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Home My WebLink About20131226 Ver 1_Site Plan_20131125Ea 0 ' ♦ ♦ V w .-. ~ cc Z U) V / p O c0 Lo �W cm CpQV N89'36 27 E Z %J �..i W _ m V WZ WIZ Z� Quo Z DIRECTION Z W WN °46 L .� N N89'36 27 E W 49.96" N ° m L3 � Z o� oz ZH &ReW O j 48.56 x :D r 53.52 Z ZN WT-Z a`o Np LU Vzv N r0 = LL J W H C.) VA(.A/V / ZONING. R -40 (CARY) o EXISTING BOUNDARY LINE TABLE LINE # LENGTH DIRECTION L 1 17.86' N89'36 27 E L2 49.96" N74'41'46"E L3 9.64 S84'07'55 "E L4 43.90 584'07'55 "E L5 48.56 S00'27'51 "E L6 53.52 NO1'55'03 "E L7 76.68 N0226'04 "E EXISTING BOUNDARY CURVE TABLE CURVE RADIUS LENGTH CHORD BEARING CHORD Cl 212.80 79.54 N 11 '41 ' 13 "E 79.08 C2 97.81 40.19 N34'07'41 "E 39.91 C3 97.81 24.56 N56'46'16 "E 24.50 THE TOWN OF MORRISVILLE WILL REVIEW, APPROVE, AND ENFORCE STORMWATER MANAGEMENT FOR THIS PLAN WAKE COUNTY WILL REVIEW, APPROVE, AND ENFORCE EROSION CONTROL FOR THIS PLAN SEE SHEET C0.1 FOR ALL PROJECT NOTES. NO FLOODPLAINS EXIST ON -SITE PER FIRM MAP PANEL 3720075400J DATED MAY 212006 NOTE: ALL CONSTRUCTION ACTIVITY MUST BE IN ACCORDANCE WITH THE ACCEPTED POLICIES OF THE TOWN OF CARY / MORRISVILLE, AND UNLESS SPECIFIED, DEFERS TO THE NCDOT STANDARDS AND SPECIFICATIONS SCALE IN FEET 25 50 100 150 200 00 O O in H j a w cc cc U cn w a w F_ a 0 O z 1 cn N z m O Y H _ U 0 OZ U� Oa o z II /A // T � w W a U cn Z Q m I a N D O O W F a z J O a am Q ~ O° M z Z z 00 ♦^ U v/ w J Y Ow J O J O N T cc \ cc o O cc a T U LL O z 0 F_ H Q M W . LL W r O M TOWN OF CARY PROJECT NO. 13 -SB- 009 /HTE 13- 1343/TOWN OF MORRISVILLE PROJECT NO. 13- 80000002 (12- 0009 -C) ARMAND & DORTHE PERRY �'� \ ERN OF PROPERTY OF PROPERTY OF PROPERTY OF 0 5 79 676 L NANCY BURNS REGINALD & GWENDOLYN \ WESLEY & KELLY I SUSAN & JASON FAIRLEE _ BM ? OVPG 136 4- 9 773 BLACKMAN PROPERTY OF CURTIS PIN: 0754 -89 -0794 - -- , / � RRAAC,l / JIMMY &GRACE LUONG — / E ON IN G:-POD 4MAJOR 4 ��/ �' �36� I P /�: 754 -79 -8754 PIN: 0754 -79 -9734 f IINA:,� 0754 -89 -0716 BM 2001 PG 136 � I j / - ZOSNG: FDMI J�Q BSIN � E FAGILY 6 BM 2001 PG 136 �S /N E FAM�JOR Y 6 ZONING. PDD FAMILY 20' TYPE C BUFFE ° O ....'' h.. /PRYj� AING: P D JOR Sl GLE FAMILY ZONING: PDD RY UNDISTURBED PE `RD 1 - 0 °� %/\ AIM PDD R (CARY) �� I (� ..�.':': p5� .....::..:::.: CA Y) E -�-.. ... yy' .......... .:............::.........:'.... . El (CARY) 10' TREE SAVE AR ..:..� ..............:..:....., . . . .....:.:......:...:...:................. .:,:::.::::..::.:.:........... E/ . _ f20'.TREE I ....:'.... ....':::...'...'.. ..... SA 44 VE h: q PER ORD 2013 2 �....��.� ...�..�..�..�..�..� ...�..�. R -- :..:.�'.'.: 41�' r" �' ��"' ��' �. �'. � .�_.�..;�'�..�':�':�'._.:...' ..:PER OR 95 .� :: -.. �I -tx- .. .... .. 