20110057 Ver 1_Stormwater Site Plans_20110118

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IONS
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NOTES CONSTRUCTION SEQUENCE _->` ���_ =-=J- __--r -_-__-- _ ® �� f/ /
GENERAL N __ - r v a
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CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN ----� J���®® �� f p w
TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE 1. PRIOR TO CON , �� ��\ =2p ® k__ `\ j _ f /
1. PRIOR \ / ' =�At ® \ I % -- / f
"APPROVAL TO CONSTRUCT" FROM THE CITY OF RALEIGH AND ALL OTHER APPLICABLE AGENCIES PRIOR __ w
DESIGN ENGINEERS ATTENTION IMMEDIATELY. TO CONSTRUCTION. \ J \` `NE 2� ^® 2 _ \ \ / ' ______ ____ � - - _- - -- ■
/ / dVAt--m/s ays�,uys�' ,1 �^ I� � x'Z
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THE SUITABIUTIY OF EROSION
GEOTECHNICAL ENGINEER SHALL VERIFY MEASURES PER THE APPROVED SEDIMENT AND ERO ®
2. PRIOR TO CONSTRUCTION, THE ON-SITE2. INSTALL ALL SEDIMENT AND EROSION CONTROL ME �"
PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANKMENT/KEY TRENCH.
THE PR CONTROL PLAN. THE CONTRACTOR SHAD. MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL ---`\ ♦® --���\�\�\ y® ��7 // rr , ' , a "•
MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL RECEIVE �� ,�oE 1 / ®®� \ _`_ __ _f l ®®®®® ram' w
ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO _ ----
3. THE THIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND \ \ b- _ ®® srn=35; i ® __
PLACEMENT OF ANY BACKFlU_ WI TBw3.7s �i/` _ + ���� / J
THE KEY TRENCH SHALL BE UNCOVERED ANY ClCLEARING. / -'� _- a® ® I'^�♦
KEY TRENCH PRIOR TO INSPECTION, THEN _ __ _
COVERS UP THE - / 1 ` // - ® --- w
rn
AND TESTED AT THE CONTRACTOR'S EXPENSE. 3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND / _ __ i \ / ® \
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED / �'��-� -��i \ '� 345 � / / `� ~� r / ®\ w rA H:aa
�- r+y I tit
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE SPECIFICATIONS FOR THE PERMANENT PLANTING SUITABLE SOIL MATERIAL THE BACKFlLLED AREAS SHALL BE COMPACTED TO THE SAME __--- CITY OF RALEIGH _ - __ / \ i /
0 TREES SHRUBS OF ANY TYPE MAY BE PLANTED ON THE S AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE I \ ' I 1 C //���� o z x
PLAN/SCHEDULE. PLEASE NOTE THAT N / STANDARD 100 YEAR FLOOD PLAIN (TYP.) ,\, i + ®®
DAM EMBANKMENT (FILL AREAS). STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ANY _ --- - -
PROPOSED BONDING OF THE NEW �/ --FJc00D STUDY # 533 I 34600
--- _--
THE WETLAND MAY BE USED AS A SEDIMENT BASIN RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE �r - / I / �O
5. DURING THE INITIAL STAGES OF CONSTRUCTION, EMBANKMENT FILL NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH - \ ` a
FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL /� i ` /l / L(i /' / 1 '� ■ w '�'
/ ad' 9" i»
CONSRUCTON SEQUENCE BELOW' ENGINEER. / 1 r'
�
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, 4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. 3 5.50 / / j ' Z
GRADING. THE BELOW EXISTING GRADE OR 2 FT BELOW THE 24"� \` \ \ i II + + \ // / / / ~
DAM, KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WETLAND THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT B ` , --360- _ rn=3ss.2s I r !/ I Z
INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE. OUTLET BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY TRENCH \
SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE `� `ew=3s3.00 �1 1 + +
B. THE TEMPORARY DRAWDOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8"� SAME SPECIFICATION LISTED IN ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION - \ I '�
+ + /
DIP DRAIN PIPE. SPECIFICATIONS." DEPENDING UPON ON-SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE r/ l I °0` 00
ON GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS I I 1 I l J l ' °
EROSION CONTROL INSPECTOR � � / ee°°.��1 CA/? ®o
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE DEEMED NECESSARY. THE ON GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
BASIN THE CONTRACTOR SHALL REMOVE THE I I '� /
APPROVES THE REMOVAL OF THE SEDIMENT VARIATION FOR FUTURE AS-BUILT SUBMITTALS TO THE CITY OF RALEIGH. §- PRIVATE TER BtP i / +
DRAWDOWN RISER OR SKIMMER) AND CLEAN-OUT THE BASIN. ALL SEDIMENT, TRASH, & ACCESSI EAS ENT (TYP.) / i 3�5.50
TEMPORARY ( \
BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN 5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO
ETC. SHALLADVERSELY AFFECTED. \ i / / / / t
AREA WHERE WATER QUALITY COULD BE ADVE THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION ` EARTNEN F ERMS TO AS I , / / J / //PRIVATE STEASEMENR BMP
AN 5 s
CONTROL DEVICES REMOVED, THE SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT `� COMPACTED TC ;,; E & ACCESS EASEMENT (TYP.)
AND ALL EROSION CO THE A ENT (TYP-) .�Ov,:
D. ONCE THE BASIN IS CLEANED OUT, SECTION.
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. PLEASE I M 3 UNDER 9;/ '
CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED ` 1 "BERM /� OMPACTIbN / I ,' e
HALL REQUEST AN ON INSPECTION 6. PRIOR TO INSTALLATION, SUBGRADE � / �osoO •E INl`\Pe,
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR S BY THE ON GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST �ECIFlCATIO�lS" /
WETLAND PLANTS. IF THE UNSUITABLE CONDITIONS BE ENCOUNTERED ` , / I 000tj1jjjjj1
\
AND AN AS-BUILT SURVEY PRIOR TO INSTALLATION OF THEAT THE SUBGRADE LEVEL SHOULD SOFT OR OTHERWISE + /� ' �O
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS-BUILT SURVEY (AND ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE PROPERTY LINE (TYP.)
SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE-PLANTING OF PLANTS WILL BE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY j i // / `/ + , I
TOR'S EXPENSE. COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE i / / / I / �•
AT THE CONTRAC / r
GEOTECHNICAL ENGINEER. I r ' I
THE CONTRACTOR SHALL PLANT � I ETAINING/WALL / / I
ONCE THE ENGINEER HAS APPROVED THE AS-BUILT GRADING, DIN MAXIMUM 8" I r I
F.
/ h + r r_r+� I I RETAINING WALL
THE PROPOSED WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. AFTER 7, BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACE i / r E IG BY 0 FRS - i / / ' z
COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHAH PROVIDE A INTER TO THE THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL / r P E TO GNERAL r I � I ! / i (DESIGN BY OTHERS/ PLEASE REFER TO GENERAL
ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED WETLAND ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL IF IT IS NECESSARY, r NOTES 8-11) / i / 1
PLANTING PLAN. THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL /� I ' , 9// NOTES 8-11)
GRADE IN ORDER TO ACHIEVE PROPER COMPACTION. i / rn 356.25 /
01 IN HR IN ORDER TO HELP MAINTAIN A PERMANENT Bw 35s.00
6. IF THE INFILTRATION RATE IS GREATER THAN 0. /
POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT GEOSYNTHETIC CLAY 8 INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE / I / i 1
GRADE OR 1-FOOT BELOW THE BOTTOM ELEVATION WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS-BUILT CERTIFICATION HAS BEEN / + I ! EDIMENT FORE A I
T BELOW THE LOWESTLOCATED / � / �� + r d� � I 1
LINER A MINIMUM OF 1-F00
OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS GREATER). IF A GEOSYNTHETIC COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE / I
50
LINER IS CHOSEN, THE LIN
ER SHALL BE BE CL BY CETCO LINING TECHNOLOGIES OR ENGINEER AGENCIES. r PRECAST RISER OUTLET STRUCTURE
APPROVED EQUIVALENT. IF IT IS DETERMINED BY THE ON GEOTECHNICAL ENGINEER THAT A LINER r / i (SEE DETAIL SHEET SW-1B) `` Z
IS NOT NEEDED, THEN A LETTER TO THE ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE 9• INSTALL SPILLWAY FILTER PER DIRECTION OF THE ON-SITE GEOTECHNICAL ENGINEER AND THE DETAILS r MICROPO€bL I INTER = SQUAREIM
AS-BUILT CERTIFICATION PROCESS. SHOWN ON SHEET SW-1C. L r \ + O
PROVIDED, WHICH WILL BE USED DURING THE / f I t INTERNAL DIMENSIONS = 4 FT. x 4 FT.® '-'
I € ' i I TOP OF RISER = 347.80
/ I / / 3'�� I € 24"x3" ORIFICE INVERT = 347.00 ® ®® ww
7. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE 10. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL r �, I /
PROPOSED WETLAND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A LANDSCAPE COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL - - //' r i SIPHON INVERT = 346.00
R THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL OVEREXCAVATE THE CHARACTERISTICS OF THE EMBANKMENT FlU_ MATERIAL SHALL MEET THE STANDARDS SET FOR IN _ r / t 3as. t - i INVERT OUT (24"W 0-RING RCP) = 343.20
PROFESSIONAL FOR / /
INTERIOR PORTIONS OF THE WE (FROM THE NORMAL WATER SURFACE ELEVATION TO THE "BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. �� € - t
SHALL THEN BRING THE WETLAND AREA TO THE FINISHED IF NECESSARY TO ACHIEVE PROPER COMPACTION. THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT ` \ 1 -- ~� r r/ /' /
BOTTOM) BY 18 INCHES. THE CONTRACTOR <
GRADES USING THE TOPSOIL STOCKPILED ON-SITE (AMENDED AS DIRECTED BY THE ON IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES 1 - r /
R BETTER PLANTING CONDITIONS AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH LOOSE LIFTS AND BE TO � <�� �� J rr� �? - r� r � r � `� �\ I , ;Y // � j 70 LF 24"0 O-RING RCP 0 1.14! I
LANDSCAPE PROFESSIONAL). THE OVER EXCAVATION WILL ALLOW FOR _ _ > �_
PROPOSED WETLAND PLANTS. THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL COMPACTION p r r - `` p
FOR THE P RE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON-SITE GEOTECHNICAL J \ r / r 1 1 t (JOINTS WRAPPED IN
AND MOISTURE �_ r r r rn- o /� + /�50 I °D
PLANS DEPICTS THE LOCATION OF THE FRONT FACE ENGINEER AND AS LISTED IN THE SECTION TITLED "BERM AND SOIL 02
COMPACTION SPECIFICATIONS". G v / / BW�357.25 / ' / 1 °I GEOTEXTILE FABRIC)
8. THE RETAINING WALL ALIGNMENT SHOWN ON THESE r r / t I t I ^ w
�.
OF THE RETAINING WALL AT THE BOTTOM.
11. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER v- r rr rr / =359. rr / ' + �� t ii € i I W Z d
9. THE RETAINING WALL IS TO BE A DESIGN-BUILD PROJECT(S) BY THE CONTRACTOR. iT SHALL BE THE SEEDING SCHEDULE. I i ' , r rr Bw= �40 r r / I € I
CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED ' r �/ 20
C r '_�rn �� �r � r
PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF 12. SCHEDULE A FINAL AS-BUILT INSPECTION AND AS-BUILT SURVEY WITH THE ENGINEER. AN AS-BUILT r o \\ r / // 1 'II I i �i O
THE PROFESSIONAL
WALL. INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS J /
REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE r `� / i CONCRETE JUNCTION BOX JB-1 ®+ .
/ / +/ I I ,
MATERIAL OR SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL r ��i / / r rr r/ / i 1 / s ` RIM=348.70 ® "� ® O x
10. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFlI LED WITH OFF-SITE BORROW
PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE APPROVAL FROM THE CITY OF RALEIGH, CLOSE THE 8"� BOTTOM DRAIN VALVE IN THE RISER BOX AND rr �\ ( / rr / + ' t i ' INV IN=342.40 (WETLAND #1) ® 4 �
GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON-SITE SOILS BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS r JEA/RTHEN �FOREBA BERMS O BE // / - - / I max d d
ISSUED FROM THE CITY OF RALEIGH AND THE ENGINEER. / i INV IN=342.45 (JB-2) / � V �
CAN BE USED.
r r -COMPACTED TO THE FAME SPECS AS / / / / / j TW=352.50 / I INV OUT=342.35
r / r THE t�AM EMBANKMENT (TYP.) � � i / +' 1 Bw=352.50 / I ^ a � �
IDENTIFY FINISHED GRADEr / PLEASE-REFER TO ITEM 3 UNDER f i ® O w
11. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS THE U TLET STRUCTURE MATERIAL SECI FI CATI / jti7 Z
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO / f "-BERM SOIL AND COt�PACT101�
FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS. " SPECI ICATIONj
1. THE 24 0+ RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THEE I
PLANTING SEEDING ON THE DAM REQUIREMENTS OF ASTM C76-LATEST. THE PIPES SHALL HAVE CONFINED 0-RING RUBBER GASKET ' i / / __
12. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN (SEEDING) / / I 1 �/ i r. \ t 1 a
/' // ) // / / i + / w
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH . JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4. / t�: ��'�� l----®®®®- ®® ` om
w
SHALL SCARIFY THE THE TOP / / SDIMENT F REBA / / / I , ® O
COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR ¢ / /
" " DING OF THE TOPSOIL WITH THE COMPACTED FILL. THE 2. THE STRUCTURAL DESIGN FOR THE 4 x4 (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE _ / t RETAINING WALL 0
2 -3 OF THE BERM SECTION TO PROMOTE BON SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE,THE CONTRACTOR SHALL PROVIDE TO THE �� r ' / / / I h
TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. DESIGN ENGINEER FOR REVIEW SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED / / /' ew= s oo / f / _ 1 I (DESIGN BY OTHERS -
ETC. BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE / _ _ PLEASE REFER TO GENER�IL \
CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, + 0 t NOTES 8-11) t \ Bull'
13. THE C �
OR REMOVAL OF WATER FROM VARIOUS PARTS OF THE WETLAND SITE. IT IS ANTICIPATED SUPPORTED BY THE CONCRETE RISER STRUCTURE.
