20091346 Ver 3_Site Plan_20101008

RE: New Hill Place Page 1 of 1
09-
RE: New Hill Place
Derks, Bill [[e-mail]]
Sent: Friday, October 08, 2010 2:49 PM
To: Strickland, Bev
Cc: [e-mail]; David George [[e-mail]]
Ms. Strickland -
Per the e-mail below we have posted pdf's of all the information that
was submitted to Mr. Ian McMillan today in association with the New Hill
Place project in Holly Springs.
Instructions to access our ftp site are:
ftp;_//www.jrmcadams._c_om
(use internet explorer and paste link from here, do not click on link)
User: krg
Pass: krg
(Enter both user and password in lower case)
Everything is in a folder with the name "2010-10-08 DWQ Requested
Information".
Please let me know if you have any questions.
-----Original Message-----
From: Al Goodrich [mailto:[e-mail]]
Sent: Friday, October 08, 2010 2:06 PM
To: Derks, Bill; David George
Subject: New Hill
Bill ---i left you a master of the letter. Please copy and include to
ALOE. Additionally DWQ requested electronic copies---they are willing
to download off ftp. Please admit Beverly Strickland
([e-mail]) onto the site or send her a disc asap. Thx,
Al Goodrich
A.B. Goodrich Contracting, LLC
https://mail.nc.gov/owa/?ae=Item&t=IPM.Note&id=RgAAAAAAOgPoLNIPQZ06vHVR... 10/8/2010

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~ / GENERAL NOTES CONSTRUCTION SEQUENCE ~ F ~ ~
~ ' ~ 27 ~ ~ z ~ - ~ w ~ ~ ~
1. PRIOR TO CONSTRUCTION ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO 1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN / / ~ ~ ~ ~ z
THE ENGINEER S ATTENTION IMMEDIATELY. APPROVAL TO CONSTRUCT FROM THE TOWN AND ALL OTHER APPLICABLE AGENCIES PRIOR TO , ~ ~ i CONSTRUCTION. ~ ~ ~ ~ ~ / ~ ~ ~ o ~ H~z
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITIY ~ Rl ~ ~ ~ ~ ~ ~ ~ z o~
OF THE PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANKMENT/KEY TRENCH. 2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT AND EROSION / ~ CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL ~ ~ ~ w p
3. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE APPROVAL t~, / ~ WETLAND ACCESS/MAINTENANCE ~ ¦ ~ z ~ ~ ~ EASEMENT ~ ~ a ~ ~
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO ANY CLEARING. COVERS UP THE KEY TRENCH PRIOR TO INSPECTION THEN THE KEY TRENCH SHALL BE UNCOVERED ~ G i ' / r ~ 0 ¦ ~
' 3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND THEIR y ~ AND TESTED AT THE CONTRACTORS EXPENSE. ~ \ ~ ~ o / ~ / ~ ~ w xQ
ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED WITH ,Q i~ / d a a
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME STANDARDS AS , / ~ PLAN SCHEDULE. PLEASE NOTE THAT NO TREES SHRUBS OF ANY TYPE MAY BE PLANTED ON THE THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE STRIPPED TO A SUITABLE Q ~ / / b i ~ ~ i / L¦I¦¦I ~ to ~ ~
PROPOSED DAM EMBANKMENT (FILL AREAS). DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ANY RESIDUAL SOILS TO BE LEFT IN
PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW EMBANKMENT FILL. NO EMBANKMENT ~ \ \ 5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WETLAND MAY BE USED AS A SEDIMENT BASIN MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH UNT1L APPROVAL OF THE DAM SUBGRADE / ~ \ i ~ ~ / H a ado
FOR EROSION CONTROL PURPOSES. IF S0, THE CONTRACTOR SHALL FOLLOW THE GENERAL TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL ENGINEER. - ~
~ 1 CONTRUCTION SEQUENCE BELOW: ~ 4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. THE \ ~ ~ ~ ~ , PROPERTY LINE (TYP.) ,o z a ~
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY PERMANENT OUTLET STRUCTURE, TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 15"0 OUTLET \ ( ~
DAM, KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WETLAND GRADING. THE BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY TRENCH SIDESLOPES SHALL BE \ ~ ~ ~ 2'8 ~ ~ ~ a ~ w ~ W
A MINIMUM OF 1:1 H: V . THE KEY TRENCH SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN i ~ ~ INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE. ( ) ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION SPECIFICATIONS." DEPENDING UPON ON-SITE ~
B. THE TEMPORARY DRAWDOWN RISER OR SKIMMER SHALL BE CONNECTED TO THE PERMANENT SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE ON-SITE GEOTECHNICAL ENGINEER MAY VARY ~ ( ) ~ ~
8"0 DIP DRAIN PIPE. THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS DEEMED NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY VARIATION FOR FUTURE AS-BUILT SUBMITTALS TO THE ~ ~ ' ~ ~~s ~ ~ ~ ~ ~ ' z ~ ~ \ / l c5
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR TOWN. ~ \ ~ I ~ I ~ ~ ~ ENDWALL PER NCDOT STD. 838.80 z
APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE i ~ ~ / 5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO THE ~ ~ / ~ ~ ~ (SEE DETAIL SHEET SW-1C) W
TEMPORARY DRAWDOWN RISER (OR SKIMMER) AND CLEAN-OUT THE BASIN. ALL SEDIMENT, ~ ~ ~ 'ER ~ ~ / ~ ~ ~ INV. OUT (15°0 RCP) = 369.80
TRASH, ETC. SHALL BE DISPOSED OF PROPERLY (I.E. -PLACED IN A LANDFILL) AND NOT SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED BERM AND SOIL COMPACTION SPECIFICATIONS. ~ ~ ~ ~ SEDIMENT DEPTH M KER STOCKPILED IN AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED. THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT SECTION. ~ SEE DETAIL SHEET W-1D) I D ~ / ~ \ ~ / ~ ~
~ ~ ~
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICE REMOVED, THE 6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED BY ~ ~ ~ J ~ l ~ CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. THE ON-SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE ~ ~ ~ ~ / ~ ~ ~ ~ ~ V SCOUR HOLE
SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED ALONG THE ~ ~ ~ - J ~ - ~ ~ ~ ~ ~ ) ~ ~ ~ ~ VELOCITY DISSIPATOR
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON-SITE INSPECTION PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. ~ 2~ ~ THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL FILL LEAN ~ AND AN AS-BUILT SURVEY PRIOR TO INSTALLATION OF THE WETLAND PLANTS. IF THE CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ~ \ a ~ ~ ~ / I ~ (SEE DETAIL SHEET SW-1D)
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS-BUILT SURVEY (AND ~ ~ \•y~ s _ _ ,y1~ ~ / - ~ - - t ~ ~ 371 ~ /
SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE-PLANTING OF PLANTS WILL ~ ~ ~js A ~37g - % ~ i ~ _
BE AT THE CONTRACTORS EXPENSE. 7. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8" THICK ~ \ LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL ENGINEER. \ ' ~ / ~ ' 6-9.48 ~FIELQ SURVEY)
FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF IT IS NECESSARY, THE \ \ F. ONCE THE ENGINEER HAS APPROVED THE AS-BUILT GRADING, THE CONTRACTOR SHALL PLANT EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL GRADE IN \ ~ ~ \ \ ~ / ~ / \ ~~'s / \
THE PROPOSED WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. AFTER ORDER TO ACHIEVE PROPER COMPACTION. \ COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO \ \ \ 6 ~ A ~ 367.0 / ' CONi~RACTOR SHALL LINE THE SLOPES
THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED 8, INSTALL RISER /BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE \ \ ~ + +7t,oa ABOVE AND AROUND THE CONCRETE
WETLAND PLANTING PLAN. LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS-BUILT CERTIFICATION HAS BEEN ti ~ / ~ ENDWALL AND WINGWALLS WITH NCDOT \ / ~ ~ i CLASS RIPRAP TO PREVENT
COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE \ \ 5. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN/HR, IN ORDER TO HELP MAINTAIN A AGENCIES. \ ~ ~ \ / ~^o / ~ / ~ ~ EROSION/`SCOUR FROM OCCURRING
PERMANENT POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT \ ~EDIMENT ~ ~ AROUND THE ENDWALL/WINGWALLS.
