPACTED MATERIAL. / / / ( / / O�� 1
EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE THE PIPES ARE FIc��G• 4'N.0 I r
STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE
EXCAVATION AREAS (I.E. - KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY G OF TFIE EbUBANIBIEN
TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR SHALL KEEP THE WATER r
LEVEL BELOW T4E BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS 1. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY
REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING - - k5 0.
STABLE. CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR J ) f l / I l l / _ 1 /
EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL. / / / f / / / / NESE2 / =4
2. TESTING EOUTLET ARREL
O ETSTRUCTUREMATE S IFICATMONS A EFR QUENCYILL O®ONEQUIRED TEST PER 25GLF OF PIPE PERTHE 36"GVERTICAL FOOT OFT
1. THE 36" RCP OUTLET BARREL SHALL BE CLASS 111 RCP, MODIFIED BELL AND SPIGOT, FILL
MEETING THE REQUIREMENTS OF ASTM C76 -LATEST. THE PIPE SHALL HAVE CONFINED A F NS f/ 50' CDU 51REAh( / / / �,' - /Ari
0 -RING RUBBER GASKET JOINTS MEETING ASTM C -443 -LATEST. THE PIPE JOINTS SHALL
BE TYPE R-4. " / B (E HEMERINL)
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE / /
2. THE STRUCTURAL DESIGN FOR THE x5 THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND
M (INTERNAL DIMENSIONS) RISER BOX WITH MAINTENANCE AGREEMENT FOR THIS FACILITY. I I / l l l l /r /
EXTENDED BASE SHABE BY OTHERS.. PRIOR TO ORDERING THE STRUCTURES, THE �
'�
CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. I I / / / / TW=461.00
REGISTERED IN NORTH CAROLINA, FOR REVIEW.I / PO 0 /r r
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. I J A CESS/M I� NVE
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN
ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD -68 FOR LOCATION
OF THE RISER STEPS.
4. THE 9'Lx9'Wx23" THICK CONCRETE ANTI -FLOTATION BLOCK FOR WATER QUALITY POND I ( l ( ' l l / r / r r TW=461.00 r
#6 SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION.
THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE
SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE).) ' I / i
/ / RETAINING WALL (TYP).
5. EACH RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL I J ( l I l 1 / (DESIGN BY -OTHERS)
BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO ASTM -990. THE CONTRACTOR /( (SEE NOTIfS #7-12
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT. J J f / I / r r \ rUNDfR GENERAL NOTES) /
6. THE PRECAST RISER BOX STRUCTURE FOR WATER QUALITY POND #6 SHALL HAVE A
SHIPPING WEIGHT OF 30,500 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING TW=461.00 /
WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY ® _ -
BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN l l l / SCO B = 58 00°°
ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. J /
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS // TW=460.00
TO THE ENGINEER FOR APPROVAL CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH / / / B = 60.00 -'
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK
FOR SECURING THE ACCESS HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE WATER QUAI= POND #6 PLAN VIEW
NOTED.
1"=20'
9. GEOTEXTILE FABRIC FOR THE 36 -INCH OUTLET BARREL JOINTS SHALL BE AMOCO STYLE
4553 POLYPROPYLENE NON -WOVEN NEEDLE PUNCHED OR APPROVED EQUAL (NON -WOVEN
FABRIC)
10. WATER QUALITY POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ACHIEVED
VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A M&H STYLE 820 X -CENTRIC VALVE OR
APPROVED EQUAL THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5. THE
VALVE SHALL BE LOCATED WITHIN THE 5' X 5' RISER STRUCTURE, AND SHALL BE
OPERABLE FROM TOP OF STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD -6B).
11. THE 12"0 DIP OUTLET PIPE SHALL BE CAPPED ON THE UPSTREAM END WITH A METAL
ORIFICE PLATE. THE PLATE SHALL BE 18"x18"xt/2" (GALVANIZED) AND SHALL HAVE A 2"0
ORIFICE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD -6C FOR ADDITIONAL
INFORMATION.
GRAPHIC SCALE
20 0 10 20 40 O
1 inch 20 ft.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. NEW -05044
FD.ENAmE: NEW05044PD6
DESIGNED BY: JF
DRAWN BY: JF
SCALE: NTS
°ATE' 10-18-2007
SKEET N0.
MCADAMS

r.