NEEDED F " '
RING
THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. KEY TRENCH). C 3• THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16 ON CENTER. STEPS SHALL
PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT
SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE STD 840.66. PLEASE REFER TO SHEET SW-16 FOR LOCATION OF THE RISER STEPS. ' / lICM
WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE. + �t ® t \®
4. THE 8'Lx8'Wx19" THICK CONCRETE AN BLOCK SHALL BE PRECAST AS THE EXTENDED
DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF / r /�� _ ' I i �j ` ® ♦`���_®®
BERM AND SOIL C®MPACTI SPECIFICATIONS BASE OF THE RISER BOX
THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN
MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS LIEU OF A PRE-CAST BASE. THE CONTRACTOR MAY OPT TO CAST-IN-PLACE THE ANTI-FLOTATION r / - _ �� t` III I i I I �� , ® I
1. ALL FILL MATE BE FREE FROM BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST-IN-PLACE BASE, THE
APPROVED BY THE ON GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING THE FOLLOWING:
" FROZEN OR OTHER OBJECTIONABLE MATERIAL
ROOTS, STUMPS, WOOD. STONES GREATER THAN 6 , AND FR r ' -
THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY / rn=
A. STEEL REINFORCEMENT BLOCK WITH THE RISER SECTION r BW=351.00 I ' 4 !] a / (3 t ® A
TRENCH: ML AND CL B. THE CONNECTION MECHANISM TO JOIN THE ANTI-FLOTATION1
� TVA TORMW 5 MP \ � � I I I 1011 i I � / t ®®
2. FILL PLACEMENT FOR THE EMBANKMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). A SS SE N� (` ) ' 1 I I `�
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF 5. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO \
EACH LIFT SHALL BE REMOVED AND THE SURFACE ASTM-C990-LATEST. IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A SHAH
PATOP INTO THE
FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMO RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON
FILL I i
LY PREPARED FOR FILL PLACEMENT. FILL MATERIAL ADJACENT TO ALL SPILLWAY AND \ �� i i I I I i col
PROPER BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. i _.._d' - � � - \-
DRAINAGE STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND HAND-COMPACTED I �� 6 ' t
TO THE SAME
COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. 6. IF THE ANTI-FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE I `` __ `I i�l I I i I I`I / t t i
PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 19,825 U3S. THE STRUCTURE I �� I I I�I I f� €� � � a' I
CONSTRUCTION SHALL BE COMPACTED TO HIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF n Tw=S'ss. I i
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCHWEIGHT SHALL BE THE Ste. " w 3s.00 _ _ _ T _ _ _ 1 I I I it i
DRY DENSITY ASTM-698). THE FILL SOILS FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN _ _�� I
AT MAST 95� OF THE STANDARD PROCTOR MAXIMUM ( THE FACT �,
SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OP11MUMAL ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO __ __ _ t I I I i i I` 1 F 1 Z
> TESTS SHALL BE PERFORMED BY THE ON GEOTECHNICAL CAST-IN-PLACE THE ANTI-FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE _- - __ / /
o MOISTURE CONTENT. COMPACTION TE 0P1 COMPACTION LEVEL HAS BEEN _ \� \� \ i I I II I i 1I i
ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PR ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE. _ - __ J % / /'
REACH
ED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO �w=3ss.00
PREVENT DAMAGE TO THE PIPE. NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM 7, PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER - �_ _ J �� / � / # /' Bw=3s�.00
NTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH
0- COVER IS ESTABLISHED ALONG THE PIPE. FOR REVIEW. CO -
OR LOCATION THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR _ i / // ! / ' I I i i
M RACK (SEE DETAIL F ) _
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH. _ - O / / ' ' /
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE t �> / i i I i i i I
NEEDED DURING THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, 8 ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED. -_ ----_ '
N IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING AND TO Vl�►vA .� A' GRAPHIC SCALE
CO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. 9. GEOTEXTILE FABRIC FOR THE 24"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER Vi�1v LA 30 0 �5 3o so
1" = 30'
APPROVED EQUAL (NON-WOVEN FABRIC)
5. PRIOR TO USE AS FIU_ MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE 10. STORMWATER WETLAND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A i inch = 30 ft.
CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN ACCORDANCE WITH AWWA
0
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL SEE
C. LEVEL OF COMPACTION L ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE DETAIL SHEET SW-1 B). THE CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WITH A
w PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS DIRECTED BY HANDWHEEL ON TOP FOR OPERATION OF THE 8"s+< PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE
THE ON-SITE GEOTECHNICAL ENGINEER. PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK. UTILITY INSTALLATIONS AND OTHER PUBLIC
3 E REQUIRED ALONG THE 24"0 O-RING OUTLET BARREL AT A FREQUENCY OF ONE TEST FACILITIES, INCLUDING SIDEWALKS AND
7. TESTING WILL B S-I-ATEMENT ®F RESPONSIBILITY HANDICAP RAMPS ARE TO BE CONSTRUCTED
o PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON-SITE GEOTECHNICAL ON ALL STREETS AS SPECIFIED BY CITY CODE.
ENGINEER. THESE FACILITIES HAVE BEEN APPROVED BY
1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE CITY OF RALEIGH AND SHALL BE SO pRoaECT No. EPH-10000
THE PROPERTY OWNER'S ASSOCIATION. PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT INSTALLED UNLESS A CHANGE IS AUTHORIZED
FOR THIS FACILITY. BY WRITTEN APPROVAL PUBLIC SANITARY EPH10000-SW1
PRIOR TO FINAL ACSEWER EASEMENTS CEPTANCE E M E RECORDED BI
DESIGNED BY:
m ® DRAWN BY- JAA
0
TRANSPORTATION SERVICES f SCAM: AS SHOWN
PUBLIC UTILITIES
DATE: 11-18-2010
U
E
o ALL CONSTRUCTION SHALL CONFORM WITH THECONSERVATION ENGINEER I s1�ET NO.
E LATEST VERSION OF THE CITY OF RALEIGH AND _ SWIA
NCDOT STANDARDS AND SPECIFICATIONS. PLANNING 0
0
amcADAMS
(L FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
w
mgm
n.
w
N
U

U E,
RISER TRASH RACK TOP OF HANDWHEEL TO EXTEND W W
(SEE DETAIL 1-FOOT ABOVE TRASH RACK PROPOSED GRADE
SHEET SW-1B) •
z
10 FT. WIDE MINIMUM U
APPROXIMATE LOCATION OF CONCRETE JUNCTION BOX JB-1 0 H g z
24"x3" ORIFICE WITH TRASH RACK EXISTING GROUND SPILLWAY FILTER RIM=348.70 U O a iA
(SEE DETAIL SHEET SW-1C) COMPACTED BERM SECTION W a
(SEE DETAIL SHEET SW-1C) INV IN=342.40 (WETLAND #1) � v a>
CONCRETE COLLAR INV IN=342.45 JB-2 C/s x 3
SEE BERM AND SOIL C • z
TO BE CONSTRUCTED IN THE FIELD BY 3 3 COMPACTION -1 SPECIFICATIONS INV OUT=342.35 ) ®®
( ON SHEET SW-1A
THE CONTRACTOR,
TOP OF DAM = EL. 350.00 SEE DETAIL SHEET SW-16)
D'
p
100-YEAR STORM = EL. 348.79 ui 00
P.
10-YEAR STORM = EL 348.28 " H 04
TOP OF RISER = EL 347.80 2-YEAR STORM = EL 347.86 w. 6 COVER ® ® W
® (MIN.) III i i l _ o '� �
24"x3" ORIFICE = EL 347.00 1" WATER QUALITY STORM = EL 346.91 -
- I I III=fff-I = = 1 =1 I III fII-III-I 11=fff=fII-fII III fff=1 = CQm
SIPHON/NWSE = EL 346.00 ;aW�
• •'. -fII fff fff fff fff fII-I - - - - o o II-fII III_
o - - - Lj
a O
a• :.
a 70 LF 2400 0-RING RCP ® 1.147. FLOW- now= 0000,
BARREL INVERT OUT = EL 343.20
a• DEPTH VARIES
_ 4' a _ .• IIf _ _ --TT-
SIPHON
- � • .�±•: . .•:; .;--- .•:`�=�.� - - - � N
OUTLET _ I III I I : . ; I-III III IIf-1 i ill-III -f l l-fII-III III-fff fII-III-fff III-III-III fff IIf f f l III Iff-fff fff III III-IIf I fff IIf I I _.......
INV = EL 346.00 (NWSE) i I - O�''•E /
(SEE DETAIL SHEET SW-1C (�f fff ff - -_- III III fIf f�1 II III III fI I fff l I Ml I 1 Iff ff - - ---� f ICI fff fff-fff fff fff_fff-Iff-flf-III Ilf ffl-fff-fIf Iff III - _ _ - 11-fff-fll1; : _.'��
FOR SIPHON DETAIL) -III I-Ill-III, , .III-111 -� �� III. . .III,;,III fff III. . -III " '-I I l l l-fff-III Iff III-III-III-IIf-III I III-III Iff-IIf-1 I III- _� III III III III-� _� -III III=� Iff-11 , ,III-fff-fff;III I "-
5
I.
8"0 DIP DRAIN TRASH RACK CONCRETE 8" PLUG VALVE. THE VALVE NON-WOVEN GEOTEX71LE FABRIC KEY TRENCH (SEE BERM AND '� •
10.0 (MIN) .°GINi;o Ov:
(SEE DETAIL SHEET SW-1C) ANTI-FLOTATION SHALL BEAM&H STYLE 820 SHALL BE PLACED AROUND EACH SOIL COMPACTION SPECIFICATIONS, Off. ' �p� A:
BLOCK X-CENTRIC VALVE OR APPROVED JOINT OF THE 24" O-RING RCP • .\N
EQUAL. THIS VALVE SHALL BE IN DETAIL SHEET SW-lA)
ACCORDANCE WITH AWWA C-504 BARREL D 2 WIDE STRIPS
SEC. 5.5, AND SHALL BE CENTERED ON JOINT. INV. (24"0 RCP) = 342.40
OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL
RIMCMAL SPEILWAY CROW SWUM
N.T.S.
7.0' z
0
6" 8.0' 1.0' (TYP.) rn
1.5' 5.0' 1.5 9.9 LF a
2"x2"x1/4"
ANGLE NOTESJ"O :
• STAINLESS
GRADE 8 1. ALL REBAR TO BE #4 REBAR.
`°- STAINLESS STEEL --:.:,., , : •:-._
CONCRETE LAG •.e.'r '.' '. :., : <:. -•: •-"• ,a., •a. a 4.-.:•. •..«,� CONCRETE ANCHOR BOLT
•a•; r . .• _a• CONCRETE COLLAR (TYP., SEE NOTE #4) 2. ALL REBAR AND ANGLES TO BE HOT-DIPPED
SCREW :•' �' , •:. (TO BE CONSTRUCTED IN THE 'r. 1'0 GALVANIZED AND BE PROVIDED WITH AN
1.5' °•' =': :`.- :'.. " _° •' _ FIELD BY THE CONTRACTOR,
EPDXY COATING.
'a. .o-'.j - .a-•.
• < .- ,e 4 •.- SEE DETAIL SHEET SW-1 B) 9.9 LF
0.7' 3. THE HOT-DIPPED, GALVANIZED 2"x2"x1/4"
a• . ' : •.' - :• ;:a"•`r:' 2V. .0' 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR
12" X4" X #" :
= GALVANIZED STEEL .. cq
a ° e ,- .- _ .. - -° ,.
° • 4 ,� ..
o SIPHON OUTLET r.. a.-. :g. . >
7.0 5.0 3.0 p ANGLE 2 0. TRASH RACK. ONCE WELDED, THE ENTIRE
STRAP (4 PER . . . ;.- : ' -
RISER JOINT) INV = EL 346.00 (NWSE) p' •.