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1-FOOT BELOW THE LOWEST GRADE OR 1-FOOT BELOW g. INSTALL SPILLWAY FILTER PER DIRECTION OF THE ON-SITE GEOTECHNICAL ENGINEER AND THE DETAILS ~ \ THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS SHOWN ON SHEET SW-1C. ~ 3 O ` / FORE A ~ +7t.oo ~ ~ - -
GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO \ / / ~ / ~ ~ ~ ~ MICROPOOL ~ ~ \ 38 LF 15"0 0-RING RCP ®0.53 (JOINTS WRAPPED IN
R \ \ LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT. IF IT IS DETERMINED BY THE ON-SITE 10. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED BERM AND SOIL ~ GEOTECHNICAL ENGINEER THAT A LINER IS NOT NEEDED, THEN A LETTER TO THE ENGINEER COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL ~ \ \ ~ ~ ~ ~ \ \ sszoo \ \ GEOTEXTILE FABRIC)
CERTIFYING THE INFILTRATION RATE SHALL BE PROVIDED, WHICH WILL BE USED DURING THE CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN °BERM \ ~ ~ ~ ~ ~
AS-BUILT CERTIFICATION PROCESS. AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. IF ` \ + / ~ ~ ~ 369.50 371.00 ~ ~ ~ 368 ~ RECAST RISER OUTLET STRUCTURE
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN ~ \ + / +37o.oa ~ ~ 3s9 _ _ / ( E DETAIL SHEET SW-1B) z
PROPOSED WETLAND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A LANDSCAPE HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES AROUND \ ~ + 369.50 SH P\E =SQUARE O ' \ \ 3~ 1 3ss.5a ~ INTER~AL DIMENSIONS = 4 FT. x 4 FT. ~
PROFESSIONAL FOR THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL OVEREXCAVATE SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH LOOSE LIFTS AND BE TO THE SAME THE INTERIOR PORTIONS OF THE WETLAND FROM THE NORMAL WATER SURFACE ELEVATION TO THE COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL COMPACTION AND MOISTURE \ 1\ - X370.00 ~ ~ TOP 0 MISER =372.80 y
( TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER AND AS LISTED BOTTOM) BY 18 INCHES. THE CONTRACTOR SHALL THEN BRING THE WETLAND AREA TO THE IN THE SECTION TITLED °BERM AND SOIL COMPACTION SPECIFICATIONS". ~ +369'50 1~ +370.00 I~ +369.50 ~ / / ro 1325 O~SI HON EINVERTRT 370A08(NWSE) ~ a
FINISHED GRADES USING THE TOPSOIL STOCKPILED ON-SITE (AMENDED AS DIRECTED BY THE ~ ~ ~ +37o.ao ~ i~D~'~ a M INVERT OUT (15"0 0-RING RCP) = 370.00
ON-SITE LANDSCAPE PROFESSIONAL). THE OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING 11. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER SEEDING CONDITIONS FOR THE PROPOSED WETLAND PLANTS. SCHEDULE l ~ \ ~ 369.50 ~ 370.00 n n ~ ~ ~ ~ n n I /
+ ~j~ + \ + / + + M M M M ~ / 3~>> >p~ 369.50 ~ \ 37D.00 /X ~ ~ ~ 370.00 / / E i UW
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM 12. SCHEDULE A FINAL AS-BUILT INSPECTION AND AS-BUILT SURVEY WITH THE ENGINEER. AN AS-BUILT ~ ~
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS REQUIRED. ~ WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE SATISFACTION t \ ~69.5D I 370.00 ii70.00 0 / E ~
" " OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL APPROVAL FROM THE TOP 2 -3 OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE ~ a,~'~ ~ ~ + ~ ~ ~ ' V ~ ~ a W O dj ~ ~ +369.50 ~ + ~ \ / / W ~ ~
COMPACTED FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4° ON THE DAM EMBANKMENT. THE TOWN, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO ~ ~ ~ WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN AND THE ~ \ \ ~ / 37..00 f~ Z ~ ~ / + i ~ ~Zo
ENGINEER. ' 8. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, , '~'e \ 369.50 ~ ~ W a ~ o Z
ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WETLAND SITE. ~ +370.00 \ +369.50 Q 3 I A
IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (LE. -KEY OUTLET STRUCTURE MATERIAL SPECIFICATIONS TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY), ,
THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE 1. THE 15°0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE ~ ~ 89.50 9 ~ ~ ~ ~ ~ ~ j~ ~ 1-~ ~ ~
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND REQUIREMENTS OF ASTM C76-LATEST. THE PIPES SHALL HAVE CONFINED 0-RING RUBBER GASKET JOINTS ~ SIDESLOPES ARE STABLE. MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4. ~ ~ ~ ~ ~ ~l~ ~ `'ate ~WW~I
~ ~
BERM AND SOIL COMPACTION SPECIFICATIONS 2. THE STRUCTURAL DESIGN FOR THE 4~x4~ (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE SHALL ~ ~ ~ ~ ~ FOR BAY ~ ~ ~ Q,'
BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE,THE CONTRACTOR SHALL PROVIDE TO THE DESIGN • ~ , ~ ~ ~ ~ ~ ~ + I • W E-~ ~ z~
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW ENGINEER FOR REVIEW SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED BY A P.E. ~ ~ AREAS APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE SUPPORTED BY ~ o
FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE THE CONCRETE RISER STRUCTURE. ~ ~r,'''p \ I \ U, ~ A
MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM ~ J SEDIMENT DEPTH MARKER ~
EMBANKMENT AND KEY TRENCH: ML AND CL. 3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL BE ~ PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT STD. ~ Z ~ 1 \ (SEE DETAIL SHEET SW-1D) ~ ~
2. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). 840.66. PLEASE REFER TO SHEET SW-1B FOR LOCATION OF THE RISER STEPS. ~ ~ V O
EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE 4. THE 8~Lx8~Wx18° THICK CONCRETE ANTI-FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED BASE OF ~ ~ I ~
SURFACE PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP
AND DRAINAGE STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN LIEU OF A ~ ~ ~ / ~
HAND-COMPACTED TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE PRE-CAST BASE, THE CONTRACTOR MAY OPT TO CAST-IN-PLACE THE ANTI-FLOTATION BLOCK IN THE ~ , EMBANKMENT. FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST-IN-PLACE BASE, THE CONTRACTOR SHALL SUBMIT ~ i
SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
3. ALL FILL SOILS USED IN THE EMBANKMENT /KEY TRENCH CONSTRUCTION SHALL BE COMPACTED A. STEEL REINFORCEMENT ' ' ~ TO AT LEAST 95~ OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL ~ el' ~ . ~ / ~ \ ' ~ ~ 1 / ~
SOILS SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS B. THE CONNECTION MECHANISM TO JOIN THE ANTI-FLOTATION BLOCK WITH THE RISER SECTION ~ eS~~ ~ ~ i ~ / ~ / I
OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON-SITE ~ ~ ~ 5. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO A ~ ~ ~
GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL ASTM-C990-LATEST. IF NECESSARY THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE RISER ~ ~ HAS BEEN REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN Cti
BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON BOTH THE ORDER TO PREVENT DAMAGE TO THE PIPE NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE ' INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. ~ ~'3 ~ ~ / a~ ~ ~ ~
UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. ~ ~ ~
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM 6. IF THE ANTI-FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE PRECAST ~
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 16,975 LBS. THE STRUCTURE WEIGHT SHALL \ ~ NEEDED DURING THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY ~ ~ o
BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ON THE SHOP ~ t~ THEREFORE, IT SHALL BE THE CONTRACTOR S RESPONSIBILITY TO COORDINATE COMPACTION TESTING DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO CAST-IN-PLACE THE }
AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. \ ~ ANTI-FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE ENTIRE RISER STRUCTURE \ ~ .