TOP OF DAM = EL 456.00
TOP OF RISER = EL 454.00
8" DIP DRAIN TRASHRACK
(SEE DETAILS)
INVERT OUT = EL. 448.25
8" PLUG VALVE. THE VALVE SHALL BE A M&H-
STYLE 820 X -CENTRIC VALVE OR ENGINEER
APPROVED EQUAL. THIS VALVE S'IALL BE IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL
HANDWHEEL TO EXTEND 1 -FOOT
TRASH RACK
TRASH RACK APPROXIMATE LOCATION
(SEE DETAIL) OF EXISTING GROUND
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR - SEE
own DETAIL)
mma
Amom now
mum
1.5 FF OF 1
COVER (MIN.)
', ' X'4
�e
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPDXY
COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
MANHOLE RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
E
ANGLt inc vvw uivc.i ira vuvvw
THE ACCESS HATCH TO BE
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE ITEM 7 -
"OUTLET STRUCTURE MATERIAL
SPECIFICATIONS")
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
3"
CLEARANCE
TO OUTSIDE
OF #4
2.1'
11.9 LF
F ANGLE x1/4"
1/q.^ ANGLE
..IE
ACCESS HATCH V
0.3' 1.05' I 1.05' I 1.05' I 1.05' I 1.05' 11.05,
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"x9/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
REBAR) 3" CLEARANCE TO
OUTSIDE OF #4
REBAR)
..a
1.0' "e q'.
` a ,
4.4' ,.
36" 0 -RING
RCP q
9 '
1.0'
ANCHOR DEPTH
5.2" (CENTER TO CENTER) 4.6' (CENTER TO
3" CLEARANCE TO
OUTSIDE OF #4
REBAR)
5.2'
PRECAST BASE SECTION
5.2" (CENTER TO CENTER)
1.5'
1.0'
00®3'
9.0' 6.0'
10 FF. WIDE MINIMUM
1
48 LF 36"0 0 -RING RCP 0 0.527
1
0
4" SOLID BRICK (BY
.5' OTHERS)
NOTE: BRICK SHALL
ATTACH TO PRECAST
CONCRETE RISER WITH
BRICK TIES AND LAY
e TIGHT AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BETWEEN
4.1
36" 0 -RING
RCP
4"
COMPACTED BERM
SECTION (SEE
SHEET PD -6A)
PROPOSED GRADE
-APPROXIMATE LOCATION
OF EXISTING GROUND
K]
NON -WOVEN GEOTEXTILE
FABRIC SHALL BE PLACED
AROUND EACH JOINT OF THE
36" 0 -RING RCP BARREL IN
2' WIDE STRIPS CENTERED ON
JOINT.
6.0'
5.0'
n n
a@
°
I
FLOW -r °
-®'*14
I
a;.FW
..e4. ,° .
CONCRETE COLLAR (TO 23" d °" a ad
1.5' e.d. BE CONSTRUCTED IN • 6.4<.., d
a° • •'° a. ° ° THE FIELD BY THE "d 4 ` "" °
4'.
5,75'
1' COVER (MIN.)
ENDWALL PER NCDOT
STD. 838,80
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
® 181 X 21'W X 22" THICK
M=m wm
.4
mma
r� ws
flPl�11iY��:)FiZ�]
SPILLWAY FILTER (SEE
DETAIL SHEET PD -6D)
TOP OF HANDWHEEL TO EXTEND 1'
ABOVE TRASH RACK
TOP OF RISER = EL. 454.00
MOUNTING BRACKET / GUIDE STEM
4" SOLID BRICK (BY
�- OTHERS)
NOTE: BRICK SHALL
ATTACH TO PRECAST
CONCRETE RISER WITH
BRICK TIES AND LAY
TIGHT AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BETWEEN
B" DIP DRAIN TRASHRACK d CONCRETE COLLAR (TO
(SEE DETAILS) BE CONSTRUCTED IN
® e' THE FIELD BY THE
CONTRACTOR - SEE
DETAIL)
a
INVERT = EL 448.25
4 e
" a
.ad. Sl a ac
.° ° 4 .
e..' d
d
36" 0 -RING
RCP
FLOW -�
:_..:. _...:_.�... ®
CONTRACTOR -SEE
z <.