• (SEE DETAIL SHEET SW-1C ASSEMBLY SHALL BE PLACED ONTO THE
ANGLES SITTING DIRECTLY ON
4 -= TOP OF RISER.
d a
' FOR SIPHON DETAIL) ' °
<: 3.0" z 44
° _•l a r'.a .. CONCRETE ANCHOR BOLT a
i• 4. CONTRACTOR SHALL ANCHOR THE TRASH
�`• -°'r ow
24"!� 0-RING RCP (TYP., SEE NOTE #4) RACK TO MANHOLE WALL WITH FOUR 4"xl/4"
CONCRETE ANCHOR BOLTS THROUGH ANGLES.
FLOW - 5. CONTRACTOR SHALL OMIT OR ADJUST REBAR a
:. °:a' :< '''':'�•: + ` AS NECESSARY TO ALLOW FOR CONCRETE p"
•° r�• 1.0 COLLAR. ►� to [Wi
RISER JOINT •.�.�: :•= cTYP.)
N.T.S. 24"x3" ORIFICE " '=• °•- ` . a
INV = EL 347.00 • .
(SEE DETAIL SHEET :: :,. 4 : •:..` - :.:..:; : = 2"x2"x1/4" z W
SW-IC FOR ORIFICE •: _ • �r
• " -�: :a. = ANGLE THE BOLD / DASHED LINETYPE p
TRASH RACK DETAIL) : :. :: ; - " ' a -; DENOTES THE ACCESS HATCH FABRICATED HINGES FOR THE
' ° • s �= 2'x3' ACCESS HATCH
NOTES: > ' `''• •: TO BE PROVIDED BY THE TRASH
1.5 .-<a • -' .ti d '• RACK FABRICATOR PER OUTLET
. :: :': �' ''::`..:t.• :° .,._ :. STRUCTURE MATERIAL
1. CONCRETE ANTITRASH RACK DETAM
-FLOTATION BLOCK TO BE PROVIDED WITH "=•=° - •-; :- - •'_
MINIMUM TEMPERATURE AND SHRINKAGE STEEL SPECIFICATIONS (SHEET SW-1 A)
N.T.S.
REINFORCEMENT.
2. TRASH RACKS FOR RISER, 8" DIP EMERGENCY DRAIN, AND 8" DIP DRAIN AND CONTRACTOR SHALL PROVIDE
24"x3" ORIFICE NOT SHOWN FOR CLARITY. SIPHON TRASH RACK STEPS IN ACCORDANCE WITH
(SEE DETAIL SHEET SW-1C) NCDOT STD. 840.66. STEPS
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE SHALL BE PLACED AT 16" O.C.
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE (SEE DETAIL SHEET SW-1C)
VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE
RISER VIA THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT 5.0'
OF PLAY IN THE VALVE STEM.
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK 3" CLEARANCE TO 3" CLEARANCE TO 3" ANCHOR DEPTH WW
OUTSIDE OF #4 REBAR " OUTSIDE OF #4 REBAR A
CONTRACTOR SHALL PROVIDE 3 CLEARANCE TO 1.00, DEPTH
24"x3" ORIFICE GUIDE STEM STEPS IN ACCORDANCE WITH OUTSIDE OF #4 REBAR 3000 PSI CONCRETE COLLAR
5.0' INV = EL 347.00
No soNCDOT STD. 840.66. STEPS (MIN. 28 DAY STRENGTH)
(SEE DETAIL SHEET " - - a .
SHALL BE PLACED AT 16 O.C. F
...
SW-1 C FOR ORIFICE - 4- _ .
24"x3" ORIFICE a•• a a
4.0' TRASH RACK DETAIL) (SEE DETAIL SHEET SW-1C) . ° 3" CLEARANCE TO
-
INV = EL. 347.00 =. a• ° #4 REBAR ANCHORS OUTSIDE OF #4 REBAR
(SEE DETAIL SHEET 2.0 TOP OF RISER = EL 347.80 CONCRETE COLLAR ° a' CONTRACTOR SHALL a
SW-1C FOR ORIFICE (TO BE CONSTRUCTED IN THE -� DRILL INTO PRECAST --
co TRASH RACK DETAIL) FIELD BY THE CONTRACTOR, /
3 p •. :q:p as STRUCTURE WALL AND °
SEE DETAIL SHEET SW-1B) 2.9' _ SET ANCHORS USING a 5.5" CENTER TO Z
" EPDXY GROUT " CENTER
a A
240 0-RING � 3.2' a 24 0 0-RING RCP N
RCP
4 NWSE = EL 346.00 • • a ' �•.• . a as
`" ' a
°SIPHON OUTLET 6 MIN. WALL A .
a
.
o INV = EL 346.00 (NWSE) -°c THICKNESS (TYP.) ° R'==•-' ` ' a=
m (SEE DETAIL SHEET SW •`` ' 4.60' SIPHON OUTLET . _ • a:a °- • a. • ' "
0.5 a a a a. 6 ANCHOR DEPTH
FOR SIPHON DETAIL) 6 68'
INV = EL 346.00 (NWSE) _ '••`
(SEE DETAIL SHEET SW-1C '' : ° a ° °
-q FOR SIPHON DETAIL) 24 O 0-RING RCP
-•e
• ' FLOW
a'` '►'' O 'a�- #4 REBAR ANCHORS.
LL
0 1'-6" INV. OUT = EL 343.20 -11 L • •a CONCRETE ANTI-FLOTATION INTO PRECAST BASE ANNTRACTOR SHALL D SET
(TYP.) • a w a. • BLOCK ANCHORS USING EPDXY GROUT
0.50' ° 37"
mo 8" 3" CLEARANCE TO
o�m, •:':::,. ;a~•. a.:e-.,,•: ;• :. <a i , • �° y •-aa•.'•a a",. : a .a s°- a:. : ° • .a.~. _a __'a f '°''
CONCRE
TE ANTI-FLOTATION° BLOCK
1.58' PRECASTER SHALL OUTSIDE OF #4 REBAR
19" A.
PROVIDE A BLOCK OUT
'•- -e - •a--•: '`. :• . - .;':.a:- - , - .s� '• - FOR THE 24 4S 0-RING RCP N[/'�� a COLLAR UTILITY INSTALLATIONS AND OTHER PUBLIC
- • ' ° -e -" FACILITIES, INCLUDING SIDEWALKS AND
NOTES: N.T.S. HANDICAP RAMPS ARE TO BE CONSTRUCTED
6 ." 24"0 0-RING RCP ON ALL STREETS AS SPECIFIED BY CITY CODE.
THICKN SIS (TYP.) \-8" DIP DRAIN CONTRACTOR SHALL SEALJ g"q1 DIP DRAIN PIPE 8" PLUG VALVE. THE VALVE 1. ALL REBAR TO BE #4 REBAR. THESE FACILITIES HAVE BEEN APPROVED BY PROJECT NO.
THE PIPE PENETRATION THE CITY OF RALEIGH AND SHALL BE SO EPH-10000
o USING A RUBBER BOOT CONTRACTOR SHALL CORE-DRILL SHALL BEAM&H STYLE 820 2. GROUT SHALL BE USED TO FILL ALL VOIDS INSIDE INSTALLED UNLESS A CHANGE IS AUTHORIZED EPH10000-SW1
o AND STAINLESS STEEL THE HOLE FOR THE 8"Sb DIP PIPE X-CENTRIC VALVE OR THE STRUCTURE AROUND THE PIPE. BY WRITTEN APPROVAL PUBLIC SANITARY
CONCRETE CONTRACTOR SHALL FORM HARDWARE IN THE FIELD. PRECASTER SHALL APPROVED EQUAL THIS VALVE SEWER EASEMENTS ARE TO BE RECORDED DESIGNED BY: BI
ANTI-FLOTATION INVERT OF RISER STRUCTURE OMIT REINFORCEMENT IN THIS SHALL BE IN ACCORDANCE PRIOR TO FINAL ACCEPTANCE.
BLOCK TO DRAIN POSITIVELY TO CONCRETE AREA WITH AWWA C-504 SEC. 5.5, DRAWN Der: JAA
0 INVERT OF OUTLET BARREL ANTI-FLOTATION AND SHALL BE OPERABLE O
USING NON-SHRINK GROUT BLOCK FROM TOP OF OUTLET T- sC�` AS SHOWN
STRUCTURE VIA A HANDWHEEL TRANSPORTATION SERVICES 11-18-2010
DATE:
o ri
PUBLIC UTILITIES
ALL CONSTRUCTION SHALL CONFORM WITH THE CONSERVATION ENGINEER I T NO sa. 0 LATEST VERSION OF THE CITY OF RALEIGH AND _ 1
w N.T.S. NCDOT STANDARDS AND SPECIFICATIONS. PLANNING 0
AWADAMS
FINAL DRAWING -- NOT RELEASED FOR CONSTRUCTION
A)
2
a
X

H
8"0 DIP DRAIN PIPE
1.17' CONTRACTOR SHALL CORE-DRILL o
(CENTER TO THE HOLE FOR THE 8"0 DIP IN z cd �,
THE FIELD. PRECASTER SHALL
4" x 4" 6/6 WELDED CENTER) OMIT REINFORCEMENT IN THIS #4 REBAR TRASH RACK
a_ - d � W
WIRE FABRIC a a - AREA (SEE NOTES) 4 0 ' 30" �o OE
(EACH SIDE & = so
TOP OF CAGE) :� d: 9d 6" MIN. WALL 8" PLUG VALVE. THE VALVE ° -° " " ■ ►7 Z
" 2e W z
d - 24 x3 ORIFICE (TYP.) 0 Do x
THICKNESS SHALL BE A M&H STYLE 820 INV = EL 347.00 04 u B ■
X-CENTRIC VALVE OR \,_4
■® OAPPROVED EQUAL THIS VALVE SHALL BE IN ACCORDANCE d d A
WITH AWWA C-504 SEC. 5.5. ° • - d' a P4 cd
AND SHALL BE OPERABLE o
FROM TOP OF OUTLET RISER OUTLET STRUCTURE
" (TYP.)
STRUCTURE VIA A HANDWHEEL ° ° f4 . ° d p"
34, 4" PVC CAP WITH 18" 3" " 3" [�+ p.�, PG
SCREW TYPE PLUG d ° - 18 o 04
2.00' 12" Z
. - r .o -d - -d -- -ri � d'i C ■
° w co
(4) STEEL CLAMPS W
" a• - (SEE NOTES) 3" t°Y ako
18 (TYP.) d TOP = EL 347.00 °d e oa
4,4 2 LF 8"0 DIP Q ° ,d = W d
e ZCD
a.
co
d V
- -d. 4"0 SCHEDULE 40 12" _- •� ` - 2" - _- _
CONTRACTOR SHALL SEAL THE PIPE PVC TEE s .- ' d 9" d 24"x3" ORIFICE (TYP.) W
." PENETRATION USING A RUBBER BOOT - o, -
' AND STAINLESS STEEL HARDWARE - INV = EL. 347.00
RISER OUTLET STRUCTURE d• a s d (4) STEEL CLAMPS aN CqR 11�
INVERT = EL 346.00 (NWSE) - ° (SEE NOTES) .`���••.••••.
#6 REBAR PERIMETER FRAME _ #4 REBAR TRASH RACK p
d (SEE NOTES) _
6.
e v • �=
° 6 4"0 SCHEDULE 40 PVC �•-- •d' :_
5
BOTTOM = EL 345.50 '�Q
-d •
d:< NOTES:
1. ATTACH TRASH RACK WITH (4) HOT DIPPED GALVANIZED STEEL tttttt T£sE;,,►�
#6 REBAR PERIMETER FRAME v 4.
CLAMPS. EACH CLAMP ATTACHED TO WEIR BOX BY (2) 4"x1/4"
CONCRETE ANCHOR BOLTS. EACH CLAMP SHALL BE COATED WITH AN
` 4" PVC CAP WITH �•'- ° EPDXY COATING.
2"0 DRILLED ORIFICE
2. ALL REBAR TO BE GALVANIZED #4 REBAR WITH AN EPDXY COATING.
e x 4" 6/6 WELDED WIRE 6" MIN. WALL
FABRIC (EACH SIDE & TOP OF THICKNESS
CAGE) K
DETAVL
- N.T.S. N.T.S.