IS EQUAL TO THE MINIMUM LISTED ABOVE. \ ~ 5. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM J ~ ~ ~ a
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE \ ~ ~ ' ~ ~ ~ ~ a
CONTENT AND COMPACTION CAN BE ACHIEVED CONTROLLED DURING CONSTRUCTION. 7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER ~ ~ \ / FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH RACK ~ \
(SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ~ 6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. / GRAPHIC SCALE ~ ~ Z
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL ~ ~ BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI 28 DAY UNLESS OTHERWISE NOTED. ~ \ ~ / / / ~ ' / 3 4 \ zo D t o 20 ao i ~j Z ~ / / ~ ~ G7
DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ( ) ~ ~ ~ /
R ` 7. TESTING WILL BE REQUIRED ALONG THE 15"0 0-RING OUTLET BARREL AT A FREQUENCY OF ONE 9• GEOTEXTILE FABRIC FOR THE 15 0 OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER APPROVED ~ / I / 1 inch = 2D ft, ~ Z
TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON-SITE EQUAL (NON-WOVEN FABRIC) ~ \ / x a ~ i / ~ I / ~
GEOTECHNICAL ENGINEER. 10. STORMWATER WETLAND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BEAM&H
STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 WETLAND DESIGN SUMMARY
SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE DETAIL STORMWATER V{1ETI.AND #1 PLAN VIEW
SHEET SW-1B). THE CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON PARAMETER REQUIRED PROVIDED TOP FOR OPERATION OF THE 8"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR WETLAND SURFACE AREA 5,792 SF 7,289 SF DED 1 ° = 20~ SF ~
SECURING THE WRENCH TO THE TRASH RACK. 1" WATER QUALITY VOLUME 5,792 CF 8,121 CF CF
1-YEAR PRE-POST VOLUME DIFF - 16,289 CF 9 CF
STATEMENT OF RESPONSIBILITY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE M¦¦1
PROPERTY OWNERS ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR THIS
FACILITY.
rBOaECT No. PLT-10000
FILENAME: PLT10000-SW1
DESIGNED BY: JVF
DRAtPN BY: JAA
scALE: ec cunwni
DATE: 10_08_10
SHEET NO.1 OF 5
PRELIMINARY DRAWING e NOT RELEASED FOR CONSTRUCTION EMWADAMS

F
W iA ~ ~
~ ~ z
°aW
TOP OF HANDWHEEL TO EXTEND n' 0 5 H~z
1-FOOT ABOVE TRASH RACK W W Oa ~ a
Paz
(3) 6"0 ORIFICES TRASH RACK WITH TRASH RACK (SEE DETAIL) ~ a ~ p o
(SEE DETAIL SHEET SW-1D) SPILLWAY FILTER ~ ~ W a a ~
CONCRETE COLLAR COMPACTED BERM SECTION (SEE DETAIL SHEET SW-1C) ~ a a
8"0 EMERGENCY DIP DRAIN (TO BE CONSTRUCTED IN THE FELD BY THE CONTRACTOR, (SEE BERM AND SOIL ~ p ~ ~ m 7R, COMPACTION SPECIFICATIONS o ~ ~ ~ "
WITH TRASH RACK SEE DETAIL SHEET SW-1C) 1 O FT. WIDE MINIMUM ~ ~ ¦ aitl. ON SHEET SW-1A) ENDWALL PER NCDOT STD. 838.80 ~ ~
CONTRACTOR SHALL PROVIDE A (SEE DETAIL SHEET SW-1C) FIXED VERTICAL SEDIMENT DEPTH (SEE DETAIL SHEET SW-1C) H p; a ~
MARKER IN EACH FOREBAY. PROPOSED GRADE O o Z
TOP OF DAM = EL. 375.00 MARKER SHALL BE XXXXX WITH - - - - - - 3 6" COVER APPROXIMATE LOCATION OF ~ ~ ~ ~ ¦
PERMANENT MARK 1' ABOVE 100-YEAR STORM = EL. 373.53 3 - TOP OF RISER = EL. 372.80 SEDIMENT FOREBAY BOTTOM 6" COVER 1 _ ~ 1 (MIN.) EXISTING GROUND ~ a w
(EL. 368.00) 10-YEAR STORM = EL. 372.63 =
2-YEAR STORM = EL. 372.04 (MIN.) - - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ - ~ ~ a a - - - - - - - - - - - - - - w d
1-YEAR STORM = EL. 371.90 0 ~ ~ r.Y: ~ T i - p W O
1-YEAR PRE-POST VOLUME ~ z
_ 1" WATER UALITY STORM = EL. 370.75 _ PROVIDED - XXX CF ,;~,~r 38 LF 15"0 0 RIN CP ®0.53% 0 - - - - - - - - - - - - - z 0.53% FLOW ~ I~ ~ ~ ~ ~
RISER INVERT OUT = EL. 370.00 (NWSE) I~ W
3 - - - 3 3 - - - - - - - ~ \ ~
- - - - 1 6" CLEARANCE ' - - - - - 1 1 - - - - - - - - -I I I - - MIN. •:.r:~: f - - - - - - _ _ - DEPTH VARIES- III-I I _ _ _ _ _ _ - - ~
_ , I I FOREBAYS/MICROPOOL - EL. 367.00 - - - - - - - - - - - - - - = 2-FT. (MIN.) - - -III ~ ~ - _ ~I I ~-7l I -
- - - -I ~ i -III- - - - - - - - - - - - - - - - - - - 1 = ~ ~ ; I-~ _ - _ _ _ = 1=1 I 1=1 I i- _ _ _ II I III -III II
j ~-III-~ 11- -III-i i - -i I I- - ~ ~ - - - - - - ~ ~ ~-I I I- - ~ -I 11= = =1 11=1 11=1 = =I ~ I-
INV 15°~ 0-RING RCP = SCOUR HOLE
SEDIMENT FOREBAY CONTRACTOR SHALL COORDINATE MICROPOOL 8" PLUG VALVE. THE VALVE EL. 369.80 VELOCITY DISSIPATOR
WITH ON-SITE GEOTECHNICAL SHALL BEAM&H STYLE 820 ENGINEER TO DETERMINE THE SIPHON OUTLET CONCRETE X-CENTRIC VALVE OR APPROVED 10.0 (MIN.) (SEE DETAIL SHEET SW-1D)
NECESSITY OF A CLAY LINER ANTI-FLOTATION EQUAL. THIS VALVE SHALL BE IN INV = EL. 370.00 (NWSE) BLOCK ACCORDANCE WITH AWWA C-504 NON-WOVEN GEO KEY TRENCH (SEE BERM AND ION-WOVEN GEOTEXTILE FABRIC SOIL COMPACTION SPECIFCATIONS,
(SEE GENERAL NOTE ~5, SHEET SW-1A) (SEE DETAIL SHEET SW-1D SEC. 5.5, AND SHALL BE SHALL BE PLACEI HALL BE PLACED AROUND EACH DETAIL SHEET SW-1A)
FOR SIPHON DETAIL) OPERABLE FROM TOP OF OUTLET JOINT OF THE 15 STRUCTURE VIA A HANDWHEEL. BARREL IN 2' WI[ DINT OF THE 15" 0-RING RCP
CENTERED ON JO BARREL IN 2' WIDE STRIPS ;ENTERED ON JOINT.
PERMANENT DAM CROSS SECTION
N.T.S.