'' ° ° �8" DIP DRAIN VALVE
° •. °'d
`
DETAIL}
PRECASTER SHALL
PROVIDE A BLOCK OUT
CONTRACTOR SHALL PROVIDE
36" 0 -RING RCP
E
FOR THE 36"0 0 -RING
STEPS IN ACCORDANCE WITH
PRECASTER SHALL
DIP DRAIN TRASHRACK
RCP
NCDOT STD. 840.66. (SEE
8" DIP DRAIN TRASHRACK
PRECASTER SHALL
PROVIDE A BLOCK OUT (S
FOR THE 36"� 0 (SEE DETAILS)
SHEET PD -6C) STEPS SHALL
(SEE DETAILS)
PROVIDE A BLOCK OUT
-RING
RCP
BE PLACED AT 16" O.C.
FOR THE 36"� 0 -RING
IVT
8" PLUG VALVE. THE VALVE
8"0 DIP DRAIN PIPE
SHALL BE A M&H STYLE 820
RCP
CONTRACTOR SHALL CORE -DRILL THE HOLE
X -CENTRIC VALVE OR
FOR THE 8"0 DIP PIPE IN THE FIELD.
APPROVED EQUAL. THIS VALVE
PLmvmw
PRECASTER SHALL OMIT REINFORCEMENT IN
SHALL BE IN ACCORDANCE
1
THIS AREA
WITH AWWA C-504 SEC. 5.5,
0
.
I
U DET
CONTRACTOR SEAL THE PBOOT
FROM TOP D OUTLET
0
4" SOLID BRICK (BY
.5' OTHERS)
NOTE: BRICK SHALL
ATTACH TO PRECAST
CONCRETE RISER WITH
BRICK TIES AND LAY
e TIGHT AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BETWEEN
4.1
36" 0 -RING
RCP
4"
COMPACTED BERM
SECTION (SEE
SHEET PD -6A)
PROPOSED GRADE
-APPROXIMATE LOCATION
OF EXISTING GROUND
K]
NON -WOVEN GEOTEXTILE
FABRIC SHALL BE PLACED
AROUND EACH JOINT OF THE
36" 0 -RING RCP BARREL IN
2' WIDE STRIPS CENTERED ON
JOINT.
6.0'
5.0'
n n
a@
°
I
FLOW -r °
-®'*14
I
a;.FW
..e4. ,° .
CONCRETE COLLAR (TO 23" d °" a ad
1.5' e.d. BE CONSTRUCTED IN • 6.4<.., d
a° • •'° a. ° ° THE FIELD BY THE "d 4 ` "" °
4'.
5,75'
1' COVER (MIN.)
ENDWALL PER NCDOT
STD. 838,80
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
® 181 X 21'W X 22" THICK
M=m wm
.4
mma
r� ws
flPl�11iY��:)FiZ�]
SPILLWAY FILTER (SEE
DETAIL SHEET PD -6D)
TOP OF HANDWHEEL TO EXTEND 1'
ABOVE TRASH RACK
TOP OF RISER = EL. 454.00
MOUNTING BRACKET / GUIDE STEM
4" SOLID BRICK (BY
�- OTHERS)
NOTE: BRICK SHALL
ATTACH TO PRECAST
CONCRETE RISER WITH
BRICK TIES AND LAY
TIGHT AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BETWEEN
B" DIP DRAIN TRASHRACK d CONCRETE COLLAR (TO
(SEE DETAILS) BE CONSTRUCTED IN
® e' THE FIELD BY THE
CONTRACTOR - SEE
DETAIL)
a
INVERT = EL 448.25
4 e
" a
.ad. Sl a ac
.° ° 4 .
e..' d
d
36" 0 -RING
RCP
FLOW -�
:_..:. _...:_.�... ®
CONTRACTOR -SEE
z <.
'' ° ° �8" DIP DRAIN VALVE
° •. °'d
`
DETAIL}
PRECASTER SHALL
PROVIDE A BLOCK OUT
CONTRACTOR SHALL PROVIDE
36" 0 -RING RCP
E
FOR THE 36"0 0 -RING
STEPS IN ACCORDANCE WITH
PRECASTER SHALL
DIP DRAIN TRASHRACK
RCP
NCDOT STD. 840.66. (SEE
8" DIP DRAIN TRASHRACK
PRECASTER SHALL
PROVIDE A BLOCK OUT (S
FOR THE 36"� 0 (SEE DETAILS)
SHEET PD -6C) STEPS SHALL
(SEE DETAILS)
PROVIDE A BLOCK OUT
-RING
RCP
BE PLACED AT 16" O.C.