CONTRACTOR SHALL SEAL THE PIPE
,d v PENETRATION USING A RUBBER BOOT
18" (TYP.) AND STAINLESS STEEL HARDWARE
2.03'
0 0
O
2 LF °d o
8"0 DIP ° y
o °
tx
0
- ° 8" PLUG VALVE. THE VALVE NO. 67 WASHED STONE (2) 4" PERFORATED,
- v SHALL BE A M&H STYLE 820
ENCASED IN NON-WOVEN CORRUGATED HOPE PIPE
° .4 . •,d " X-CENTRIC VALVE OR FILTER FABRIC (MIRAFI 18ON (ADS N-12 OR iJ
OR EQIVALENT) APPROVED EQUIVALENT) ram- CONCRETE JUNCTION BOX JB-1
a ENGINEER APPROVED EQUAL o Z
4" ANCHOR DEPTH v ' ACCORDANCE WITH AWWA o 0 0 0 0 0 o I THIS VALVE SHALL BE IN RIM=348.70 ( # ) H co
INV IN=342.40 WETLAND 1 co
CONTRACTOR SHALL a as
C-504 SEC. 5.5, AND SHALL o 0 o a o INV OUT=342.35 W M
INV IN=342.45 (JB-2) �
DRILL INTO PRECAST ° a a BE OPERABLE FROM TOP OF
EXTENDED BASE AND , OUTLET STRUCTURE VIA A o 0 0 0 0 0
SET ANCHORS USING 1.17 8"0 DIP DRAIN PIPE HANDWHEEL '4•. g :•`y` : °' - • 4' `:' N W A
EPDXY GROUT ( 3 o a o 0 0 0 0 - ?' :! 4:6 : •.a % 4:
CENTER TO CONTRACTOR SHALL CORE-DRILL .:' °- 4 - ,-- E� t a
CENTER) THE HOLE FOR THE 8"0 DIP IN " '`'``• ' b•�::='�-—" . ' = `' -re.n :
THE FIELD. PRECASTER SHALL 24 0 0-RING RCP
FROM WETLAND 1 1 D ,° �� w Z W
OMIT REINFORCEMENT IN THIS �'4.`
AREA.
I' `a M tfJ W
FLOW—■► o o a o 0 0 0 0 .:..;•��' W c+� E-H
J al••,. Z
.d• z
Wo EMERGENCY g 1IMSHRACK ;. a`•' ,: zW M�1
• a ,
N.T.S. 0 `: � '` va•.`.j:- .. ANDTYPCAL COVER MANHOLE RING O
•I- . '-
0 0 0 0 /10 00 /l0 1 r10 0 .:L.. ..•- ~°a.. n•. � a e '• -'•_..•.e I'.. -
V
t.
0 0 0 a 0 0 0 0 0 •'•
O
m
NOTES:
INSTALL ii L ALL STEPS PROT11Ut1INN 4" FROM INSIDE FACE OF STRUCTURE WALL,. r � TYPICAL MANHOLE RING 4'
CONCRETE JUNCTION BOX JB-1 CONCRETE JUNCTION BOX JB-1
`f ! STEPS DIFFERING IN DIMENSIONS,, CONFIGUI RATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED 4 �` AND COVER
THE ENGINEER WITH DETAILS OF fHE PROPOSED ST�P AND HAS RECEIVER WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS. �r�� RIM=348.70 RIM-348.70
woo ._.._._,_ ww _ _._ _w._.. _._ .-__._._. _.__,.. _ ._ __..,._ _.,_.,. , _� a INV IN=342.40 (WETLAND #1) INV IN=342.40 (WETLAND #1)
INV IN=342.45 (JB-2)
� ®# [i i I U-1 _j O t-ate INV IN=342.45 (JB-2) INV OUT=342.35 A' INV OUT=342.35 CONTRACTOR SHALL
o CL
w ACCORDANCE WITH NCDOT
01
LP* Mi ! rg PROVIDE STEPS IN
Ul
1" c mm_1 3 r F'' NO. 67 WASHED STONE
STD. 840.66. SEE DETAIL
�� ENCASED IN NON-WOVEN STEPS SHALL BE PLACED
FILTER FABRIC (MIRAFI 180N
f "Y j ;a� AT 16" O.C. _
..1 w` I 111�5S ;4j ryry §ftlh µ—r®t OR EQIVALENT) .d' ;-a .... •: .' :-a a:+:
CF? iw is ,., y✓ ' z L
>'
_. L _ ...�_ c� .: - �° •tu
NO. 67 WASHED STONE '° • •' ,+
-' "• V_� ' � - a4 .• ENCASED IN NON-WOVEN
24 0 O RING RCP e o 0 0 0 0 o a o •. :• �•
FROM WETLAND a FILTER FABRIC MIRAFI 18ON 6.3•: �:3= 0
PLAN! SIDE OR EQIVALENT)PLAN
ELEVATION
C PlbRiN SIDEa.
"' _ I ._� •�e w
ELEVATION00
,l cv;, 2eO O-RING RCP
.717
o 0 o a e 0 0 0 0 .a' FROM WETLAND :nP'
-
y ■06 �•" FLOW--e. _ "® —�-.
a N F o o a o 0 0 0 o FLOW
2!!
FLOW
� 1rAO�i j ,.,,._ ,-..,_._,-_._ �d� es...__.__._•..._.>,< �O ,� a o 0 o a o 0 0 0 � 1 -:;e (2) 4" PERFORATED
• - A.T TRQtV CAST IRON CORRUGATED HOPE PIPE
S
M co
--- EI'EVAT ELEVATION APPROVED AEQUIVALENT) ..
DS N-12 OR
° -
T'6. "_v{_..- •,.,. cf:,mt • bi i .... £ 0 0 0 0 0 0 0 0 '.• ::a- °< •a-a ' •a 0 o a - '° a 0 0
a 0 n. •'e.
o _ �•€ +r RAII OR
o :• "' �¢� - •r--.• _ -•gym•'BAR �' •a .+ $. .-° t.
�' Rd: � ! I z l' u (2) 4" PERFORATED,
:o
. - �- -- ' 4 CORRUGATED HDPE PIPE 8.50
o 0 t €. (ADS N-12 OR
UTILITY INSTALLATIONS AND OTHER PUBLIC
-t PLAN APPROVED EQUIVALENT
PLASTIC )
FACILITIES, INCLUDING SIDEWALKS AND
'n dd �SOE � O
ME € ELEVATION p /[�� � �S��OyE7�f(�y � �
N i� ' 'liz:.k9 _ 9Elt VJVY6R("4ra7 T" PL.7.`N F.a�fw�,Vl�E�.R CJ1g�
7/iF/3#► y'.€0. �"" HANDICAP RAMPS ARE TO BE CONSTRUCTED
.
THE CITY OF RALE GHON ALL STREETS AS SPECIFIED BY CITY AND SHALL BE SO ODE.
THESE FACILITIES HAVE BEEN APPROVED BY PROJECT NO. EPH-10000
3= E N!� ?7 -S E INSTAU�D UNLESS A CHANGE IS AUTHORIZED EPH10000-SW1
o ,--• ,- 1id ' _ _-. ®® A BY WRITTEN APPROVAL PUBLIC SANITARY
16 E EV T SON -,-` NOT SEWER EASEMENTS ARE TO BE RECORDED BI
Cj DESIGNED BY•
-�- -- 12r, O0 Nag" USE IN It N.T.S.
PRIOR TO FINAL ACCEPTANCE.
in STEEL } ! ....,..,. _M a SANITARY SEWER MANHOLES. � ® DRAWN BY: JAA
o BEST lye irllA N :SHUT I of 4
SECTION, A A _66 scalE:
840� � . __ __ AS SHOWN
2 TRANSPORTATION SERVICES DATE: 11-18-2010
g PUBLIC UTILITIES
a C ACC LATESTALL VERSION TO F THE CITY OFORM WITH THE RA EIGH AND CONSERVATION ENGINEER = NO. -J
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NCDOT STANDARDS AND SPECIFICATIONS. PLANNING
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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GENERAL NOTES CONSTRUCTION SEQUENCE z
1. PRIOR TO CONSTRUCTION, ANY DISCREPANCIES IN THE PLANS AND NOTES SHALL BE BROUGHT TO THE 1. PRIOR TO CONSTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT AND AN
DESIGN ENGINEER'S ATTENTION IMMEDIATELY. "APPROVAL TO CONSTRUCT" FROM THE CITY OF RALEIGH AND ALL OTHER APPLICABLE AGENCIES PRIOR / / \ / \ ` 6'�p o OE r z
TO CONSTRUCTION. ( / U om
2. PRIOR TO CONSTRUCTION, THE ON-SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITIY OF \\ \ W
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 / / \ \ , 1 i \ ' \ I x z;I
CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION CONTROL / \ \ I 1 \ \ \ , a ■® O ® �
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 : .. \ \
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING AGENCIES, PRIOR TO
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED ANY CLEARING.
AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND ' \ \ \ , \ 0 � L.
4. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE SPECIFICATIONS FOR THE PERMANENT PLANTING THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED / / 1 \ ' ' ( v ■ z g
PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME / I / 3ss.00 \ \ I F, rn a 0
PROPOSED DAM EMBANKMENT (FILL AREAS). STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE \ / \ / B -3s7.00 , ( W E, �
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON-SITE GEOTECHNICAL ENGINEER. ANY \ \ \ 0 x
E WETLAND MAY BE USED AS A SEDIMENT BASIN RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE NEW / \ \ \ \ \ Tw 3ss.00 ' f ® r '� c�
5. DURING THE INITIAL STAGES OF CONSTRUCTION, THE Bw 3s7.00
FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE GENERAL EMBANKMENT FILL NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY TRENCH / \ \ \ \ ' - I �, pa p ■
CONTRUC110N SEQUENCE BELOW: UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON-SITE GEOTECHNICAL / \ \ , , > a rn c
ENGINEER. / � \ � � y � I uj � � �w"z
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE, \ \ ' __ __ \ \
DAM, 4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM EMBANKMENT. � \ \ � a �
KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WETLAND GRADING. THE " \ / \ \ \ \ \ W d
THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE OR 2 FT BELOW THE 24 � �
INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE IS COMPLETE. \ \ ' W co
OUTLET BARREL AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 10 FEET. THE KEY TRENCH \ 6's \ � � ' y \ \ � I I M
B. THE TEMPORARY DRAWDOWN RISER (OR SKIMMER) SHALL BE CONNECTED TO THE PERMANENT 8"0 SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V). THE KEY TRENCH SHALL BE COMPACTED TO THE / \ \ I TW=368.00 ` t Z
SAME SPECIFICATION LISTED IN ITEM 3 OF THE SECTION TITLED "BERM AND SOIL COMPACTION \ \ BW=359.00
DIP DRAIN PIPE. SPECIFICATIONS." DEPENDING UPON ON-SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE / \ \ \ ,\ Bw 368.00 , �, w
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR ON-SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS / \ \ I 1 PRIVA STORMWATER BMP
APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE DEEMED NECESSARY. THE ON-SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY ' \& ACC EASEM NT (TYP.)� °e°°►�i����rr�
TEMPORARY DRAWDOWN RISER (OR SKIMMER) AND CLEAN-OUT THE BASIN. ALL SEDIMENT, TRASH, VARIATION FOR FUTURE AS-BUILT SUBMITTALS TO THE CITY OF RALEIGH. / \\\ \ i \ \ , \ \ W \ ` ` I ee.�`° CA[? . o
ETC. SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN \ SEDIMENT FOREBAY / \ \ \ , \ O�tN...•..• '••7 �''.
AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED. 5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED TO \ \
THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED BERM AND SOIL COMPACTION
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICES REMOVED, THE SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT \ RETAINING WALL Tw=3ss.00 I J ' \ ` I O =
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET. SECTION. \ Bw=359.00 `� 5
(DESIGN BY OTHERS - i \ r \ EA�THEN F REBAY�ERMS 0 ' x Q
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON-SITE INSPECTION 6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED PLEASE REFER TO GENERAL \ i \ CO PLCTED TO THE SAME PEC
I MICROPOOL i� THE DAM EM ANKM T (TYM.) ••.GINE�-
AND AN AS-BUILT SURVEY PRIOR TO INSTALLATION OF THE WETLAND PLANTS. IF THE BY THE ON-SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST NOTES 8-12) \ \ \ p P eee
AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ENCOUNTERED \ I / PLEASE RE TO I M 3 UNDER ` �i T � ee
CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS-BUILT SURVEY (AND \ �. i Tw=3s6.50 " '�. E. �N
SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE-PLANTING OF PLANTS WILL BE ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED BY THE \ \ ' / Bw=3s9.00 \ BERM SOIL A D COfuIPACTT01� ` ' ' '�....�„�,.°•`
GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH ADEQUATELY i / \ SPECIFICATIONS" \
AT THE CONTRACTORS EXPENSE. COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY THE ON-SITE
F. ONCE THE ENGINEER HAS APPROVED THE AS-BUILT GRADING, THE CONTRACTOR SHALL PLANT GEOTECHNICAL ENGINEER. \\ TW=366.90 \ \
THE PROPOSED WETLAND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS FACILITY. AFTER " \Bw=359.00 \ +7.50 \y 3 I \ \ \ \ \ I
COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER TO THE 7. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM 8 \ + i ya \ TW 367.50
THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON-SITE GEOTECHNICAL \ i / y + \ BW 359.00 \
ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED WETLAND � ( � + � � \ \
ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL IF IT IS NECESSARY, \ 35soo 35s.00 i
PLANTING PLAN. 7 \
THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO FINAL \ \ � � + � � � ��/ 35B.00 , \ RETAINING V1�ALL \ \ \
GRADE IN ORDER TO ACHIEVE PROPER COMPACTION. ( 357.50+ + 00 357.50 \ (DES N BY OTHERS\-
6. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN/HR. IN ORDER TO HELP MAINTAIN A PERMANENT � / -F- \ \
POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT GEOSYNTHE11C CLAY / / k + + PLEA E RE TO G NERAL
8. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN VALVE / 35s.00 357.50+ l 357.5+' 357.50
LINER A MINIMUM OF 1-FOOT BELOW THE LOWEST GRADE OR 1-FOOT BELOW THE BOTTOM ELEVATION LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS-BUILT CERTIFICATION HAS BEEN / 3+ ?o + /+ + 357.50 ` NOTE 8-12)
OF THE ROOT BALL FOR THE PROPOSED PLANTINGS WHICHEVER IS GREATER). IF A GEOSYNTHETIC / 357.50 \ 357.50
( ) COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY ALL APPLICABLE / 0 / / / \ + \ \ \ \ \
LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO LINING TECHNOLOGIES OR ENGINEER / / / \ + �
APPROVED EQUIVALENT. IF IT IS DETERMINED BY THE ON-SITE GEOTECHNICAL ENGINEER THAT A LINER AGENCIES. / 357.510+ / moo / /357.50+ / / + +�57.50 \ \ 35 oo, \ SEDIMENT FOR�BAY \ \ \
IS NOT NEEDED, THEN A LETTER TO THE ENGINEER CERTIFYING THE INFILTRATION RATE SHALL BE 9. INSTALL SPILLWAY FILTER PER DIRECTION OF THE ON-SITE GEOTECHNICAL ENGINEER AND THE DETAILS / / / a57.5o 357.50 / �8•�
PROVIDED, WHICH WILL BE USED DURING THE AS-BUILT CERTIFICATION PROCESS. / / / 3m / � \ 00
SHOWN ON SHEET SW-2C. / / �7.�+ / J + � 357 / �00 \ �•0° ��� \ \ \ \ \ z
7. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE / / / _ / \ + + ,\ \ \50 LF 2\4"O 0- ING RC� ® 0. 0x \ \
10. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL / / 00
PROPOSED WETLAND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A LANDSCAPE Tw�3s7.�o + / 35& / �\ \ JOINTS WRAPPE IN
PROFESSIONAL FOR THE FUTURE WETLAND PLANTINGS, THE CONTRACTOR SHALL OVEREXCAVATE THE COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON-SITE GEOTECHNICAL ENGINEER. ALL Bw 35s 00 / / J
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN 35?0+ / / /35800 \�+ \ EOTEXTI FAB C)INTERIOR PORTIONS OF THE WETLAND (FROM THE NORMAL WATER SURFACE ELEVATION TO THE " " / + / M
BERM AND SOIL COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE REQUIREMENTS. / / 7'So / / �S 9
BOTTOM) BY 18 INCHES. THE CONTRACTOR SHALL THEN BRING THE WETLAND AREA TO THE FINISHED IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT / / / / 3 � / S \ \ \
GRADES USING THE TOPSOIL STOCKPILED ON-SITE (AMENDED AS DIRECTED BY THE ON-SITE IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND COMPACTION ACTIVITIES / + / +/ 357.50 ° 50 + \ \ \ \
LANDSCAPE PROFESSIONAL). THE OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING CONDITIONS AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH LOOSE LIFTS AND BE TO / / ts57.5o / / J +� 1 + +\ \ \' \ CA
FOR THE PROPOSED WETLAND PLANTS. THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. ALL COMPACTION / / 7.50 / 357.50 + / \ TW=365. 0 0
AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY THE ON-SITE GEOTECHNICAL " , / + J / /+ / +357150 358 // 35750+ � / .50 ` , \ \ BW=359. \ \
8. THE RETAINING WALL ALIGNMENT SHOWN ON THESE PLANS DEPICTS THE LOCATION OF THE FRONT FACE ENGINEER AND AS LISTED IN THE SECTION TITLED BERM AND SOIL COMPACTION SPECIFICATIONS'. / / / 30.50 / / i / \ \ \ H o�
OF THE RETAINING WALL AT THE BOTTOM. + / /357.50 / \ co
00
11. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER / / 357.50 / / / + / + 750 �� \ \ , \ cq
9. THE RETAINING WALL IS TO BE A DESIGN-BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE SEEDING SCHEDULE. \ +J l 7 \ e��
CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED
PROFESSIONAL ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF 12. SCHEDULE A FINAL AS-BUILT INSPEC11ON AND AS-BUILT SURVEY WITH THE ENGINEER. AN AS-BUILT \ / + / / I 1 � � q
THE RETAINING WALL. INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO IMPOUND IS /\ �00 / +moo \ \ E-+ '4
REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE CORRECTED TO THE \
10. THE RETAINING WALL SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SITE BORROW MATERIAL OR SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE GRANTED. UPON FINAL yc' \ ' BW-36300 ' ` � a
PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE APPROVAL FROM THE CITY OF RALEIGH, CLOSE THE 8"0 BOTTOM DRAIN VALVE IN THE RISER BOX AND �� \ / / / ( j \ \ \ \ w z I'
GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON-SITE SOILS BEGIN IMPOUNDING WATER. NO WATER SHALL BE IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS / ''� \ / / / / \ C) a
CAN BE USED. ISSUED FROM THE CITY OF RALEIGH AND THE ENGINEER. / //\\ / / / / DD 4, �' \ \\ \ d d
11. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE ( / / 363 _ \ \ c� 04
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE OUTLET STRUCTURE MATERIAL SPECIFICATIONS / � I �\ / / /F OaM E M�e+� � � r , �------� -�- _. -L -- \ _ Q+ 0 a
FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS. \ / / , / �Opi O,� D ` t \ \ \ to w
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE I / ` =357.0 \ \ x c� H
/ B =356.0 \ \ _
12. THE PROPOSED RETAINING WALL ON THE NORTH SIDE OF THE FACILITY MAY BE A BLOCK/GEOGRID REQUIREMENTS OF ASTM C76-LATEST. THE PIPES SHALL HAVE CONFINED 0-RING RUBBER GASKET / � � / iJ Z
WALL. PLEASE NOTE THIS WALL WILL EXPERIENCE PERIODIC INUNDATION DURING RAINFALL EVENTS. THE JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4. Uj / --- -
RETAINING WALL DESIGNER SHALL ACCOUNT FOR PRESSURE ON THE WALL DUE TO SOIL SATURATION Co
BEHIND THE WALL DURING DESIGN. AN APPROPRIATELY SIZED DRAINAGE SYSTEM, WHICH SHALL OUTLET 2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE � ' W
INTO THE FACILITY FOR THE BLOCK/GEOGRID WALL, SHALL BE DESIGNED AND INSTALLED BEHIND THE / -�- -�--- --\ ___\
SHALL BE BY OTHERS. PRIOR TO ORDERING THE SIRUCTURE,THE CONTRACTOR SHALL PROVIDE TO THE � �s � � (( \ z W
RETAINING WALL TO RELIEVE SOIL WATER PRESSURE. DESIGN ENGINEER FOR REVIEW SHOP DRAWINGS AND SUPPORTING STRUCTURAL CALCULATIONS SEALED \ \ 1 Tyr=3ss.o0 \ \ - O
BY A P.E. REGISTERED IN NORTH CAROLINA DEMONSTRATING THE PERTINENT VERTICAL LOADS ARE �s ' , ' ew�366.so \ \ \
13. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM SUPPORTED BY THE CONCRETE RISER STRUCTURE. f �,,�
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED WITH
COMPACTED FILL PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE TOP 3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS SHALL
2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED FILL. THE BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE WITH NCDOT / IS JS is
TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT. STD. 840.66. PLEASE REFER TO SHEET SW-2B FOR LOCATION OF THE RISER STEPS. /
14. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC. 4. THE 8 Lx8 Wx22 THICK CONCRETE ANTI-FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED / PRIVATE ST "R _47 AS
MWA R BMP / / / / v
NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE WETLAND SITE. IT IS ANTICIPATED BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART OF / & ACCESS/EASEMEN (TYP.)I J f /l // / J l / r _ ` \ �
THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY TRENCH). DURING THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). IN / /
PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR LIEU OF A PRE-CAST BASE, THE CONTRACTOR MAY OPT TO CAST-IN-PLACE THE ANTI-FLOTATION / // / / / / / / - _ _ \ ' / / \\ O \ \ \ \
SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST-IN-PLACE BASE, THErn
WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND SIDESLOPES ARE STABLE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING THE FOLLOWING: / / / / f / \ / / I� \
/ f (SE DETAIL SHEET SW111H 1 tY) l / WETLAND Iu AINTENANCE�ACCESS
A. STEEL REINFORCEMENT ( / / / / SHAf' = SQUA E MAX. LONGITUDINAL SLOPE = 5:1 (H )
BERM AND SOIL COMPACTION SPECIFICATIONS B. THE CONNECTION MECHANISM TO JOIN THE ANTI-FLOTATION BLOCK WITH THE RISER SECTION / / / I�TERNAL/91MENSIONS 7 4 FT: x 4 FT J ` MAX. CROSS SLOPE = 10.1 (H:V)
J ( / TOP Of RISER = 3 0.40
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW AREAS 5. THE RISER BOX JOINTS SHALL BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO - _ / / / / / 4%9" ORIFIPE INVERT 59.00
APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ASTM-C990-LATEST. IF NECESSARY, THE CONTRACTOR SHALL INCORPORATE A WATERSTOP INTO THE �O i i / SIPHON INVERTS 358.00 ti \ \
ROOTS STUMPS, RISER BOX JOINT TO ENSURE A WATERTIGHT CONNECTION. THE CONTRACTOR SHALL PARGE JOINTS ON i I RT OUT (24"b/O-RING RCP) = 354.30/ / I \ cq
WOOD, STONES GREATER THAN 6 , AND FROZEN OR OTHER OBJECTIONABLE MATERIAL BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. / �'tic ' I PROPERTY LINE (TYP.) \
THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM EMBANKMENT AND KEY
0
TRENCH: ML AND CL 6. IF THE ANTI-FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE / / / I 24"0 RCP SPILLW�Y FILTE
PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 23,950 LBS. THE STRUCTURE I / / / I I
NOT EXCEED A MAXIMUM 8" LIFT UNCOMPACTED . / (SEE DETAIL SHEET SW-2C) I 1NDWALL ER NCDOT STD. 838.80 \
2. FILL-PLACEMENT FOR THE EMBANKMENT SHALL ( ) WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF / / / P � \
EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN // / / I ` I I (SEE DETAIL SHEET SW-2D) \ ��
FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR OPTS TO / / / / i II V. OUT (2�-O RCP) = 354�0
MATERIAL ADJACENT TO ALL SPILLWAY AND CONTRACTOR SHALL LIME THE SLOPES \
PROPERLY PREPARED FOR FILL PLACEMENT. FILL MATER CAST-IN-PLACE THE ANTI-FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE WEIGHT OF THE / � / �
DRAINAGE STRUCTURES SHALL BE PLACED IN 4-INCH (UNCOMPACTED) LIFTS AND HAND-COMPACTED ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE. / / ( ABOVE �ND AROUND THE CONCRETE ` I \
TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE EMBANKMENT. / I / I ENDWALL qND WINGWALL WITH NCDOT \ / SCO R HOLE \ \ z
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE ENGINEER / / , CLASS 'B' RIPRA TO PREVENT \ VELOP ITY DISS+PATOR N
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED TO FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN THE TRASH / , / / EROSION/SCOUR FROM OCCURRING \ (SEE'DETAIL SHEET SW-2D)
AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE ACCESS. CONTRACTOR / / / / ) AROUN THE ENDWALLYNNGWALLS.
SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS HATCH.
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON
GEOTECHNICAL
ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO
PREVENT COVER S ES AB SHED ALONG THE PIPE.COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL MINIMUM 9. GEOTEXTILE FABRIC FOR THE 24"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER #s�
APPROVED EQUAL (NON-WOVEN FABRIC)
20 EXAM V1W GRAPHIC SCALESCALE 40
1" 20' 20
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM 10. STORMWATER WETLAND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BE A
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN ACCORDANCE WITH AWWA
NEEDED DURING THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. THEREFORE, I inch = 20 ft
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING AND TO C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET STRUCTURE VIA A HANDWHEEL (SEE
ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. DETAIL SHEET SW-2B). THE CONTRACTOR SHALL PROVIDE A REMOVEABLE VALVE WRENCH WITH A
HANDWHEEL ON TOP FOR OPERATION OF THE 8"0 PLUG VALVE. A CHAIN AND LOCK SHALL ALSO BE
5. PRIOR TO USE AS FILL MATERIAL FOR THE DAM EMBANKMENT, THE CONTRACTOR SHALL PERFORM PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK.
STANDARD PROCTORS ON THE PROPOSED BORROW MATERIAL TO ENSURE THAT OPTIMUM MOISTURE
CONTENT AND COMPACTION CAN BE ACHIEVED / CONTROLLED DURING CONSTRUCTION. STATEMENT OF RESPONSIBILITY
6. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED UTILITY INSTALLATIONS AND OTHER PUBLIC
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE 1. ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF FACILITIES, INCLUDING SIDEWALKS AND
PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS DIRECTED BY THE PROPERTY OWNER'S ASSOCIATION. PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT HANDICAP RAMPS ARE TO BE CONSTRUCTED
THE ON-SITE GEOTECHNICAL ENGINEER. FOR THIS FACILITY. ON ALL STREETS AS SPECIFIED BY CITY CODE. PRO]ECT NO.