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I DB 13102 PG 2578 5.28' WEST OF -- 416 x, , SINGLE FAMILY PROPERTY LINE 416 I ZONING: R -12 a I I f - -- ' 1; (MORRISVILLE) I- / - MH�16 h I 43 44 e-I 415 I a 89 I I 45 ' I I I ITT / Q PROPERTY OF — / / ` / I 41 I I I I 46 I I 47 I vj' 'w' 4 V a� �4$ '° '• ,. BAL & R4DHA SH4RMA PROPERTY OF 4 � I I I I \ \ ;' ELEC PIN: 0754 -79 -3369 LILAR PENNINGTON & / / rs fi I 1 I / I 1 1 srr VO ` POLE { BETTY MCGILL I I I I I I / o / 4598k DB 14ACA TG 998 PIN: 0754 -79 -6300 \ - I - - J 417 I I I / �1� �/ / DRAINAGE DB 11408 PG 1875 27 415 =-7 EST I { ZONING: R -20 / I - : -_ SINGLE FAMILY (CARY) ZONING: R -20 / / EX FH AND GV I j (GARY) / \ 0 \ // 49 aAry 18 MH 6 J '10 * M rt I O A 20'�, EIP 7.68' WEST Z ?o PUBLIC / t { PROPERTY OF OF PROPERTY LINE \ A DRAINAGE /h \ 40 / 39g 30 RCP" RUTH 4-79 - J I \ p;, 0 16 PIN: 0754 -79 -3351 / / 4 ?4 � \ESMT 53 � � , r. oaQh 50 S tj `�, � 17 DB 02217 PG 0647 lNV OUT. SINGLE FAMILY 427.81 ZONING: R -12 EX HOUSE I T? \1 / \/ / ;x' ! N��,Q -` PU LIC 3 (MORRISVILLE) 10' TEMPORARY D RAINAGE \ EX 15" CMP II I � I CONSTRUCTION 4251 co '��\ � 52 ••�� 3 II ESMT I \ 54 INV IN: I I 15" RCP I I \ i/C V / A -80.1 �.<,: / `%�� 32 \4z8.05 � �, 15 "I RCP--1 40 39 - - I I I \ \ / rs � � ;;•.;�.:' l � // / E T 0 39 P" , / / 5- C� V`w �► g / /��i�< / ' a24 / 2 18" RCP 41 �Px 42p / 0.48' L �� „:a 2fi2 ' #r" \ "1�� 51 4` 15" RCP= UN " KGF�i 29 15" 28 �, r FRCP 15 RCP ,C�j,�/ � �\ 20 PUBLIC ` ~'• \ \\ DRAINAGE X / EX EDGE er I tv 422' �.: ° : 'T / 2 ` / SIFT , ti: n PAVEMENT � L �� ~3 � 62 � I I 20' MH 15 a \ \\ , \ I�LIC ;p -� I :,f PUBLIC PUBLIC \ \ RAINAGE �, DRAINAGE I I_I I #- 30 —\ / 55 DRAINAGE e T .50 \/ o APPROX..;; -- - rn - D f ESMT I 1 I ESMT N LOCATION OF - - - G EX 6" I 24..A 1 _ I sry rev ' <f'.•• . ° ,yw s WATERLINE 64 'r'.• / I �r § .`� L a Q •'� Ao / 2 \ \ V J I I I I I „ci I Z t. 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': �1$ \ MORRISVILL,E' , /, _-8-58 I -- � fill--- 42j I , �y / v / VcA,R�� // •� _ � - /v �/ I / �i 20' ZONE 2 NRB `�i / /� ✓1 9 30' ZONE 1 NRB HD PIPING SYSTEM TO PUBLIC CAPTURE ROOF DRAINAGE �� / / w_ I I I— i H 4 �� 43 O_ �� J I AINA�GE �� i �� / V A ✓ / �� / 1 58 \ I I {.i (� - / E MT \- -�I I 4Y o�- / i15" RCPT � C �, �� /•' ,L 6 "' � �� 1 4'Lro '�I 20 Cp 24a �� PU LIC R �� / I 10" I \ Cp \ � PROVIDE ROOF LEADER / / �i ` � DRAT AGE I r TIE -IN CLEAN -OUT ON �` i = ` ' 50' NEUSE RIVER /� HDPE PIPING SYSTEM TO ESMT \ .< i , - �� / // CAPTURE ROOF DRAINAGE --LOW SIDE OF LOT (TYP.) . / ' , _ '//j� /\ \ \ // BUFFER (MEASURED / , / / 3' TOWN OF CARY BUFFER TOP OF BANK) �/ co COMMON UTILITY ESMT _ , �10' /�j / SURV ED LOCH lON OF 61 "60 I� \ \ 415 / 5 �I % ! .� / ��/ -WET WEATHER DRAW l / / �� / j� �% �- / �; W S: s" RCP � i -I _ 3 � �� — � � —� /�� / /� / / /// / / j /�' �� // //� / / / I � J, � a CHANNEL A.1 7 \ � / / / r /\C � / Z-�/ �/ �� / /// � X 01 FLA�\ / /,/�' � CHANNEL A.2 � � / ' :.;x• /I r T / / / 41 2.5' PUBLIC \ ° \ - - L� - \� / ' /_ / 415 O \ / s•;' SIDEWA ESMT \ `� L � / � � �— o ! 