FOR THE 36"� 0 -RING
IVT
8" PLUG VALVE. THE VALVE
8"0 DIP DRAIN PIPE
SHALL BE A M&H STYLE 820
RCP
CONTRACTOR SHALL CORE -DRILL THE HOLE
X -CENTRIC VALVE OR
FOR THE 8"0 DIP PIPE IN THE FIELD.
APPROVED EQUAL. THIS VALVE
PLmvmw
PRECASTER SHALL OMIT REINFORCEMENT IN
SHALL BE IN ACCORDANCE
THIS AREA
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
U DET
CONTRACTOR SEAL THE PBOOT
FROM TOP D OUTLET
PENETRATION USING A RUBBER AND
STRUCTUREIPE
A ADWHEEL
N.T.S.
STAINLESS STEEL HARDWARE. THE VOID
SPACE SHALL BE FILLED WITH NON -SHRINK
GROUT.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL ATTACH TO
3" ANCHOR DEPTH PRECAST CONCRETE RISER WITH
BRICK TIES AND LAY TIGHT
AGAINST PRECAST STRUCTURE
WITH NO VOID SPACE BETWEEN
PRECAST
STRUCTURE WALL 1' DEPTH
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE TO
#4 REBAR ANCHORS. OUTSIDE OF #4
CONTRACTOR SHALL _ REBAR)
DRILL INTO PRECAST 5.5" CENTER TO
STRUCTURE WALL AND d CENTER
SET ANCHORS USING
EPXOY GROUT 36" 0 -RING
RCP
3" CLEARANCE TO
OUTSIDE OF #4
REBAR)
12" ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPXOY GROUT
urnnT cin
36"
5.25' WIDI
NCDOT
838.80
(SEE DI
NO
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQUIVALENT
'RAP
WER OF
B" RIP -RAP
TER BLANKET
VKET
(SEE NOTE)
-y f-- 3/8"
'ROJECTION
NOTES:
1. ANTI -SEEP COLLARS (X2) SHALL BE 3/8" STEEL PLATE
2. STEEL COLLARS (X2) SHALL BE CONNECTED TO
12" DIP WITH A WATER TIGHT JOINT.
3. COLLARS (X2) SHALL BE SPACED ALONG BARREL AT
16'-8" ON CENTER
4. ANTI -SEEP COLLARS (X2) SHALL BE PLACED A
MINIMUM OF 2' FROM PIPE JOINTS.
5. ASPHALTIC COATING SHALL BE REMOVED FROM
THE AREA WHERE THE SEEP COLLAR WILL BE
WELDED WITH A SOLVENT WASH OR WITH A
TORCH. THE SEEP COLLAR LOCATION SHOULD
THEN BE GRINDED TO BRIGHT METAL PRIOR TO
ANY WELDING.
6. UPON COMPLETION OF WELDING STEEL SEEP
COLLARS TO 12" DIP, THE STEEL SEEP COLLARS
SHALL BE SPRAYED WITH A GALVANIZED COATING.
;m#j Ki 001 WA
�1
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. NEW -05044
FIENAME: NEW05044PD6
DESIGNED BY: JF
DRAWN BY: JF
scAI.E: NTS
DATE: 10-18-2007
SNEET N0.
MCL��1�M�

NOTES-
SWM -DR
VARIABLE CONDITIONS.
ENDWALL DIMENSIONS
z
o n
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL.
FT.
MINIMUM
�>-
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION 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.
! v�'
'A 3<" DIA.
NOTES:
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cru
0 0 -
1,
25/i .75
L.. JOWZ
ppN2
1'
THIS PRECAST
ENDWALL MAY BE USED FOR THE FOLLOWING
m
LJ¢zL2
= _
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m
m
6.50/6 75
< 00_
NLd
�~zJ
HOLES
o
STANDARDS: 838.21,
838.27, 838.33 AND 838.39.
DCL,0<
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2.0
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PLAN SIDE
SIDE
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12 00/3.00
ELEVATION
n
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
W
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OO
a:
L
1 -0
___
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___
LD
USE 4000 PSI
CONCRETE.
( 141/2'
CAST IRON
L`IW-
N I I
CAST IRON
ELEVATION
0 O
z 0
3 W
ELEVATION
PROVIDE ALL
REINFORCING STEEL WHICH MEETS ASTM A615
IQ-=
ry
�m
3!16'
11/4'
3.60/4.60
#6 BAR DR
<
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1' 83/4'
13.00!13.25
FOR GRADE 60
#B BAR
@ B"
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-- --'-'- -
GALV'D.