THESE FACILITIES HAVE BEEN APPROVED BY EPH-10000
7. TESTING WILL BE REQUIRED ALONG THE 24"0 O-RING OUTLET BARREL AT A FREQUENCY OF ONE TEST THE CITY OF RALEIGH AND SHALL BE SO EPH10000-SW2
PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON-SITE GEOTECHNICAL INSTALLED UNLESS A CHANGE IS AUTHORIZED �`
ENGINEER. BY WRITTEN APPROVAL PUBLIC SANITARY BI
SEWER EASEMENTS ARE TO BE RECORDED DESIGNED BY:
PRIOR TO FINAL ACCEPTANCE. O DRAWN BY: JAA
s- scAm-- AS SHOWN
TRANSPORTATION SERVICES DATE: 11-18-2010
PUBLIC UTILITIES = SHEET NO
®A
ALL CONSTRUCTION SHALL CONFORM WITH THEG,
LATEST VERSION OF THE CITY OF RALEIGH AND CONSERVAIION ENGINEER
NCDOT STANDARDS AND SPECIFICATIONS. PLANNING 0
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION MCADAMS

ALL CONSTRUCTION SHALL CONFORM WITH THE UTILITY INSTALLATIONS AND OTHER PUBLIC
FACILITIES, INCLUDING SIDEWALKS AND
RISER TRASH RACK TOP OF HANDWHEEL TO EXTEND LATEST VERSION OF THE CITY OF RALEIGH AND HANDICAP RAMPS ARE TO BE CONSTRUCTED H
(SEE DETAIL 1-FOOT ABOVE TRASH RACK NCDOT STANDARDS AND SPECIFICATIONS. ON ALL STREETS AS SPECIFIED BY CITY CODE. z
SHEET SW-2B) THESE FACILITIES HAVE BEEN APPROVED BY fs7 Go
THE CITY OF RALEIGH AND SHALL BE SO ■® Z c
COMPACTED BERM SECTION INSTALLED UNLESS A CHANGE IS AUTHORIZED S� h
10 FT. WIDE MINIMUM (SEE BERM AND SOIL BY WRITTEN APPROVAL PUBLIC SANITARY
ORIFICE WITH TRASH RACK Ey o� o
COMPACTION SPECIFICATIONS SEWER EASEMENTS ARE TO BE RECORDED
APPROXIMATE LOCATION OF o �z
(SEE DETAIL SHEET SW-2C) 0
ON SHEET SW-2A) PRIOR TO FINAL ACCEPTANCE. t„�
EXISTING GROUND a)
W a a
TOP OF DAM = EL 363.00 z "
CONCRETE COLLARc:
(TO BE CONSTRUCTED IN THE FlELD BY 3 3 PROPOSED GRADE TRANSPORTATION SERVICES ®® . ■
THE CONTRACTOR, 1 1 PUBUC UTILITIES a
SEE DETAIL SHEET SW-2B
100-YEAR STORM = EL 361.10 } ENDWALL PER NCDOT STD. 838.80 CONSERVATION ENGINEER ,
SPILLWAY FILTER SEE DETAIL SHEET SW-2Da
10-YEAR STORM = EL. 360.62 SEE DETAILSSHEET ( ) PLANNING d w
TOP OF RISER = EL 360.40 ( d
2-YEAR STORM = EL 359.79 � ►" a
�-' a a
SIAI
4, W E"
24"x9" ORIFICE = EL 359.00 1- WATER QUALITY STORM = EL 358.93 6 COVER z v
(MIN.) SCOUR HOLE o �
SIPHON/NWSE = EL. 358.00 (SEE DETAIL SHEET SW-2D) p., c
VELOCITY DISSIPATOR :n .n
W
^t� ® W �
a M
o
o�o�o�oo `w o
cc
am uj
mmm mmmo a oDa z
0 50 U= 24"0 O-RING RCP ® 0.60% FLOW ® ( pa
BARREL INVERT OUT = EL. 354.30 0 0 00 0
_-III I -_ _- - -_- -
I I I-I I I I III-III I I III-III-III-I i I-I i I III-I I -III III III III III III III-III-III-III I _ _ _ 1,
SIPHON OUTLET DEPTH VARIES - ?°��
II-III III_ - _- I III-III III III III III III-III-III II
INV = EL. 358.00 (NWSE) _ -_ -_ _ _ _- 2-F>_. (MIN.) III-III -I�I-III-I�I-III-III-III-III III _=I - I I-III-III-� � � III-I = 5
(SEE DETAIL SHEET SW-2C -III -III III-I -I I I-III-I I I-III III III-III III-III-I I I I I I-I I ICI t I I-III III-III-III-III III III-III-I I l-I I I I I I-I �- I I I-I -� -I 11-1 I I III-
FOR SIPHON DETAIL) ( I-� ( -� ( ( I I -� III -� (
I_ III- I� I _ 1 I III III-III-�I I.-1 I I-i ► i- -'
I I I INV. 24"0 RCP = 354.00 .,�T °•°° °° �.1P.`�`
8"0 DIP DRAIN TRASH RACK CONCRETE 8" PLUG VALVE. THE VALVE NON-WOVEN GEOTEXTILE FABRIC ( I I I I I (-I I I ( III I I I i ,I I ( ( ) eTE�E;"N
(SEE DETAIL SHEET SW-2C) ANTI-FLOTATION SHALL BE A M&H STYLE 820 SHALL BE PLACED AROUND EACH '� i -i I ( I I (-III-III III III III-III- I I I I i I I I- I )
BLOCK X-CENTRIC VALVE OR APPROVED JOINT OF THE 24' O-RING RCP _
EQUAL THIS VALVE SHALL BE IN BARREL IN 2' WIDE STRIPS -I I I-III KEY TRENCH (SEE BERM AND
ACCORDANCE WITH AWWA C-504 CENTERED ON JOINT. 0.0' ( N) SOIL COMPACTION SPECIFICATIONS,
SEC. 5.5, AND SHALL BE
OPERABLE FROM TOP OF OUTLET DETAIL SHEET SW-2A)
STRUCTURE VIA A HANDWHEEL.
N.T.S.
7.0' z
O
I 9.9 LF a
1.5' 5.0' 1.5'
2"x2%1/4"
ANGLE NOTES:
"0 GRADE 8
° STAINLESS STEEL 1. ALL REBAR TO BE #4 REBAR.
CONCRETE LAG ._
�-..:°-:--`' -:- '• :., :•:• • .•: -•.,:- ::;°:• aa. -- - . . • .�.-._:., :',.•�..: _• CONCRETE ANCHOR BOLT
SCREW ":.; :,, •' •° : CONCRETE COLLAR ` - (TYP., SEE NOTE #4) 1 0, 2. ALL REBAR AND ANGLES TO BE HOT-DIPPED
}' " 'a (TO BE CONSTRUCTED IN THE GALVANIZED AND BE PROVIDED WITH AN
d •p FIELD BY THE CONTRACTOR, EPDXY COATING. t�
''°- _ is �- 4 a.
o a• . a.• 5.• ••a y e :•: ., ,'= •:Q SEE DETAIL SHEET SW-2B) " " " co
:: :::
" " " Y a• . .: ` ;. :.,:° . - : :: ,:g. 4 a-:. :� _ 9.9 L 3. THE HOT-DIPPED, GALVANIZED 2 x2 x1 4 W
12 X 4 X .. 2.0 " " " 0.7 /
GALVANIZED STEEL y. •.a ~ . ='• , ' 2 x2 xl 4
• / ANGLES SHALL BE WELDED TO THE REBAR
o SIPHON OUTLET �' :c. '°..`•'� ,.a.:..: .`.'-i - .. : a.a. .a. ' e .y s , r
STRAP (4 PER ,°A a_< 7.0 5.0 3.0 ❑ ANGLE 2.0. TRASH RACK. ONCE WELDED, THE ENTIRE Z d
RISER JOINT) 11
INV = EL 358.00 (NWSE) ;' :. �j ASSEMBLY SHALL BE PLACED ONTO THE A
(SEE DETAIL SHEET SW-2C ;; :: -' ': : RISER WITH ANGLES SITTING DIRECTLY ON d
FOR SIPHON DETAIL) "':` ;. '°-` , 4 ° TOP OF RISER. d a
30 .-- :'r Z
W Gz.
-
4 '' _ ` • CONCRETE ANCHOR BOLT 4. CONTRACTOR SHALL ANCHOR THE TRASH
RACK TO MANHOLE WALL WITH FOUR 4"x1/4" O x
"•; (TYP., SEE NOTE #4) .': 0
�'• ''. 24"0 0-RING RCP CONCRETE ANCHOR BOLTS THROUGH ANGLES.
8.0 5.0 ❑ -•:
•` FLOW
5. CONTRACTOR SHALL OMIT OR ADJUST REBAR A•+
- s ` ' AS NECESSARY TO ALLOW FOR CONCRETE
RISER_TRK `may-e^! N 1.0' COLLAR. c�j EW.,
N.T.S. 24"x9" ORIFICE
INV = EL 359.00
(SEE DETAIL SHEET : : --A::,. ` '- . .•:. 4 .9 LF
" "
SW-2C FOR ORIFICE ° 2 x2 x1/4 w
TRASH RACK DETAIL) t ®_ '�' "'• �� ANGLE THE BOLD / DASHED UNETYPE
•a' :. a: DENOTES THE ACCESS HATCH FABRICATED HINGES FOR THE O
1.5' TO BE PROVIDED BY THE TRASH 2 x3 ACCESS HATCH
RACK FABRICATOR PER OUTLET
1. CONCRETE ANTI-FLOTATION BLOCK TO BE PROVIDED WITH •a. °
1 , e:` STRUCTURE MATERIAL
MINIMUM TEMPERATURE AND SHRINKAGE STEEL SPECIFICATIONS (SHEET SW-2A)
REINFORCEMENT. C
2. TRASH RACKS FOR RISER, 8" DIP EMERGENCY DRAIN, 8" DIP DRAIN AND CONTRACTOR SHALL PROVIDE N.T.S.
24"X9" ORIFICE, AND 2"0 ORIFICE NOT SHOWN FOR SIPHON TRASH RACK STEPS IN ACCORDANCE WITH
CLARITY. (SEE DETAIL SHEET SW-2C) NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
3. THE NUMBER OF GUIDES FOR THE VALVE STEM SHALL BE (SEE DETAIL SHEET SW-2C)
DETERMINED IN THE FIELD BY THE CONTRACTOR. THE TOP OF HANDWHEEL TO EXTEND
VALVE STEM MUST BE OPERABLE FROM THE TOP OF THE 1-FOOT ABOVE TRASH RACK
RISER VIA THE HANDWHEEL WITH AN INSIGNIFICANT AMOUNT
OF PLAY IN THE VALVE STEM. 24"x9" ORIFICE NOTES.
INV = EL 359.00 GUIDE STEM CONTRACTOR SHALL PROVIDE 1. ALL REBAR TO BE #4 REBAR.
5.0' (SEE DETAIL SHEET STEPS IN ACCORDANCE WITH A
SW-2C FOR ORIFICE NCDOT STD. 840.66. STEPS 2. GROUT SHALL BE USED TO FILL ALL VOIDS INSIDE N
24"x9" ORIFICE
4.0' TRASH RACK DETAIL) SHALL BE PLACED AT 16" O.C. THE STRUCTURE AROUND THE PIPE.
INV = EL 359.00 TOP OF RISER = EL 360.40 (SEE DETAIL SHEET SW-2C)
(SEE DETAIL SHEET 2.0'
SW-2C FOR ORIFICE a
TRASH RACK DETAIL)
% ° 0 5.0' °
9" : .�
~d d;: CONCRETE COLLAR " "
(TO BE CONSTRUCTED IN THE 3 CLEARANCE TO 3 CLEARANCE TO 3" ANCHOR DEPTH Z
FIELD BY THE CONTRACTOR, OUTSIDE OF #4 REBAR 3" CLEARANCE TO OUTSIDE OF #4 REBAR 1.00' DEPTH x
NWSE = EL. 358.00 `' " a." SEE DETAIL SHEET SW-2B) OUTSIDE OF #4 REBAR 3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
SIPHON OUTLET---- . 6 MIN. WALL = 6.10' 4 `•.:- _ a - a �1
INV = EL. 358.00 (NWSE) THICKNESS (TYP.)
(SEE DETAIL SHEET SW-2C 8.43' o `'.-`• - '° a ,• ° "
FOR SIPHON DETAIL) ^,< <.•� a.a' a #4 REBAR ANCHORS 3 CLEARANCE TO
CONTRACTOR SHALL FORM • •` SIPHON OUTLET a ° DRILL CONTRACTOR
RECAST a _ OUTSIDE OF #4 REBAR
INVERT OF RISER STRUCTURE INV = EL 358.00 (NWSE) " '° STRUCTURE WALL AND ° "
TO DRAIN POSITIVELY TO (SEE DETAIL SHEET SW-2C o 24"� 0-RING RCP 2,g' / SET ANCHORS USING a 5.5 CENTER TO
INVERT OF OUTLET BARREL FOR SIPHON DETAIL) •`. • " EPDXY GROUT " CENTER
USING NON-SHRINK GROUT O ° ,_'• FLOW A 24 vs 0-RING
3.2' '° . ' e 24 0 O-RING RCP
RCP e
V-6" INV. OUT = EL. 354.30
e, . e 'a` •° ' °: ' °• e 0.5 ° G a. a ° e d. 6 ANCHOR DEPTH
Ilk-
" 1.83' 4 v'- 4 6 ~ •_' PRECASTER SHALL 4 -4
`� •- ` '' PROVIDE A BLOCK OUT
�°� : .• :-a:'-•a. a •a; a a, - -�-a.