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'.�. ..� . 36'08 :�. 6 NF. / \ .............. s. 3..�t - ..... -... ............. ... ... . ............................... .... ......... ............................... ................................................................................... ............................... �4 4 El 46.05' 06 9' EiP tY ✓ Approved by the Town of Ca O \ E \ / �� 120.18' 61- 89 °37'37 "W 95.9 PROPER 8 F PP 7 Cary O I _ _ _ -�,�� / PROPERTY OF / PROPERTY OF ` PROPERTY F PROPER OF PRO ENCE PROPERTY \ \ \ \ \ \ i —PROPERTY OF & R LEN LOOPD/ I / ELENiGOOPER / GREGORY & ASHL G00PER GA/ ' & CH /SSA M CCON ELL BLUFFS ASSOCIATION /NC RICHARD &RUTH FAULK Development Review Committee 0 DAVID R,4GY p / �,�,• PRIV TE \ \ / p /�pj� -7g_� / N. 754 -88- 625 / PIN: 0754--88-2614 PIN: 0 54 -88 3673 PIN: 0754 -88 -5824 PIN: 0754 -88 -5653 — TEMP CONSTRUCTION EST PPyN: 07 -78- 426 30' SEMI— UP�AQU UFEER RiQIT G \ \ � ((/ / / I � I Q M 3\ �\ / DB 109 PG 135 I I DB 5440 PG 346 \ SINGLE lLY / \ I III / DB 9579 1178 DB 13592 PG 1646 DB 4872 PG 89 DB 12849 PG 272 T U M5 // S /NGL�FAM/L _ / / S/N FAMILY / - SINGLE FAMILY SINGLE FAMILY BM 2007 PG 68 BM 1979 PG 1066 planner: Date: \ PROPERTY OF ZON G• R- 0 \ \ \ /�� / ZONING. -R -40 Z ING: R -40 ZONING: R -20 ZONING: R -20 VACANT SINGLE FAMILY p MS HOLDING COMPANY LLC \ CAR ZONING: R -12 CU Z (CAR V � � � � � � �� (CARY) � � ZONING: R -20 1 1 PIN: 0754 -78 -0651 \ \\ \ \\ \ �� (CARY) (CARY) I (CARY) CARY) ?� DB 11160 PG 492 \ \ \ (CARY) VACANT r ( I O ZONING: R -40 (CARY) GRADING NOTES EXISTING BOUNDARY LINE TABLE LINE # LENGTH DIRECTION L 1 17.86' N8936 27 E L2 49.96' N74.41'46"E PROPOSED BOUNDARY LINE TABLE LINE # LENGTH DIRECTION L26 35.57' S36.51'15.95 "W L27 25.00' S58.31'26.49 "E 1. SLOPES STEEPER THAN 3:1 MUST BE STABILIZED WITH NORTH AMERICAN SEE SHEET C0.1 FOR ALL PROJECT NOTES GREEN SC250 REINFORCING PER SLOPE STABILITY CALCULATIONS. SEE SHEET C3.2 FOR PIPE SCHEDULE - MIN. 85% TSS IS TREATED THROUGH A 90% TSS WETPOND - NITROGEN EXPORT REDUCTION IS PROVIDED THROUGH A 90% TSS WETPOND - DETENTION FOR 1, 2, 5 & 10 -YR STORM EVENTS IS PROVIDED THROUGH A 90% TSS WETPOND - EACH LOT HAS A PROPOSED MAX. IMPERVIOUS SURFACE AREA OF 3,500 -SF IN THE EVENT THAT THE STORMWATER PLAN BECOMES NON- COMPLIANT, THE CARY PORTION OF THIS PLAN WOULD NEED TO SUBMIT A STORMWATER PLAN TO ENSURE CARY PORTION IS COMPLIANT PHASING IS FOR LOTS, WATER, SEWER AND STREETS ONLY. ~ j GRADING AND STORM DRAINAGE WILL NOT BE PHASED � s by THE TOWN OF MORRISVILLE WILL REVIEW, APPROVE, AND SEAL ENFORCE STORMWATER MANAGEMENT FOR THIS PLAN NO FLOODPLAINS EXIST ON -SITE PER