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P YPR PY NE
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TO ASTM A185
<I
13 2S/4.00
tt
p D
5 5
@ B"
0
50/6.50
13.25/4.00
lD
OR PINS IN ACCORDANCE WITH
h
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1/2' PLAN
SIDE
ID
H2
OSHA STANDARD 1926.704.
ELEVATION
PLANz
ELEVATION
Q
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REINFORCING STEEL
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v4'
DEFORMED
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jHlHiCONTRACTOR
ELEVATION
SECTION A -A
12'
NOTE -
NOT TO BE USED IN
SHEETI DF1
PRECAST TO MEET ASTM C913.
r-
ELEVATION
SANITARY SEWER MANHOLES.
840.66
.MARnZNMCE ACCFM MPS
N.T.S.
0
<ITI
SWM -DR
VARIABLE CONDITIONS.
ENDWALL DIMENSIONS
WHEN THE HOLDER BOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
i■
FT.
MINIMUM
MYN. (MAX.
MYN. /MAX.
z
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< --I
MIN./MAX
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SIZE
Hl (FT.)
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NOTES:
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Wt (PT,y
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D
25/i .75
6„
5.50/6.00
THIS PRECAST
ENDWALL MAY BE USED FOR THE FOLLOWING
@ 6'
a CC Q
= _
"-
3 50/3.75
6.50/6 75
9 50#5
HOLES
@ B'
STANDARDS: 838.21,
838.27, 838.33 AND 838.39.
W
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2.0
#5
@ S
�-
°
INSTALL PRECAST ENOWALLS WITH WINGS AND PAY
O
o m =
Q
= p Fft
®
@ 8"
_1.50/2.50
2 5013 SO
4.00/6.00
12 00/3.00
4 50/5.50
10.60!99.50
FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838.
W
Q,?d lre=
" = m
OO
_
0"�
12.75/3.50
1 -0
___
�_
___
"
USE 4000 PSI
CONCRETE.
H
U R O (D
I'•
Z S'D
_i_
�
0 O
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PROVIDE ALL
REINFORCING STEEL WHICH MEETS ASTM A615
IQ-=
Z W
• �y 0
C7
_ _ _
"'•"
3.60/4.60
� 6.50/7.p0
3.25/3.56
6.50/6.75
13.00!13.25
FOR GRADE 60
AND WELDED WIRE FABRIC CONFORMING
@ B"
cc: O J
0 CO Q
Z
p
-- --'-'- -
7 DO/9.25
li 13.50/15.75
5 0#5
- -- -
"
TO ASTM A185
WITH 2" MIN. CLEARANCE.
13 2S/4.00
0
O N s
Z
p D
5 5
@ B"
0
50/6.50
13.25/4.00
PLACE LIFT HOLES
OR PINS IN ACCORDANCE WITH
h
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(
H2
OSHA STANDARD 1926.704.
C4
"
d ®
CS/OCP
7.75/9.25
� 94.75/16.75
PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
°
w ❑
s N
jHlHiCONTRACTOR
ELEMENTS
PRECAST TO MEET ASTM C913.
r-
❑ALL
WELDED WIRE
FABRIC MAY BE SUBSTITUTED FOR REBAR
-__
1, 0, �� •-_
----
AS LONG AS THE
CHAMFER ALL
SAME AREA OF STEEL IS PROVIDED.
CORNERS i" OR HAVE A RADIUS OF i".
B" 0.4 (TYP.)
PREFER TO CHART
8"
�1
R" O.G. CHAR
TO CHART
O
y fti
FOR BAR SIZE
FOR BAR
SIZE
NOTE: THE MINIMUM BAR SIZE SHALL BE H5 BARS
J
ELEVATION
SIDE
AT 8" CTS. TME
Tn INCREASE
CONTRACTOR WILL HAVE THE OPTION
THIS BAR SIZE AS NEEDED. l
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838.80
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PROJECT N0. NEW -05044
FR.FNeME: NEW05044PD6
➢ESIGNE➢ DY: JF
nRAwrr BY:
SWM -DR
VARIABLE CONDITIONS.
ENDWALL DIMENSIONS
WHEN THE HOLDER BOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
i■
FT.
MINIMUM
MYN. (MAX.
MYN. /MAX.