:..-.
FOR THE 24 0 0-RING RCP
#4 REBAR ANCHORS. PROJECT NO. EPH-10000
6" MIN. BASE 24"0 0-RING RCP CONCRETE ANTI-FLOTATION CONTRACTOR SHALL DRILL
CONTRACTOR SHALL SEAL BLOCK
INTO PRECAST BASE AND SET Aw° EPH10000-SW2
THICKNESS (TYP.) 8"0 DIP DRAIN PIPE 8" PLUG VALVE. THE VALVE " ANCHORS USING EPDXY GROUT
8" DIP DRAIN THE PIPE PENETRATION CONCRETE CONTRACTOR SHALL CORE-DRILL SHALL BE A M&H STYLE 820 8" 37 8" 3" CLEARANCE TO DESIGNED BY. BI
USING A RUBBER BOOT ANTI-FLOTATION THE " CONCRETE ANTI-FLOTATION
CONCRETE AND STAINLESS STEEL BLOCK THE HOLE IN THE FIELD. P ECASTER(P PIPE X-CENTRIC VALVE OR SHALL APPROVED EQUAL THIS VALVE OUTSIDE OF #4 REBAR BLOCK ® DRAWN BY' JAA
HARDWARE
ANTI-FLOTATION OMIT REINFORCEMENT IN THIS SHALL BE IN ACCORDANCE r SCE' AS SHOWN
BLOCK AREA WITH AWWA C-504 SEC. 5.5, CC � Gv® I 11-18-2010
AND SHALL BE OPERABLE DATE:
TT FROM TOP OF OUTLET N.T.S.
V STRUCTURE VIA A HANDWHEEL s> r No.
N.T.S.
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION AWADAMS

H
8"0 DIP DRAIN PIPE W w
1.17' CONTRACTOR SHALL CORE-DRILL ■® c
(CENTER TO THE HOLE FOR THE 8"0 DIP IN zo
CENTER) THE FIELD. PRECASTER SHALL a R w
e x 4" 6 6 WELDED o F 2 z
/ OMIT REINFORCEMENT IN THIS
WIRE FABRIC e - AREA
(EACH SIDE & a ".d a W Oa a
TOP OF CAGE) 6" MIN. WALL 8" PLUG VALVE. THE VALVE ■ z
° THICKNESS � ■
' • � = SHALL BEAM&H STYLE 820 .o DZ x '�
X-CENTRIC VALVE OR
APPROVED EQUAL THIS VALVE ■ �' o
SHALL BE IN ACCORDANCE d #4 REBAR TRASH RACK d a
e, WITH AWWA C-504 SEC. 5.5, (SEE NOTES) a °' 30"
a AND SHALL BE OPERABLE
FROM TOP OF OUTLET a" RISER OUTLET STRUCTURE a 24" ti
3" (TYP,) STRUCTURE VIA A HANDWHEEL 4" PVC CAP WITH d .° d' d. 2ex9" ORIFICE (TYP.)AA
SCREW TYPE PLUG °" a INV = EL 359.00
00'2.
e a a z x
0
` e 12" a a 0 ■
. b
e
a W�
.. e•" uJ ® w"t n
18" (TYP.) ° TOP = EL 359.00 a " I
'° 2 LF 8"0 DIP e o : 18 9" g 18" 9" W
z `°
4"0 SCHEDULE 40 12" 2"
'' • a - CONTRACTOR SHALL SEAL THE PIPE PVC TEE b z
e e W
e• "e PENETRATION USING A RUBBER BOOT (4) STEEL CLAMPS
° AND STAINLESS STEEL HARDWARE ( ) 3
. -. <• °. SEE NOTES "
INVERT = EL 358.00 (NWSE) if 4.4 ° ' 0•`',(N CAR
#6 REBAR PERIMETER FRAME
6" 9" 24"x9" ORIFICE TYP. _
°6 4"0 SCHEDULE 40 PVC (TYP.) - -
INV = EL 359.00 = 5
BOTTOM = EL 357.50 a e RISER OUTLET STRUCTURE
'4 (4) STEEL CLAMPS 0
e. ' °:` ° (SEE NOTES) #4 REBAR TRASH RACK ''•�T E.
\NAP.��%
(SEE NOTES)
#6 REBAR PERIMETER FRAME °
4" PVC CAP WITH
2"0 DRILLED ORIFICE
NOTES:
4" x 4" 6/6 WELDED WIRE 6" MIN. WALL
FABRIC (EACH SIDE & TOP OF THICKNESS 1. ATTACH TRASH RACK WITH (4) HOT DIPPED GALVANIZED STEEL
CAGE) ° CLAMPS. EACH CLAMP ATTACHED TO WEIR BOX BY (2) 4'x1/4"
CONCRETE ANCHOR BOLTS. EACH CLAMP SHALL BE COATED WITH AN
EPDXY COATING.
CONTRACTOR SHALL SEAL THE PIPE 2. ALL REBAR TO BE GALVANIZED #4 REBAR WITH AN EPDXY COATING.
a° PENETRATION USING A RUBBER BOOT
18" (TYP) AND STAINLESS STEEL HARDWARE
2.03'
0 0 z
O
8"0 DIP °0 ° w7 C Da W
o °
N.T.S.
0
N.T.S. a
�8" PLUG VALVE. THE VALVE
- a" SHALL BE A M&H STYLE 820
° -d a ° X-CENTRIC VALVE OR
A a " ENGINEER APPROVED EQUAL "
° • THIS VALVE SHALL BE IN 102
4" ANCHOR DEPTH ° ACCORDANCE WITH AWWA
" aD
CONTRACTOR SHALL a ° 30 O.D. a
DRILL INTO PRECAST ° G o�- ° C-504 SEC. 5.5, AND SHALL W CCQ
BE OPERABLE FROM TOP OF
SET NDED BASE AND ANCHORSUSING 1.17' 8"0 DIP DRAIN PIPE HA DWHETRUCTURE VIA A H W A
EPDXY GROUT (CENTER TO CONTRACTOR SHALL CORE-DRILL � d
CENTER) THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL ALL CONSTRUCTION SHALL CONFORM WITH THE UTILITY INSTALLA11ONS AND OTHER PUBLIC W Z w
OMIT REINFORCEMENT IN THIS 24"0 O-RING RCP FACILITIES, INCLUDING SIDEWALKS AND a
AREA. _ LATEST VERSION OF THE CITY OF RALEIGH AND HANDICAP RAMPS ARE TO BE CONSTRUCTED
0 0 0 0 0 0 o NCDOT STANDARDS AND SPECIFICATIONS. ON ALL STREETS AS SPECIFIED BY CITY CODE. O a 94
THESE FACILITIESFRA HAVE BEEN APPROVED BY a U a
THE CITY OF RALEIGH AND SHALL BE SO
O O O O O a a INSTALLED UNLESS A CHANGE IS AUTHORIZED 94
BY WRITTEN APPROVAL PUBLIC SANITARY W
4"0 PERFORATED SEWER EASEMENTS ARE TO BE RECORDED x M z
ADS N-12 PRIOR TO FINAL ACCEPTANCE.
O O O/� O (CAPPED ON a
►® EMERGENCY 4' a o a a 0 0 a UPSTREAM END)
SPILLWAY
PIPES FILTER TRANSPORTATION SEINICES z W
N.T.S. PUBLIC UTILITIES
oaOO O �O 0 CONSERVATION ENGINEER
oa o oa oa a oa oa
PLANNING
0 0 0 0 O
ENDWALL PER NCDOT STD.
838.80 MODIFIED TO
ACCOMODATE 4" WEEPHOLES NO. 67 WASHED STONE
(SEE DETAIL SHEET SW-2D) ENCASED IN NON-WOVEN
NOTE: 4 WEEPHOLES TO BE FlLTER FABRIC (MIRAFI 18ON
S e " OR EQUIVALENT
NOTES:
INSTAL ALL STEPS PROTRUDING 4" FROM INSIDE FACE OF STRUCTURE WALL. w� PROVIDED WITH VARMINT )
STEPS DIFFERING IN DIMENSIONS,: CONFIGURATION, OR IAATERIALS FROM THOSE SHOWN PAY ALSO BE USED! PROVIDED THE CONTRACTOR HAS FURNISHED � �d GUARD ON DOWNSTREAM SIDE
I ► THE ENGINEER WITH DETAILS OF THE PROPOSED ST�P°S AND "AS RECEIVER WRITTEN APPROVAL. FROM THE. ENGINEER FOR THE USE OF SUCH STEPS tt
is
OCT ' `` y r ~s U. PROPOSED GRADE
�.�
i tI!
I I
i ¢ i 0
21
m _ III III—) I I III—III—I 6
I ( IIiI(
PLAN
SIDE � 4"0 WEEPHOLES ON EACH
j ELEVATION
a a a a a a III i.� PAIN. ( ( ( SIDE OF SPILLWAY Z
L� SIDE � aaa aaaa aoa _ aoaa ao� �
ELEVATION
€ tl Y ( v
.u css;
ENDWALL PER NCDOT STD.06
C ~
O a O O
0 � 838.80"MODIFIED TO
-..- p��a I@�• ACCOMODATE 4 WEEPHOLES pa o p
w.wg (SEE DETAIL SHEET SW-2D)
24"0 0-RING RCP XC
CAST Tt#1N OAST IRON
_. L A QN r+ NOTE. 4" WEEPHOLES TO BE 24"0 O-RING RCP " FLOW--®
E.LE.9A11LOt
�y ^_ _� __� ____.__—_— �_ PROVIDED WITH VARMINT a 54 a
-- GUARD ON DOWNSTREAM SIDE a a a a a a a a a a
ca �- /
' w #O BAR OR
Y: o 0 00 00
` 4.
834
(Y r(y
;91 '$ mi VRAL�Tile O
j SWIr w 333 �iq.
_ !!! W 1' MIN.
?'
PLAN `OLASTI _
SHOE SIDE 4"0 PERFORATED ADS
1'fl NO. 67 WASHED STONE
ELEVATION � PLAN ELEVATION Gaut " ENCASED IN NON-WOVEN
COMPOSITE _ �: � NO. 67 WASHED STONE 4 0 WEEPHOLES ON EACH N-12 (CAPPED ON
ENCASED IN NON-WOVEN SIDE OF SPILLWAY TO ALLOW FILTER FABRIC (MIRAFI 180N UPSTREAM END) SPILLWAY pRozI.cT No. EPH-10000
FILTER FABRIC (MIRAFI 18ON FOR DISCHARGE OF 4 0 OR EQUIVALENT) FILTER DRAIN PIPES
REI FORGING STEEL ; OR EQUIVALENT) PERFORATED ADS N-12 �: EPH10000-SW2
n (CAPPED ON UPSTREAM END)
ELE.VAT.II.ON E�iQTE: � SPILLWAY FILTER DRAIN PIPES DESIGNED BY:
BI
DEFtIt1�SED yI2" 00 NOT USE IN
STEEL_ ROD _ SANITARY SEWER f dHOLES. o DRAWN BY: JAA
IIET.,.�t3F 1= St1EET 1 ! I
EETTON: -A ELEVATION
46.a�� 4 s 66 r scALE:
AS SHOWN
DATE: 11-18-2010
ilil f CE CC �t7y RCP P SAY TER D ! sir NO.� —2
N.T.S. 0 `LJ
N.T.S. ('
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION AMcADAms

E
NOTE:
1. WRAP BASIN TO CONFORM TO NATURAL STREAM CHANNEL TOP OF z
RIPRAP IN FLOOR OF BASIN SHOULD BE AT THE SAME ELEVATION OR -•
E-
LOWER THAN NATURAL CHANNEL BOTTOM AT SEC. A-A.
2. FILTER CLOTH MUST BE PLACED UNDERNEATH RIPRAP. ° a is
z. z
U �
b
3. THE RIPRAP MATERIAL SHALL BE CLEAN AND FREE FROM LOOSE DIRT • Ll
�
x
OR ANY POLLUTANT EXCEPT IN TRACE QUANTITIES THAT WOULD NOT ■® O
HAVE AN ADVERSE ENVIRONMENTAL EFFECT. NOTES: a
-
THIS PRECAST END WALL MAY BE USED FOR THE FOLLOWING � �� -
4. THE RIPRAP MATERIAL SHALL CONSIST OF CLEAN ROCK OR MASONRY �'�� -0, §fit (FT.) " � �� - - �
MATERIAL SUCH AS, BUT NOT LIMITED TO, GRANITE, MARL, OR BROKEN -" J - STANDARDS: 838.21, $28.27, M.SS AND 8-38.SB. es..-1 m
CONCRETE. - . , WIT. _. � � � P°
o
m FOR IN R.GC00AIXE WITH SPECIFICATIONSECTION 638. L&j L6 �
., USE 4'000 PSI ONGRETE.