6"0 ORIFICE 7 0'
INV = EL. 371.80 (SEE DETAIL SHEET SW-1D
FOR ORIFICE TRASH 1.0' (TYP.) YP~ ~ 1.0~ ~ NOTES: z O
RACK DETAIL) 9.9 LF 1. ALL REBAR TO BE ~4 REBAR. ~
SIPHON OUTLET 8.0' 6" INV = EL. 370.00 (NWSE) 2"x2"x1 4" ~
(SEE DETAIL SHEET SW-1D 1.5' 5.0' 1.5' ANGLE / 0•Z~ 2. ALL REBAR AND ANGLES TO BE HOT-DIPPED ~ a
FOR SIPHON DETAIL) 9.9 LF ~ GALVANIZED AND BE PROVIDED WITH AN
2"x2°x1/4" 2'0 EPOXY COATING. ANGLE 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4" E-~
"0 GRADE 8 d' STAINLESS STEEL ° d ' ° . 4 ~ a e ~ ° ANGLES SHALL BE WELDED TO THE REBAR U W
' ~ .d 'a ~ °e a ~ CONCRETE LAG ~ ' ' ° TRASH RACK. ONCE WELDED, THE ENTIRE a W d' 1.0' ASSEMBLY SHALL BE PLACED ONTO THE a ~ O
SCREW 1,g °
e e ° ~ i ~ D p,0' RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER. W ~ O .ti,. ~ U ~
. ° ° 7.0 5.0 3.0 .a < ~d qd.
12"X4..X ..°e....e' GALVANIZED STEEL ° - 4. CONTRACTOR SHALL OMIT OR ADJUST REBAR
o d; STRAP (4 PER ° 1.0~ 0.5~ AS NECESSARY TO ALLOW FOR CONCRETE a ~ O Z (TYp,) COLLAR. a ~ ~
RISER JOINT 6 0 ORIFICE ) INV = EL. 371.80 ° 6.0' a~~~
(SEE DETAIL SHEET SW-1D ° W W ~l
3.0" FOR ORIFICE TRASH e d ° ' . . RACK DETAIL ~ °
) ~ ° 15"0 0-RING RCP 8.0'5.0' x~~~
FLOW ~ .'e d . #4 REBAR TRASH RACK (ABOVE) ~ x ~ Z
° d o Q a ANCHOR TRASH RACK TO MANHOLE WALL W Ei Q,
a a .a a a WITH FOUR EQUALLY SPACED HOT-DIPPED Z ~ ~ GALVANIZED STEEL CLAMPS. EACH CLAMP O A
8" EMERGENCY DIP DRAIN a , 9.9 LF ATTACHED TO MANHOLE RISER BY U1
SEE DETAIL SHEET SW-1C ~ ° ~ " ( e. 2x2 x1/4 2-4"x1/4" CONCRETE ANCHOR BOLTS W a' Z EACH CLAMP TO BE COATED W/ AN Z x' O
RI ER INT N DETAII. FOR DRAIN TRASH ` . ° ° ANGLE THE BOLD DASHED LINETYPE S JO CONNECTIO / RACK DETAIL) ° . ~ a: s DENOTES THE ACCESS HATCH FABRIC FABRICATED HINGES FOR THE EPOXY COATING. ~ ~
N.T.S. TO BE PROVIDED BY THE TRASH 2'x3' A 2~x3~ ACCESS HATCH ~
~d' RACK FABRICATOR PER OUTLET ° ~ ~ n ~ ,e' * STRUCTURE MATERIAL
° d . SPECIFICATIONS (SHEET SW-lA) ° . ° d °
. ~ 'a ~ .a .e' a. .a'
RISER TRASH RACK DETAIL a'
NOTES: CONTRACTOR SHALL PROVIDE 6"0 ORIFICE CONCRETE COLLAR STEPS IN ACCORDANCE WITH INV = EL. 371.80 (TO BE CONSTRUCTED IN THE N.T.S. M~
1. CONCRETE ANTI-FLOTATION BLOCK TO BE PROVIDED WITH NCDOT STD. 840.66. STEPS (SEE DETAIL SHEET SW-1D FIELD BY THE CONTRACTOR, W
MINIMUM TEMPERATURE AND SHRINKAGE STEEL REINFORCEMENT. SHALL BE PLACED AT 16" O.C. FOR ORIFICE TRASH SEE DETAIL SHEET SW-1C)
2. TRASH RACKS FOR RISER 8" DIP EMERGENCY DRAIN AND (SEE DETAIL SHEET SW-1C) RACK DETAIL) A
6" ORIFCES NOT SHOWN FOR CLARITY. di
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE CONTRACTOR SHALL PROVIDE
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE VALVE STEPS IN ACCORDANCE WITH
STEM MUST BE OPERABLE FROM THE TOP OF THE RISER VIA TOP OF HANDWHEEL TO EXTEND NCDOT STD. 840.66. STEPS THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT OF PLAY IN 1-FOOT ABOVE TRASH RACK SHALL BE PLACED AT 16" O.C.
THE VALVE STEM. (SEE DETAIL SHEET SW-1C)
CONTRACTOR SHALL PROVIDE (3) 6"0 ORIFICES
5.0' STEPS IN ACCORDANCE WITH INV = EL. 371.80 a ~
NCDOT STD. 840.66. STEPS GUIDE STEM (SEE DETAIL SHEET SW-1D SHALL BE PLACED AT 16" O.C. FOR ORIFICE TRASH ~
4,p' (SEE DETAIL SHEET SW-1C) RACK DETAIL) o A
~z
(3) 6"0 ORIFICES TOP OF RISER = EL. 372.80 CONCRETE COLLAR INV = EL. 371.80 CONTRACTOR SHALL SEAL (TO BE CONSTRUCTED IN THE
(SEE DETAIL SHEET a THE PIPE PENETRATION ~ FIELD BY THE CONTRACTOR,
SW-1D FOR ORIFICE a ° USING A RUBBER BOOT , ~ ~ SEE DETAIL SHEET SW-1 C) TRASH RACK DETAIL) " AND STAINLESS STEEL ..d • '
6 MIN. WALL HARDWARE ~ ° ° x a
4" SOLID BRICK HICKNESS (TYP.) . , (BY OTHERS) 8 EMERGENCY DIP DRAIN
° 2.80' (SEE DETAIL SHEET SW-1C ~ a NOTE: BRICK SHALL FOR DRAIN TRASH
ATTACH AND LAY TIGHT °
AGAINST PRECAST - RACK DETAIL) o 15"0 0-RING RCP STRUCTURE USING BRICK 4.80' ~ V) o
TIES WITH NO VOID 4 (nP•) 0 ` FLOW w x
SPACE BETWEEN ° 1'-2~~ d INVERT = EL. 370.00 ~ _
(TYP. ~ ~ °T' l ) ° ed ~ ^ a<~ 0.50' (NWSE) ° ~'a~ , ; :.a. 8
d d
° ' PRECASTER SHALL
18" ~ e ° a 4 1.50' ~ e e as d . ~ ~ ~ e ° ~ '0' d ~ q ~ a ° ~ d 4' PROVIDE A BLOCK OUT . a. . . ° a d a.. . . ° a. ~ d FOR THE 15"tb 0-RING RCP
° °
SIPHON OUTLET 8" EMERGENCY SIPHON OUTLET CONCRETE 8"0 DIP DRAIN PIPE 8" PLUG VALVE. THE VALVE INV = EL. 370.00 (NWSE) DIP DRAIN INV = EL. 370.00 (NWSE) ANTI-FLOTATION CONTRACTOR SHALL CORE-DRILL SHALL BEAM&H STYLE 820 rBOaECT No. PLT-10000
(SEE DETAIL SHEET SW-1D (SEE DETAIL SHEET SW-1D BLOCK THE HOLE FOR THE 8"0 DIP PIPE X-CENTRIC VALVE OR
FOR SIPHON DETAIL) 15 ~ 0-RING RCP FOR SIPHON DETAIL) IN THE FIELD. PRECASTER SHALL APPROVED EQUAL. THIS VALVE FILENAME: PLT10000-SW1
OMIT REINFORCEMENT IN THIS SHALL BE IN ACCORDANCE AREA WITH AWWA C-504 SEC. 5.5, DESIGNED BY: JVF
CONTRACTOR SHALL FORM AND SHALL BE OPERABLE DRAWN BY: JAA