MIN. IMAX.
MIN./MAX.
MIN./MAX
PIPE DIA.. BAR
SIZE
Hl (FT.)
! v�'
'A 3<" DIA.
D (FT.)
Wt
W2
'�
iV l l
BOLT
0 0 -
2 00/3775
25/i .75
_
3 00/3.75
5.50/6.00
9'•25
iNS
@ 6'
1.25(2.00
3 00/3 75...�ii,
25/2 00
3 50/3.75
6.50/6 75
9 50#5
HOLES
@ B'
9 25/2.00
3.00/4.25
'41
11.50/2.60
3 50!3.75
6 50!6.75
2.0
#5
@ S
.4.00(4.75
�9 75/2.50
4 00/4.25
7.50/8.25
2.5
#5
@ 8"
_1.50/2.50
2 5013 SO
4.00/6.00
12 00/3.00
4 50/5.50
10.60!99.50
3.0
#5
@ 6"
3.0013.50
5.06/6.00
12.75/3.50
5.25/5.75
91.50/11.75
3,5
#5
@ 8"
3.2514.50
j 8.00/6.75
3.25/3.50
6.00/6.75
12.00/i3.25
�
0 O
38" DIA. BARS
4.0
#5
@ B"
3.60/4.60
� 6.50/7.p0
3.25/3.56
6.50/6.75
13.00!13.25
4 5
#5
@ B"
6 50/6.50
7 DO/9.25
li 13.50/15.75
5 0#5
@ B"
4,50/5.00
7 00/6.60
13 2S/4.00
7.25/9.25
13.75/16.75
5 5
_#5
@ B"
4.50 /5.00 -r7
50/6.50
13.25/4.00
7.25/9.25
14.00/15.75
6.0
#5
@ B"
4.50(5.00
j 7.50!8.50
j3.25/4.00
7.75/9.25
� 94.75/16.75
1"0 GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
LSI
12" X 4" X J"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
r tale):Wo a 'o , `t',. ,.
+®- FLOW
4" THICK CONCRE
BASE (MIN 28 DA)
STRENGTH = 300(
18" X 18" X I -
GALVANIZED STEE
ORIFICE PLATE W
ORIFICE AT EL. 4
-+F- FLOW
4" THICK CONCRETE
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
3.0° ®�
0 a"
GALVANIZED STEEL
ORIFICE PLATE WITH 2"0
ORIFICE AT EL. 451.00
.O.0
4"
m oRwA nidDWALL
(BY OTHERS)
i
4" BRICK ENDWALL
(BY OTHERS)
NOTE TO CONTRACTOR:
THE TRASH GUARD FOR THE ORIFICE
PLATE IS NOT SHOWN ON THIS DETAIL
FOR CLARITY. A TRASH GUARD SHALL BE
PROVIDED PER VDOT STD. 116.05
18" X 18" X }"
GALVANIZED STEEL
ORIFICE PLATE
(4) j"x4"GRADE B
STAINLESS STEEL
ADHESIVE BOLTS,
SELF LOCKING HEX
NUTS, do FLAT
WASHERS
-12"0 DIP
2" 0 ORIFICE
INVERT = EL. 451.00
(EQUAL TO NWSE)
THE LOCATION OF THE. DEBRIS RACK HOLDER Y T F
A E E OLOE MAY BE ADJUSTED OR
SWM -DR
VARIABLE CONDITIONS.
WHEN THE HOLDER BOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
i■
BOLT LENGTH IS TO BE SHORTENED TO ,I/:' AND WELDED TO THE PLATE.
■i
MIN
00911-0
mm
SELF-LOCKING HEX, NUT,
SELF LOCKING HEX. NUTS,
FLAT WASHER.
FLAT WASHERS
! v�'
'A 3<" DIA.
2Y4' VAR
--��� 3/s"
2' 2'
4
HOLE
(4) j"x4"GRADE B
STAINLESS STEEL
ADHESIVE BOLTS,
SELF LOCKING HEX
NUTS, do FLAT
WASHERS
-12"0 DIP
2" 0 ORIFICE
INVERT = EL. 451.00
(EQUAL TO NWSE)
THE LOCATION OF THE. DEBRIS RACK HOLDER Y T F
A E E OLOE MAY BE ADJUSTED OR
SWM -DR
VARIABLE CONDITIONS.
WHEN THE HOLDER BOLT IS LOCATED ON THE METAL PLATE THE %2" DIA.