1 0'r:; € " r f PROVIDE ALL REINFORGING0 STEEL W"ICH MEETS AS'"A A615 � � �z H
FOR GRADE E0 AND WELDED WIRE FABRIC CONFOR_MI* �$ - FR
�,,! 4-, ai E+ :8'^
NOTE , -•�,�,�, _. - - -- - tt � YT " t�f&= ; s€r , ° 'r
. ][ ` F r PLA—f ta?€T €SOLES OR PINS Iles AaCMDA"NNGE WIfH �� p z
1t
- — .
s R2; t OSHA STANDARD tsL6.Tt3
DISSIPATOR POOL APRON IO2
wSdRGP i PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY � rypa
rA m
i ALL
TS PRECAST TO MEET
24" OUTLET 8> 4� - " -? tt3t�8YB € 8S SUBSTITUTED 88R rM-
LU
NATURAL CHANNEL --- _ _r _ + WELDED GIBE I
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STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM 2 050 000 FEET 000 M 78*49'30 78*49,001, JOINS PANEL 0759 78*48'30" 2 057 500 FEET 78o 48'00 LEGEND
1696 97 000 M 698 000 M 2 060 000 FEET
1 1 1 G - I SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
ANIVILI[E 790 000 FEE
0
4:
Tie I annua c ance f ood (100-year flood),also known as the base flood, is the flood
that has a 1% chan of being equaled or exceeded in any given year. The Special
ZONE AE
Flood Hazard Area is area subject to flooding by th 1% annual chance flood. Areas
QURHAKI FR NKLIN of Special Flood e Zones A,AE,AH,AO,AR,A99,V,and VE. The Base
Flood Elevation is the water-surface elevation of the 1% annual chance flood.
7 7 77 V ZONE A No Base Flood Elevations determined.
0 0 ZONE AE Base Flood Elevations determined.
ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood
-Z
J� ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
a so determined.
3977 000 m ZONE AR Smial Flood Hazard Area formerly protected from the 1% annual
nce f ood by a flood control system that was subsequently
�77,r,,,,� 7,77 e,
dec e . one n icates t at t e rmer oo contro system Is
W
being restor i to provide protection from the 1% annual chance or
3977 000 m
<0P greater flood.
7707— '7' ZONE A99 Area to be protected from 1 % annual chance flood by a Federal
iT 20­17 g"
5*55'001,
flood protection system under construction; no Base Flood Elevations
35*5510011
,,gF�"-ff-w' determined.
Ei 44:
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
J_-------
determined.
H N
AR
FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be
k(Tt free of encroachment so that the 1% annua chance flood can be carried without
Substantial increases in flood heights.
OTHER FLOOD AREAS
'N
ZONE X Areas of 0.2% annual chance flood; areas of future conditions 1%annual
10
chance flood; areas of 1%annual chance flood with average depths of less
than 1 foot or with drainage areas less than I square mile; and areas
protected by levees from 1% annual chance flood.
DATUM INFORMATION 787 500 FEET
OTHER AREAS
M,
The projection used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200). The horizontal datum was the North American
ZONE X Areas determined to be outside the 0.2% annual chance and future
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or conditions 1% annual chance floodplain.
Universal Transverse Mercator zones used in the production of FIRMS for adjacent
ZONE D Areas in which flood hazards are undetermined, but possible.
K"A
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
FIRM. All coordinates on this map are in U,S. Survey Feet, where
1 U,S. Survey Foot = 1200/3937 Meters.
OTHERWISE PROTECTED AREAS (OPAs)
Flood elevations on this map are referenced to the North American Vertical 1ROW, CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
Datum of 1988 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average 1% annual chance floodplain boundary
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929 0.2%. annual chance floodplain boundary and future
conditions 1% annual chance floodplain boundary
(NGVD 29)has been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
Floodway boundary
creation of this statewide format FIRM. The offsets for each county shown on Zone D Boundary
this FIRM panel are shown in the vertical datum offset table below. Where a
CBRS and OPA boundary
county boundary and a flooding source with unrevised NGVD 29 flood elevations
Boundary dividing Special Flood Hazard Areas of different
are coincident, an individual offset has been calculated and applied during the
Base Flood Elevations, flood depths or flood velocities.
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion -513� Base Flood Elevation line and value; elevation in feet*
of elevations between NAVID 88 and NGVD 29. To obtain current elevation,
Base Flood Elevation value where uniform within zone;
(EL 987)
description, and/or location information for bench marks shown on this map, elevation In feet*
3976 000 m
*Referenced to the North American Vertical Datum of 1988
please contact the North Carolina Geodetic Survey at the address shown below.
You may also contact the Information Services Branch of the National Geodetic 35*54'3011 35'54' 301,
Cross section line
Survey at [phone], or visit its website at www.nqs.noaa.c
jov 3976 000 m
North Carolina Geodetic Survey County Average Vertical Datum Offset Table Transect line
121 West Jones Street County Vertical Datum Offset(ft)
Geographic coordinates referenced to the North American
Datum of 1983 (NAD 83)
Raleigh, NC 27601 Durham - 0.83
97-07'301 , 32-22'301-
[phone] Wake - 0,88 00
4276000 m 1000-meter Universal Transverse Mercator grid ticks,zone 17
www.ncgs.state.nc.us
2500-foot grid values: North Carolina State Plane coordinate
00 no 1477 500 FEET
Example: NAVD 88 NGVD 29 + (-0.83) M_ ye
system (FIPSZONE 3200,State Plane NAD 83 feet)
r- Lu
"g,
0
Z North Carolina Geodetic Survey bench mark (see explanation
<
BM6510 X
ui CL in the Datum Information section of this FIRM panel).
All streams listed in the Flood Hazard Data Table below were studied by
Z National Geodetic Survey bench mark (see explanation in
BM5510
detailed methods using field survey. Other flood hazard data shown on this a- the Datum Information section of this FIRM panel).
0
map may have been derived using either a coastal analysis or limited detailed 9 M1.5 River Mile
riverine analysis. More information on the flooding sources studied by these Z
analyses is contained in the Flood Insurance Study report.
Floodway Width(feet)
FLOOD HAZARD DATA TABLE
LefvRight Distance From
the Center of Stream to
1%Annual Chance
Cross Stream Flood Discharge (1 00-year) Encroachment Boundary
............�N^_NeNll
ON"M
Vml-,�­
Section Station' (cfs) Water-Surface Elevation (Looking Downstream)or
(feet NAVD 88) Total Floodway Width
STIRRUP IRON CREEK TRIBUTARY C
M.,
070 6,988 NA 334.7 116
078 7,836 337.4 175
-y,
NA
8,702 NA 339.9
9,468 344.4 150
101 10,116 NA 347.7 161
106 10,649 NA 348.3 145
all*2�
114 11 ,407 NA 353.5 55
R
122 12,210 NA 359.1 45
128 12,782 N A 361.5 70
"0f
135 13,519 NA 371.2 73
UNNAMED TRIBUTARY NO. 1 TO STIRRUP IRON CREEK TRIBUTARY C
004 406 NA 360.6 45
006 612 NA 363,8 45 35'54'00" 35154' 00
782 500 FEET
NA 368.6 0�'
Oil 1 ,074 45 3975 000 1A
UNNAMED TRIBUTARY NO. 2 TO STIRRUP IRON CREEK TRIBUTARY C GRID NORTH
MAP SCALE 1 " 5001 (1 6,000)
NA 48 F
006 1 615 371.4 1 3975 000 m
Feet above mouth 250 0 500 1000
FEET
N,
METERS
150 0 150 300
PANEL 0758J
F man
IRM
_qj,
CD al FLOOD INSURANCE RATE MAP
QD NORTH CAROLINA
a 0
11,8t PANEL 0758
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
U. g
COMMUNITY CID No. PANEL SUFFIX
780 000 FEET 780 000 FEET ­13[ CARY,TOWN OF 370238 0758 1
Bgs coo M DURHAM,CITY OF 370086 0758 1
2 050 000 FEET 696 2 052 500 FEET 6397 000 m JOINS PANEL 0757 78*48'30 11 2 060 000 FEET
78149'301, 78*49'00 11 78*48'00 11 DURHAM COUNTY 370085 0758 1
RALEIGH,CITY OF 370243 0758 1
WA<E COUNTY 370368 0758 1
NOTES TO USERS 0
Certain areas not in Special Flood Hazard Areas may be protected by flood control
This map is for use in administering the National Flood Insurance Program. It does not This map reflects more detailed and up-to-date stream channel configurations than MAP REPOSITORY
necessarily identify all areas subject to flooding, particularly from local drainage sources structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance those shown on the previous FIRM for this jurisdiction. The floodplains and floodways
Refer to listing of Map Repositories on Map Index or visit www.ncfloodmaps.com.
of small size. The community map repository should be consulted for possible Study report for information on flood control structures in this jurisdiction. that were transferred from the previous FIRM may have been adjusted to conform to
9ft updated or additional flood hazard information. these new stream channel configurations. As a result,the Flood Profiles and Floodway
Base map information and geospalial data used to develop this FIRM were obtained from Data tables in the Flood Insurance Study report (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL ED
To obtain more detailed information in areas where Base Flood Elevations (BFEs) various organizations, including the participating local community(les), state and federal data) may reflect stream channel distances that differ from what is shown on this map. MAY 2,2006 1)
and/or f loodways have been determined, users are encouraged to consult the Flood
FEMA'KOOPERATIN NICAL PARTN R agencies, and/or other sources. The primary base for this FIRM is aerial imagery acquired by
INV D Profiles, Floodway Data, Limited Detailed Flood Hazard Data, and/or Summary of Stillwater Durham County. The time period of collection for the imagery is 1999. Information and Please refer to the separately printed Map Index for an overview map of the county Notice to User: The map Number shown below should be used
Elevations tables contained within the Flood Insurance Study (FIS) report that accompanies geospatial data supplied by the local community(ies)that met FEMA base map specifications showing the layout of map panels, community map repository addresses, and a Listing of EFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL when placing map orders; the Community Number shown
this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded above should be used on insurance applications forthe subject
whole-foot elevations. These BFEs are intended for flood insurance rating purposes were considered the preferred source for development of the base map. See geospatial Communities table containing National Flood Insurance Program dates for each community community.
This digital Flood Insurance Rate Map (FIRM)was produced through a unique only and should not be used as the sole source of flood elevation information. Accordingly, metaclata for the associated digital FIRM for additional information about base map as well as a listing of the panels on which each community is located.
preparation.
cooperative partnership between the State of North Carolina and the Federal flood elevation data presented in the FIS report should be utilized in conjunction with If you have questions about this map, or questions concerning the National Flood TrrV EFFECTIVE DATE MAP NUMBER
Emergency Management Agency (FEMA). The State of North Carolina has the FIRM for purposes of construction and/or floodplain management. Base map features shown on this map, such as corporate limits, are based on the Insurance Program in general, please call 1-877-FEMA MAP(1-877-336-2627)or visit the P7_211 MAY 2, 2006 3720075800)
implemented a long term approach of floodplain management to decrease
the costs associated with flooding. This is demonstrated by the State's com- Boundaries of regulatory floodways shown on the FIRM forflooding sources studied most up-to-date data available at the time of publication. Changes in the corporate FEMA website atwww.fema.ciov. For community map revision history prior to statewide mapping, refer to the Community Map
mitment to map floodplain areas at the local level. As a part of this effort, the by detailed methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published. Map users should History table located in the Flood Insurance Study report for this jurisdiction. CD
State of North Carolina has joined in a Cooperating Technical State agreement sections. The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current conditions of An accompanying Flood Insurance Study report, Letter of Map Revision (LOMR)or Letter
of the National Flood Insurance Program. Floodway widths and other pertinent floodway jurisdictional boundaries and base map features, This map may contain roads that were of Map Amendment (LOMA) revising portions of this panel, and digital versions of this To determine if flood insurance is available in this community, contact your Insurance agent,the
with FEMA to produce and maintain this digital FIRM. data for flooding sources studied by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new I hydraulic model was FIRM may be available. Visit the North Carolina Floodplain Mapping Program website North Carolina Division of Emergency Management or the National Flood Insurance Program at the 1917-
for flooding sources studied by limited detailed methods are provided in the FIS report created during the production of this statewide format FIRM, at www.nefloodmaps.com, or contact the FEMA Map Service Center at 1-800-358-9616 following phone numbers or websites: -<3
TTTTn!
I
e
www.ncfloodmaps.com for this jurisdiction. The FIS report also provides instructions for determining a floodway for information on all r d products associated with this FIRM, The FEMA Map Service NC Division of Emergency Management National Flood Insurance Program P—MI State of North Carolina
using non-encroachment widths for flooding sources studied by limited detailed methods, Center may also be reached by Fax at 1-800-358-9620 and its website at www,msc.fema.gov. [phone] www.nccrimecontrol.org/nfi 1-800-638-6620 www.fema.go�� Federal Emergency Management Agency