FROM TOP OF OUTLET B" MIN. BASE INVERT OF RISER STRUCTURE STRUCTURE VIA A HANDWHEEL. scALE: ec cunwni
TNICI(NFCC (TYP 1 T(1 f1RAIN P(1CITIVFI V T(1
INVERT OF OUTLET BARREL
USING NON-SHRINK GROUT DATE: 10_08_10
SHEET N02 OF 5
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
PRELIMINARY DRAWING e NOT RELEASED FOR CONSTRUCTION EMWADAMS

NOTES: F
1. ALL REBAR TO BE #4 REBAR. W o ~ ~
2. GROUT SHALL BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE. „ ~ ~ ozo 91.5 ~ a w Ego
19.5° O.D. A` ~ W p ~ p
5.0'
~ ~ ¦ ~z
3" CLEARANCE TO 3" CLEARANCE TO 3" ANCHOR DEPTH ~ a ~ p
OUTSIDE OF #4 REBAR 3" CLEARANCE TO OUTSIDE OF #4 REBAR ~ w aQ
OUTSIDE OF #4 REBAR 1.00' DEPTH 3000 PSI CONCRETE COLLAR 15"0 0-RING RCP ~ ~ a a
(MIN, 28 DAY STRENGTH) ~
'a a e
° ° ~ ' 3" CLEARANCE TO ° ~ ~ . ^ #4 REBAR ANCHORS a a . OUTSIDE OF #4 REBAR
d ~ CONTRACTOR SHALL
a DRILL INTO PRECAST STRUCTURE WALL AND `O~O`_~~0~_~~ OHO O~O~O ~ ~ z ~ > ~ ~ ~ o o ~ ~ ~ ~~m
SET ANCHORS USING a 5,5" CENTER TO 4 0 PERFORATED c i~ l~ l~ l~ l~ ADS N-12 ~ ~ p~ w ~
2'9 EPOXY GROUT 15 ~ 0-RING .a. 1 ° ~ _ CENTER 3.2' ° 15 0 0 RING RCP ~ ~ - ~ (CAPPED ON ~ ~ a ~
RCP °d.. ! G 4' j~ ~~O ~ UPSTREAM END) a ~ -J ~ ~ ~ ~ ~ SPILLWAY FILTER W d
° - ° - - DRAIN PIPES z ~'~~O ~'~~O
- as e ° ° .:d°. d < a a a.' C7
d..a a ~ e ~ ~a d..a ~ ° e n 0.5' ~ c ° a' ~ ~ d. 6 ANCHOR DEPTH O~ O~ ~ 0~0~ ~O~O~ z w
d
a' ° ° . ' e d a a. ° . a a.
a. ~ ° ° a ~ O O O O O
#4 REBAR ANCHORS. ENDWALL PER NCDOT STD. 838.80
CONCRETE ANTI-FLOTATION CONTRACTOR SHALL DRILL BLOCK INTO PRECAST BASE AND SET MODIFIED TO ACCOMODATE 4"
26" ANCHORS USING EPOXY GROUT WEEPHOLES (SEE DETAIL) N0. 67 WASHED STONE
3" CLEARANCE TO CONCRETE ANTI-FLOTATION NOTE: 4" WEEPHOLES TO BE ENCASED IN NON-WOVEN PROVIDED WITH VARMINT GUARD ON FILTER FABRIC (MIRAFI 180N
13.8" 13.8" OUTSIDE OF #4 REBAR BLOCK DOWNSTREAM SIDE AND GALVANIZED OR EQUIVALENT)
HARDWARE CLOTH ON UPSTREAM
SIDE (Ya'~ MAXIMUM OPENINGS)
CONCRETE COLLAR DETAIL
N,T,S.
PROPOSED GRADE
4" SOLID BRICK (BY OTHERS)
REBAR PERIMETER FRAME NOTE: BRICK SHALL LAY TIGHT 8"0 DIP DRAIN PIPE ~ ° AGAINST PRECAST STRUCTURE 3' 3'
USING BRICK TIES WITH NO CONTRACTOR SHALL CORE-DRILL - - - 0.86' THE HOLE FOR THE B"0 DIP IN - - - - - I I-I I -
VOID SPACE BETWEEN (CENTER TO CENTER) THE FIELD, PRECASTER SHALL - - - 6 (MIN.) - II J.)
OMIT REINFORCEMENT IN THIS - - - - - -
4" x 4" 6 6 WELDED WIRE " " ° AREA ~ / 6 MIN. WALL 4 x 4 6/6 WELDED WIRE ~ - ' 4"0 WEEPHOLES ON EACH _ ~ ~ ~ ~ SIDE OF SPILLWAY ~~0~ ~O~ ~
FABRIC (EACH SIDE & TOP OF THICKNESS 6" MIN. WALL 8" PLUG VALVE. THE VALVE -i i MIN. FABRIC (EACH SIDE & TOP OF d ° C o ~ o 0 0 ~
CAGE) ~ . ° CAGE) THICKNESS SHALL BEAM &H STYLE 820 X-CENTRIC VALVE OR ~ ~ ~ ~ _ ~ ~ y
APPROVED EQUAL. THIS VALVE i ENDWALL PER NCDOT STD. 838.80 ~ ~ ~ ~
CONTRACTOR SHALL SEAL THE PIPE SHALL BE IN ACCORDANCE MODIFIED TO ACCOMODATE 4 WEEPHOLES (SEE DETAIL) ~ O ~ O ~ ~ ~ ~
a PENETRATION USING A RUBBER BOOT a ° a ~ WITH AWWA C-504 SEC. 5.5, C C O O ° AND SHALL BE OPERABLE AND STAINLESS STEEL HARDWARE ~ ~ NOTE: 4" WEEPHOLES TO BE ~
° FROM TOP OF OUTLET 15"~ 0-RING RCP n X PROVIDED WITH VARMINT GUARD ON ~ E'' ~ (15"0 0-RING RCP O 43.5" U W
14 (TYP.) 3° (TYp,) STRUCTURE VIA A HANDWHEEL. ~ ~ 2.03' ~ ° . ~ FLOW DOWNSTREAM SIDE AND GALVANIZED O HARDWARE CLOTH ON UPSTREAM O~ ~ O~ 1 ~ O ~ a W ~
° C C O O OC SIDE (Yap MAXIMUM OPENINGS) ~ ~ ~ \ / ~ ~ a O
2 LF " 2.00' ~ ~ d
8"~ DIP ~ ^ ~ ~ I 0 0 e o 0 0 0 0 0 D O w~ ~
o e. oo U O o o ~ o o ~Zo
° 8" PLUG VALVE. THE VALVE ° 2 LF 8 0 DIP 1 MIN. SHALL BEAM&H STYLE 820 ODO- O A~~
° 4 'a ° X-CENTRIC VALVE OR d
~ e ~ ENGINEER APPROVED E UAL. ° Q ° ° THIS VALVE SHALL BE IN ° CONTRACTOR SHALL SEAL THE PIPE ~ ~wWa o
4 ANCHOR DEPTH ~ ACCORDANCE WITH AWWA N0. 67 WASHED STONE CONTRACTOR SHALL a' ~ ~ ° ° PENETRATION USING A RUBBER BOOT 4"0 PERFORATED ADS N0. 67 WASHED STONE 4"~ WEEPHOLES ON EACH x ~ ~ ~
e ~ C-504 SEC. 5.5, AND SHALL a AND STAINLESS STEEL HARDWARE ENCASED IN NON-WOVEN DRILL INTO PRECAST a ~ ° BE OPERABLE FROM TOP OF N 12 (CAPPED ON ENCASED IN NON-WOVEN SIDE OF SPILLWAY TO ALLOW
EXTENDED BASE AND FILTER FABRIC (MIRAFI 180N UPSTREAM END) SPILLWAY FILTER FABRIC (MIRAFI 180N FOR DISCHARGE OF 4"~ ~ PERFORATED ADS N-12 Z ~ ~ FILTER DRAIN PIPES OR EQUIVALENT) (CAPPED ON UPSTREAM END) ~
SET ANCHORS USING 8"0 DIP DRAIN PIPE OUTLET STRUCTURE VIA A OR EQUIVALENT) HANDWHEEL. #6 REBAR PERIMETER FRAME EPOXY GROUT CONTRACTOR SHALL CORE-DRILL SPILLWAY FILTER DRAIN PIPES ~ ~ Z
0.86' THE HOLE FOR THE 8"0 DIP IN
(CENTER TO CENTER) THE FIELD. PRECASTER SHALL 4" SOLID BRICK (BY OTHERS) OMIT REINFORCEMENT IN THIS NOTE: BRICK SHALL LAY TIGHT ~ a' ~
AREA. AGAINST PRECAST STRUCTURE ~ x ~
USING BRICK TIES WITH NO O
VOID SPACE BETWEEN
8"~ EMERGENCY DIP DRAIN TRASHRACK DETAILS 15"~ SPILLWAY FII.TER DETAIL N.T.S.