BOLT LENGTH IS TO BE SHORTENED TO ,I/:' AND WELDED TO THE PLATE.
DEBRIS RACK HOLDER AND ALL HARDWARE IS TO BE GALVANIZED.
/z'x4" ADHESIVE BOLT,
(4)/2"x4" ADHESIVE BOLTS,
SELF-LOCKING HEX, NUT,
SELF LOCKING HEX. NUTS,
FLAT WASHER.
FLAT WASHERS
! v�'
'A 3<" DIA.
2Y4' VAR
--��� 3/s"
2' 2'
4
HOLE
-
'�
iV l l
BOLT
0 0 -
I/9 . 'rt
METAL
------ WATER
>
PLATE R I/4• :-
4,1 I QUALITY
ORIFICE.
71/a"
I
FRONT VIEW
01 (4) Y4" DIa
SIDE VIEW OF BOLT WELDED
HOLES
ON TO METAL PLATE SIDE VIEW
N
DEBRIS RACK HOLDER
SWM DAM METAL PLATE DETAIL
(NOT GALVANIZED)
PURPOSE OF THIS UNIT IS TO ALLOW DEBRIS
TO FLOAT ABOVE DEBRIS RACK AND TO MINIMIZE
CLOGGING OF THE WATER QUALITY ORIFICE.
z -Y,E UNIT TO BE CONSTRUCTED OF WELDED
.�
3/a" DIA. BARS -NOT GALVANIZED.
-3jE VETO BE ATTACHED WITH HINGE AS SHOWN OR
APPROVED BY THE ENGINEER.
CONTRACTOR MAY SUBSTITUTE COMPARABLE
DESIGN AS APPROVED BY THE ENGINEER,
COST TO BE INCLUDED IN PRICE BID FOR SWM
DAM OR SWM DRAINAGE STRUCTURE.
TOP VIEW
ROUND OR SQUARE 12" MAX.
O
CONCH SWM DPM 6" MIN.OPENING THROUGH
SWM DAM
TOP TO BE HINGED TO ALLOW
ACCESS TO WATER QUALITY ORIFICE -
(SEE HOLDER DETAIL ABOVE) �c 3jE
0 O
38" DIA. BARS
I I
z NOT GALVANIZED
I
�
1 I
OI Ip BOTTOM
OF BASIN
I -------I
DETAIL FOR METAL PLATE AND SIDE VIEW OF SWM
WATER QUALITY ORIFICE DAM WITH DEBRIS
T -O/2•' MIN. a1/2' MIN.
TYPICAL SWM DAM
SIDE VIEW FRONT VIEW
DETAIL FOR DEBRIS RACK
(FOR WATER QUALITY ORIFICE)
SHEET 2 OF 3
SPECIFICATION
REFERENCE
STGRMWATER MANAGEMENT (SWM) DETAILS
DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE
302
(FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS)
VIRGINIA DEPARTMENT OF TRANSPORTATION
196.05
4" THICK CONCRETE
BASE (MIN 28 DAY
STRENGTH = 3000 PSI)
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
JF
scAI.E: NTS
DATE: 10-18-2007
SHEET N0.
MCADAMS

#6 REBAR PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
11
14" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
e
2 LF 8" DIA! DIP
0.86' ----am
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
3" (TYP.)
0.86'
(CENTER TO CENTER)
e
14" (IYP.) a
d
#6 REBAR PERIMETER FRAME
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGH
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
PERMANENT SOIL
_ REINFORCEMENT
MATTING (PSRM)
(SEE NOTE)
s
1200 DIP OUTLET
(RIP RAP IN BASIN NOT
o SHOWN FOR CLARITY)
FLOW
SQUARE PREFORMEE
SCOUR HOLE (PSH)
SEED WITH NATIVE
GRASSES AT
INSTALLATION.
d
d<
A
7.75 FT, 4 FT.
11.75 FT.
PIAN VII±W
FILL SLOPE
FLOW
RIP RAP LINER W/
FILTER FABRIC (SEE
NOTES)
NCDOT CLASS 'A' RIP
RAP —9" THICK
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE—DRILL
THE HOLE FOR THE B"O DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA /
F11
2 LF B" DIA. DIP
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X—CENTRIC VALVE OR
APPROVED EQUAL THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
"INSTALL LEVEL AND
FLUSH
WITH NATURAL GROUND. NOTES:
4 FT. 1. RIPRAP LINER SHALL BE
UNDERLAIN WITH MIRAFI
FILTERWEAVE 700 OR APPROVED
EQUIVALENT.