N.T.S.
a
WA z
o m p o m NOTES: H ~ H ~ H ~ INSTALL ALL STEPS PROTRUDING 4 FROM INSIDE FACE OF STRUCTURE WALL. ~
< ~ NOTES: ~ Q < ~ STEPS DIFFERING IN DIMENSIONS, CONFIGURATION, OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROV ~ ~ z0 Q ~ ~ ~ H Z THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINE 50 BE USED PROVIDED THE CONTRACTOR HAS FURNISHED Q Q FROM THE ENGINEER FOR THE USE OF SUCH STEPS. y
D H ~ ~ O W1 (FT.) p g" * THIS PRECAST ENDWALL MAY 8E USED FOR THE FOLLOWING H ~ ~ V D N O ~ ~ H ~ ~ U YYYY---O~~~~
m z = ~ STANDARDS: 838.21, 838.27, 838.33 AND 838.39. LL J ~ H Z ~m z = ~ H ~ ~ * INSTALL PRECAST ENDWALLS WITH WINGS AND PAY O ~(A = H ~ ~ ~ ~ ~~a~z oo~=
'n O n FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. W Q Z W ~ 'O O n x~Dym Q z z~DOm 1r, WQa~=
Z ~ * USE 4000 PSI CONCRETE. ~ U ~ O C7 Z ~ _ ~ O p 1 0 1 0 * PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 ~ _ ~ Z H V 2 ~ O ~ 1 ° ~ M ~ Q~~~~ a ~ N ~I F- 2 Z LLl Q~1:
Z H O r FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING N H W O J Z H O r n 2 ~ Z TO ASTN A185 WITH 2" MIN. CLEARANCE. p O ~ ~ n 2 ~ Z fA H O J m ~ ~ ~ w
y D D o I PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH z, H ' D D D 41 zOH(r
~ N V H2 H2 OSHA STANDARD 1926.704. ~ H j N V - ~8„ m ~ O O CSlRCP * PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY , W O N O O • > ~ O !"1 r~~' C d 0
Z O H1 H1 CONTRACTOR n 0 Z O n o ~~z
* ALL ELEMENTS PRECAST TO MEET ASTM C913. m 1~"' * B WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
1,_ AS LONG AS THE SAME AREA OF STEEL IS PROVIDED. PLAN 0 PLAN SIDE ~ (~J ELEVATION Z
- * CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1". PLAN SIDE ELEVATION
8" O.C.(TYP.) 6° B" O.C.(TYP.) ~ REFER TO CHART r N ~ w ~y
O REFER TO CHART FOR BAA SIZE W 0 der. u~ ~ ~ m FOR BAR SIZE NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS ~ J N ~ m N /V^I
~ Z AT 8" CTS. THE CONTRACTOR WILL HAVE THE OPTION O J z N O ELEVATION SIDE TO INCREASE THIS BAR SIZE AS NEEDED. W ° ~ O ~W
Zmr ao H r 14%2rr H ~ ~ H r n 14~p" ~ H _
ry(n zp ZN r 1-0 _ m y = H Z D= CAST IRON CAST IRON z N V1
1 ~ ~ W w ~ ELEVATION ELEVATI( N ~ ENDWALL DIMENSIONS Q a m ~ ELEVATION ~ W ~ xi
~ a D W2 (FT.) FT. MINIMUM MIN./MAX. MIN./MAX. MIN.JMAX. MIN.lMAX. MIN.IMAX. 0 W N D z a p
o z = Z H1 FT. H2 FT. D FT. W1 W2 0 ~ N ~ 0 1~6 c D PIPE DIR. BAR SIZE ( ) ( ) ( ) ~ W r ~ D ~ ~
~ ~ _ a 1.0 #5 @ 8" 1.2512.00 2.0013.75 1.25/1.75 3.0013.75 5.50/6.00 Q ~ ] C ~ ~ 11/ " #6 BAR OR Q ~ ~ M..~
N ~ O 20 ~ Z Z (';I O 1 8~4 'm _ m 1.25 #5 @ 8 1.2512.00 3.0013.75 1.2512.00 3.5013.75 6.50/6.75 x \ „ -~v Q~F ~v ~ 1, W GALVb. Z N
N m D 1.50 #5 @ 8 1.2512.00 3.0014.25 1.5012.50 3.5013.75 6.50/6.75 N V e C D ~ ~8, _ H ~W
~ ~ ~ 2.0 #5 @ 8" 1.5012,50 4.0014.75 1.7512.50 4.00!4.25 7.50/8.25 N ~ ~ mmH =F mH ~ p ' ~ . ~ ~ ~ ~ ~ ~ ~ ~ a ~ Q
Z Z D 2.5 #5 @ 8° 2.50!3.50 4.OD/6.00 2.0013.00 4.50!5.50 10.00/11.50 W N w Z ~ H ~ N~ T ~ H Z
~ ~ I 3.0 #5 @ 8 3.0013.50 5.00/6.00 2.7513.50 5.2515.75 11.50/11.75 J Q c7 ~ PLAN POLYPROPYLENE ~ ~ O 0 ~ 3.5 #5 @ 8" 3.2514.50 6.00/6.75 3.2513.50 6.0016.75 12.00/13.25 Z ~ H m p SIDE ,PLASTIC J SIDE
° ~ ~ `.sae W W v7 ~ ~ .N , ELEVATION ~ r 4.0 #5 @ 8" 3.5014.50 6.50/7.00 3.25(3.50 6.50!6.75 13.00/13.25 ~ ~8 ~ PLAN ~ r ~ ¢ (f~ i ~ ~ COMPOSITE PLAN ELEVATION w OaC p raoaECT No. PLT-10000
~ PLAN 4.5 #5 @ 8" 4.0015.00 6.5018.50 3.2514.00 7.0019.25 13.50/15.75 ~
5.0 #5 @ 8" 4.5015.00 7.00/8.50 3.2514.00 7.25!9.25 13.75/15.75 1~ ~II~IVnn~: PLT10000-SW1 . ~ REINFORCING STEEL
5.5 #5 @ 8" 4.5015.00 7.5018.50 3.2514.00 7.2519.25 14.00/15.75 12" L `ti A ! J L ` 1 f \ ~ DESIGNED BY:
6.0 #5 @ 8" 4.5015.00 7.50/8.50 3.2514.00 7.7519.25 14.75/16.75 ELEVATION #3 DEFORMED 12" 12° OTNOT USE IN DRAWN BY: ~AA
STEEL ROD SHEET 1 OF 1 SHEET 1 OF 1 SHEET 1 OF 1 Ci Gverrr SANITARY SEWEA MANHOLES.
ri Gverrnni SHEET 1 OF 1 SCALE: DC CN(1W~1
l $38.80 I 1838. SO I~ J 840.66 I l"" 1840. 66 ~ ' V V v' '
DATE: 10_08_10
~~~Q SHEET NO3 OF
15"a OUTLET ENDWALL DETAILS MAINTENANCE ACCESS STEPS 71L'11J
N.T.S. N.T.S.