7.75 FT. 95.75 FT. 2. PERMANENT SOIL
RE—INFORCEMENT MATTING SHALL
BE LANDLOK TRM 450 OR
APPROVED EQUIVALENT.
3. BOTH THE RIP RAP
4 FT. UNDERLINER AND THE LANDLOK
TRM 450 SHALL BE INSTALLED
PER MANUFACTURER'S
SPECIFICATIONS.
12"m DIP ' 4_F�'
1 FT. I��" jl
2:1 2:1
1
TUCK
3.75'
SIDE
.11 . f • •0 Di
0
PERMANENT SOIL
REINFORCEMENT
MATTING (PSRM)
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND
UNIFCRM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED.
REINFORCED
SECTION/RCP
�d
• SEE SEASONAL- APPLICATION SCHEDULE
ETE FLARED END
JOINT
3000 PSI CONCRETE PAD TO
BE POURED UNDERNEATH THE
CONCRETE FLARED END SECTION
TO PROVIDE ADDITIONAL
SUPPORT/STABILITY OF THE
FES/RCP JOINT. CONCRETE
PAD SHALL EXTEND BEYOND
FES/RCP PIPE JOINT
A
REINFORCED CONCRETE
PIPE
EMBED 3-3/4" GALVANIZE[
THREADED ROD 18" INTO
CONCRETE - SECURE WITH
WASHER AND BOLT
RIPRAP VELOCITY
DISSIPATOR PAD
TENOPORARY SEEDING SCHEDULE
ODAM )
SEEDING DATE SEEDING MIXTUR APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENT$
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 95 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT
TO USE THE PERMANENT SEEDING SCHEDULE.
REINFORCED CONCRETE FLARED END
SECTION/RCP PIPE JOINT
F'/`_Ope
REINFORCED CONCRETE
PIPE
DIMENSIONS FOR
PES
CONCRETE
PAD
PIPE
DIMENSIONS
A
B
C
I,D,
15"
6'-6"
3'-0//
8'-1"
18"
7'-0"
3/-0//
8/-1°
24"
8'-0//
3'-0"
8'-2"
30"
9'-0"
3'-0'/
8'-2"
36"
10'-0"
3'-0"
10'-2"
42"
10'-6"
3'-0"
10'-2"
48"
11'-0"
3'-0"
10'-2"
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. - APR 15 (POSSIBLE)
SOIL A— MFNDMM
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
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
REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
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).
NQU; PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF
THE BERM, AND BASIN FLOOR.
REINFORCED CONCRETE
FLARED END SECTION
EMBED 3-3/4* GALVANIZED
THREADED ROD 18" INTO
CONCRETE - SECURE WITH
WASHER AND BOLT
RIPRAP
} VELOCITY
DISSIPATOR
PAD
3000 PSI CONCRETE PAD TO BE POURED
UNDERNEATH THE CONCRETE FLARED END
SECTION TO PROVIDE ADDITIONAL
SUPPORT/STABILITY OF THE FES/RCP JOINT.
CONCRETE PAD SHALL EXTEND A MINIMUM OF
12" BEYOND FES/RCP PIPE JOINT
ENDWALL PER NCDOT STD. 838.80
NOTE: 4" WEEPHOLES TO BE PROM
WITH VARMINT GUARDS ON DOWNSTI
SIDE AND GALVANIZED �V HARDWARE C
ON UPSTREAM SIDE Y4" MAXIMUM
OPENINGS)
N0. 67 WASHED STONE
ENCASED IN NON—WOVE
1' COVER (MIN.) FILTER FABRIC (MIRAFI
OR EQIVALENT)
36" 0 RCP
FLOW
1�
4'
ENE
STE
4" 0 WEEPHOLES WITH
VARMINT GUARDS ON EACH
SIDE OF SPILLWAY
67 WASHED STONE
;ABED IN NON -WOVEN
ER FABRIC (MIRAR 18ON
EQIVALENT)
VARMINT GUARDS ON EACH
SIDE OF SPILLWAY
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT No. NEW -05044
MENAME: NEW05044PD6
DESIGNED BY: JF"
DRAWN BY: JF
SCALE: NTS
DATE' 10-18-2007
SHEET N0.
MCADAMs