PRELIMINARY DRAWING e NOT RELEASED FoR, CONSTRUCTION EMWADAMS

F
NOTE:
1. WRAP BASIN TO CONFORM TO NATURAL STREAM CHANNEL. TOP OF ° W o ~ ~
RIPRAP IN FLOOR OF BASIN SHOULD BE AT THE SAME ELEVATION OR LOWER THAN NATURAL CHANNEL BOTTOM AT SEC. A-A. ~ ~ z
°aW
2. FlLTER CLOTH MUST BE PLACED UNDERNEATH RIPRAP. 0 5 H~z
3, THE RIPRAP MATERIAL SHALL BE CLEAN AND FREE FROM LDOSE DIRT 4" SOLID BRICK 4° SOLID BRICK (BY OTHERS) n' U Z ~ n NOTE: BRICK SHALL ATTACH AND ~ W ~ z ~
OR ANY POLLUTANT EXCEPT IN TRACE QUANTITIES THAT WOULD NOT HAVE AN ADVERSE ENVIRONMENTAL EFFECT. (BY OTHERS) LAY TIGHT AGAINST PRECAST
NOTE: BRICK SHALL 4. THE RIPRAP MATERIAL SHALL CONSIST OF CLEAN ROCK OR MASONRY ATTACH AND LAY TIGHT ~ ° STRUCTURE USING BRICK TIES ~ ~ p+y ~ ~ WITH NO VOID SPACE BETWEEN ¦ ~ ~ 0 ' ~ ~
MATERIAL SUCH AS BUT NOT LIMITED TO GRANITE MARL OR BROKEN ° ° AGAINST PRECAST
CONCRETE. STRUCTURE USING BRICK n a ~ W dQ U #4 REBAR TRASH RACK ~ ~ a TRUCTURE (SEE NOTES) ~ ~ < " ° 18"
TIES WITH NO VOID ~ RISER OUTLET STRUCTURE ° ° e SPACE BETWEEN U
° a' a ~'a~ ti ~ A d. a .'d° 6°~ ORIFICE (TYP.) ° ~ ~ ~ ~ ~ ~ ~ a,
NOTE 4" PVC CAP WITH ~
SCREW TYPE PLUG n . a : ~ < . INV = EL. 371.80 ° a ° ° ~ W H s (SEE DETAIL SHEET ^ d° O o Z x
DISSIPATOR POOL APRON ~ 4"0 PVC SIPHON 2.5 . ° ~d INV. = 370.00 .a ~ , SW-1B FOR LOCATION c . ° 'a. ~ ' o ~ ~ ° a OF EACH ORIFICE) a ' ° 3' ~ v", din
a ' ' ~ ° , 15" OUTLET 5' 4 . . a ~ d a.. 'd' 6 .~i W ~ ~ m
NATURAL CHANNEL ~ SEC. A-A ' ° ° a ~ 'C ~ W ~n ' ~ ° ~ ~ z
g° TOP = EL. 371.17 e. a g ° M d e ° °
I 18" 18".. ° d ° W o
J~ A 2 12u a d.a. Z ° C7' a a y
2" e .d. , d n ° n a a W
18" ` ` ° (4) STEEL CLAMPS ° a ° ° ° ° (SEE NOTES) ° a °
0.50' ° 9" 9" BERM AS RE UIRED - - ' ° ' g~~ THICKENED OR SLOPING Q ° ° 4 ° ° : ~ ° , ° ~ a, fi"~ ORIFICE (TYP.)
TOE OPTIONAL -CONSTRUCT SEC. B-B TO SUPPORT RIPRAP INVERT = EL. 370.00 (NWSE) d ~...'a° . ~ ° ° °°INV = EL. 371.80
INV. = 369.80 S~ ECTION IF DOWNSTREAM CHANNEL EXCAVATE TO THIS LINE, DEGRADATION IS ANTICIPATED. (SEE DETAIL SHEET
BACKFILL WITH RIPRAP 12" ° RIP-RAP d50= 4" ' ' ° ° ° ° a ° SW-1B FOR LOCATION ° ° ° a OF EACH ORIFICE)
4 a ° ° ^
z ~ BOTTOM = EL. 369.17 ~ a 12" RISER OUTLET STRUCTURE
' a a A. a' 6 A ° ° ° (4) STEEL CLAMPS #4 REBAR TRASH RACK
C 6" MIN. ° ° ,a.d - .dea n . ' ~ ~ a - a ~ ..d a e... d ° (SEE NOTES) (SEE NOTES)
.5D' BERM AS RE/~UIRED - e ° • "a . N oTE a R - - - - a ° ° : . °
P 9" TO SUPPORT RIPRAP ~f a a a• '
-III ° 'd
EXCAVATE TO THIS LINE, ~ptE N BACKFlLL WITH RIPRAP ~-i ' ' , ~ ~Papx Wad ~ I I-III I I NOTES:
N 1. ATTACH TRASH RACK WITH (4) HOT DIPPED GALVANIZED STEEL
~e~ 4" PVC CAP WITH PROPOSED GRADE CONCRETE ANTI-FLOTATION BLOCK CLAMPS. EACH CLAMP ATTACHED TO WEIR BOX BY (2) 4"x1/4°
~ 3 ~ 1.25"~ DRILLED ORIFICE CONCRETE ANCHOR BOLTS, EACH CLAMP SHALL BE COATED WITH AN EPOXY COATING.
21 HORIZONAL SYMM ABpUT WLVERT ~
2. ALL REBAR TO BE GALVANIZED ~4 REBAR WITH AN EPOXY COATING.
C 8 BERM AS REQUIRED TO SUPPORT RIPRAP
D HALF PLAN A SEC. D-D g"
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N
15" 0-RING OUTLET BIARItEL VELOCITY DISSIPATOR SIPHON OUTLET DETAIL ORIFICE TRASH RACK DETAIL ~ Q
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rBOaECT No. PLT-10000
FILENAME: PLT10000-SW1
DESIGNED BY: JVF
DRAWN BY: JAA
scALE: ec cunwni
DATE: 10_08_10
SHEET NO4 OF 5
PRELIMINARY DRAWING e NOT RELEASED FOR CONSTRUCTION EMWADAMS

\
I ~ i~ ~ ~
LEGEND W
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING ~ ~ z ° ~ ~ ~ ~ / U
\
~ ~ / W o 5 H~z
UPLAND \ I~ ~ m W O~
~ ~ Paz
\ ~ ~ ~ a~~: ~ ~ / ~ WaQo
92 AI ASCLEPIAS INCARNATE SWAMP MILKWEED =~r~:•,`~~;^a " 4 CONTAINER 24 O.C. .:;~,ry~N
~ ~ aa~,~
41 LC LOBELIA CARDINALIS CARDINAL FLOWER 4" CONTAINER 24" O.C. ~ ~ i ~ ~
/ - ~ ~
(.,J ~
~ ~ \ 6 CLETHRA ALNIFOLIA SWEET PEPPERBUSH • 3 GAL. 5' O.C. ~ / ~ O ° z x
o Z z~
2 CORNUS AMOMUS SILKY DOGWOOD + 3 GAL. AS SHOWN ~ , W ~ W ' a
/ / ~ ~ a
~ W~
SHALLOW WATER ~ ~ ~ ~ / z
98 IV IRIS VIRGINIANA BLUE FLAG IRIS 4" CONTAINER 24" O.C. ~
\ ~ \ ~ I
98 PC PONTEDERIA CORDATA PICKEREL WEED 4" CONTAINER 24° O.C. ~ ° / ~
2 ~ ~
172 ~ LLLLL " " ~ \ ~ SC SAURURUS CERNUS LIZARDS TAIL LLLLL 4 CONTAINER 24 O.C. ~ ~ ~ ~
AI ~
W 123 ST SCHOENOPLECTUS SOFT-STEM BULRUSH 4" CONTAINER 24" O.C. 1/
TABERNAEMONTANI C~
~ ~ ~
350 SL SAGITTARI LATIFOLIA DUCK POTATO 4" CONTAINER 24" O.C.
/
/ 1 • 1
SHALLOW LAND
~ 3 0 1~L ; ; ~ 4 I - 1 ~
*s~t ~ : •;e: 65 AI ASCLEPIAS INCARNATE SWAMP MILKWEED •_~~:^~:;?;x:• 4° CONTAINER 24" O.C. ~ Y• `ti ~.w + 171 SL
V LL 58 ST ~ LL \ LL 11
11 11 ~ L 148 LC LOBELIA CARDINALIS CARDINAL FLOWER 4 CONTAINER 24 O.C. Q
\ L LLLLLLLLLLLLL T ~ LLLLLLLLLLLLL ~ \ O ~ LLLLLLLLLLLL ~~yy ~~yy
\ ~ LLLLL LLLLLLL ? 5~~~? ~
48 CT CAREX TENERA QUILL SEDGE 4" CONTAINER 24" O.C. LLLLLLLLLLLLL LLLLLLLLLLLLLL w LLLLLLLLLLLLL
172 S LLLLLLLLLLLLLL \ ~ a LLLLLLLLLLLLL ~ ~ LLLLLLLLLLL 4??????
LLLLLLLL LL LLLLL LLLLL / LL LLLLLLLL ~
73 EF EUPATORIADELPHUS JOE PYE WEED 000000 ~ 4" CONTAINER 24" O.C. LLLLLLLLLLL ? LLLLLLLLLLLLL \ / . L
FISTULOSUS o 0 0 0 LLLLLLLLLLL C-' LLLLLLLL LLL
LLLLL LLLLLLL + LLLLLLL + + + + + \ / a W LLL / a~ o
/143 P 143 EM EUPATORIADELPHUS SPOTTED TRUMPETWEED 4" CONTAINER 24" O.C. 1 / P LLLLLL + + + + + + \ LLL + + + + + + + i ~ 1.
MACULATUS ~ ~ ~ ~ \ 48 T ~ w~
~ 7 EF ~ 7 EF v zo
~v - z ado
+ + ~ ~
/ 9 9 PC 7 A
/ ~ , ~
TEMPORARY SEEDING SCHEDULE SEEDBED PREPARATION F ~WWa ~ 6 AI \ _ ~ x~~a
~ / SEEDING DATE SEEDING MIXTURE APPLICATION RATE 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL / \
JAN 1 -MAY 1 RYE (GRAIN) 120 LBS/AC CONDITIONS, IF AVAILABLE. / \
KOBE LESPEDEZA 50 LBS/AC
MAY 1 -AUG 15 GERMAN MILLET 40 LBS/AC 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. \ \ zo ~ A
AUG 15 -DEC 30 RYE (GRAIN) 120 LBS/AC 3. REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE \ 96 SL ~ ~ ~ ~ ~ z
REASONABLY SMOOTH AND UNIFORM. \ / SOIL AMENDMENTS 3 Z
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 4. PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE / ' ~ ~ x~
750 LB/AC 10-10-10 FERTILIZER (FROM AUG 15 -DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC). UNIFORMLY AND MIX WITH SOIL. / ~ ~ \ o
5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED FIRM REASONABLY UNIFORM SEEDBED IS ~ / ' (s1 ~ \ ~ A
MULCH PREPARED 4 TO 6 INCHES DEEP. ~
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. 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER. ~ ~ ~ \
7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. \ / ~ a
MAINTENANCE \
JAN 1 -AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE, AND MULCH 8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN • ~ ~ ~ ~ i ~
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. THE PLANTING SEASON, IF POSSIBLE. AFTER PERMANENT COVER IS ESTABLISHED. \ i i ~
AUG 15 -DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOP DRESS WITH 50 LB/AC 9• CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT
OF NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER / WA ,~3
BEYOND JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN LATE FEBRUARY / PLANTING INSTRUCTIONS ~ / ~ UU / ~ ~
OR EARLY MARCH. / ~ OU
• USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE THE PERMANENT PLANTING TECHNIQUES / UU ~
SEEDING SCHEDULE. A. Insure that roots, once removed from pot, are straightened and face downward. ~ B. Create planting area for each plant and excavate pit. \ \ ~ ~ o
C. Place lants in it insurin roots are facin com letel downward. ~ P P 9 9 P Y ~ ~ a
D. Heel in soil arouond plant and proceed to next planting location. \ ~ \ ~ PERMANENT SEEDING SCHEDULE DAM EMBANKMENTS E. Newl lanted lants need to be fastened to the substrate for the establishment
YP P of new roots. \ i i ~ v ~ a
SEEDING DATE SEEDING MIXTURE APPLICATION RATE F. Roots shall be spread in their normal position. All broken or frayed roots hall be cut off cleanly. ~ ~ ~ ~
AUG 25 - OCT (BEST) TALL FESCUE 200 LBS/AC ~ i G. The diameter of the pits for all vegetative stock shall be at least three times the > \ ~ i ~ q ~ o w
FEB -APR 15 (POSSIBLE) diameter of the root mass. Plant pit wall shall be scarified prior to plant ~ i GRAPHIC SCALE ~ ~ Z ~ 34
installation. \ SOIL AMENDMENTS H. Set the plants upright, in the center of the pit. The bottom of the root mass 20 0 10 20 40 Z ~ ~ U
should be resting on undisturbed soil. ~ ~ \ FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 4,000 LB/AC GROUND AGRICULTURE LIMESTONE AND I. Place the backfill around the base and sides of the root mass, and work each 9 ~ ~ ~ / I ~ ~ ~ ^
1000 LB/AC 10-10-10 FERTILIZER. layer to settle backfill and to eliminate voids and air pockets. When pit is \ ~ \ \ 1 inch = 20 ft. Z ~I ~
approximately 2/3 full, water thoroughly before placing remainder of the backfill. ~ \ i i/ a
MULCH Water again after placing final layer of backfill.
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH ANCHORING J. Broken or damaged parts will be cut back to undamaged tissue, leaving as much TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL. green basal tissue as possible above the roots. If more than fifty percent (50%) S'I~ORMWATER
of the plant is damaged then contractor shall replace the plant. MWATER WETLAND # 1 LANDSCAPE PLAN VIEW 1" - 20~ V1
MAINTENANCE CONTAINER STOCK /BARE ROOT
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL A. Stock shall have been grown in a container long enough for the root system to w x
TESTS OR APPLY 150 LB/AC 10-10-10 FERTLIZER. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES. have developed sufficiently to hold its soil together once removed from the container.
NOTE: PERMANENT SEEDING SCHEDULE IS FOR SLOPES OF THE BASIN, TOP OF BERM, AND BASIN FLOOR. B. Container plants will need to be watered regularly and placed in shady conditions
until planting occurs.
C. Bare root plants are for immediate planting, otherwise see D) below. D. If bare roots specimens are not to be planted within four (4) days, temporary
holding of bare root specimens are to be covered entirely by a suitable medium
(etc. soil, sawdust, mulch or the like) and watered regularly so as to not dry out.
PLANT LOCATIONS
A. New plantings shall be located where shown on plan except where changes have been made in proposed construction.
B. Necessary adjustments shall be made only after approval by the owner or the rBOaECT No. PLT-10000
owner's representative.
WATER ~,I~NAn~PLT10000-SW1 LS
Water shall be potable and shall not contain elements toxic to plant life. DESIGNED BY: JVF
DRAWN BY: JAA
scA>,E: ec cunwni
DATE: 10_08_10
SHEET N6 OF 5
PRELIMINARY DRAWING e NOT RELEASED FOR CONSTRUCTION EMWADAMS