FIRM p 029993 MAP PANEL 3720075400J DATED MAY 212006 WAKE COUNTY WILL REVIEW, APPROVE, AND ENFORCE NOTE: ALL CONSTRUCTION ACTIVITY MUST BE IN M TOWN OF CARY PROJECT NO. 13 -SB- 009 /HTE 13- 1343/TOWN OF MORRISVILLE PROJECT NO. 13- 80000002 (12- 0009 -C) i aa't k� 380- o / / 1p I TW 376.00 '� '� BW 375.00 -.g \ \ TW 380.40 BW 375.00 37S + ++ + + ++ + ++ + \ \ TW 380.40 I + �� + + S044 ++ vv I BW 375.00 + ++ I \/JJJ 3j3 + I I _j 3 370 qS I 4 38S o I I ' , /' .�h "' 4' HIGH BLACK VINYL COATED CHAIN LINK FENCE (SEE DETAIL SHEET C5.1) X / X 0 / - \ --'N,395 \ / BW 375.00 GATE / r �. �, / / / ' OUTLET PIPE- SEE NOTE ON 390 \ 1 I / / "'moo �o �` rr' r' WETPOND CROSS- SECTION (B -B) ** SIDE SLOPE BELOW PROPOSED PWE MAY NEED TO BE STABILIZED /REINFORCED AS THE WETPOND TAKES TIME TO FILL. COORDINATE WITH GEOTECHNICAL ENGINEER. 3:1 ELEV. 375.00 3' WIDE BERM ELEV. 373.50 ELEV. 374.50 3:1 ELEV. 373.00 PWE 374.00 10:1 FOREBAY WETPOND 2:1 2:1 * *1:1 * *1:1 ELEV. 367.00 ELEV. 366.00 ELEV. 366.00 ELEV. 365.00 1' SED 1' SED CROSS - SECTION OF WETPOND (A -A) NOT TO SCALE ELEV. 374.50 /ELEV. 373.50 10:1 ** SIDE SLOPE BELOW PROPOSED PWE MAY NEED TO BE STABILIZED /REINFORCED AS THE WETPOND TAKES TIME TO FILL. COORDINATE WITH GEOTECHNICAL ENGINEER. 1.2 ELEV. 374.50 EMERGENCY SPILLWAY 9' WIDE BERM RETAINING WALL OUTLET STRUCTURE # ELEV. 378.50 ELEV. 380.40 TOP OF WALL ELEV 380.40 3 :1 2' ELEV. 373.50 BOTTOM OF WALL 10:1 ELEV 375.00 FILTER DIAPHRAGM W /FILTER WETPOND WRAP AND WASHED 57 STONE * *1:1 * *1 :1 (SEE DETAIL THIS SHEET) 2.1 ENDWALL ELEV. 366.00 79.90 LF 15" RCP ® 7 38% ELEV. 365.00 SEEPAGE CONTROL PIPE 8" WRAPPED PVC PIPE PERFORATED ON BOTTOM INSTALLED ALONG STONE CROSS- SECTION OF WETPOND (B -B) BEDDING AND EXTENDED TO DAYLIGHT \ \ ` \ \\ FOREBAY � � PIPE SCHEDULE I \ I / 33/ / / \ TW 380.40 //� / B / I / BW 375.00 \ \ \ 1h I SEGMENTAL RETAINING WALL TW W 375.00 W/42" HIGH GUIDERAIL \ I 20' GATE TW 380.40 / / BW 379.00 I � � BW 375.00 RIP -RAP SCHEDULE Inlet No. Dn Rim Up r Invert Dn Pipe Length (ft) Pipe Dia (in) Material Pipe Slope ( %) *1.2 -1.1 369.40 365.90 360.00 79.90 15 rep 7.38 2 -1 394.54 377.23 374.00 153.73 36 rcp 2.10 3 -2 394.45 378.70 0 21.79 30 rcp 0.70 4 -3 394.45 384.68 384.51 24.83 15 rcp BOTANICAL a 396.94 379.63 378.80 118.19 24 rcp 0.70 6 -5 391.00 380.10 379.73 33.29 18 rcp 1.11 7 -5 401.52 395.75 391.25 78.96 24 rcp 5.70 8 -7 402.28 396.31 395.85 26.96 18 rcp 1.71 9 -8 405.65 399.95 396.60 43.25 18 rcp 7.75 10 -9 405.65 1 400.65 400.48 24.83 15 RIP -RAP SCHEDULE * Mote -Apron sizing based on /VYDOTChait WET DETENTION BASIN CONSTRUCTION SEQUENCE H GRADE -------- - - - - -- -- ------ - - - - -- - -- 8" LIFTS SPRING LINE SEEPAGE CONTROL PIPE 95% COMPACTED SUBGRADE SEEPAGE CONTROL PIPE SECTION N.T.S. 1. UNDER NO CIRCUMSTANCES SHALL THE WET DETENTION BASIN BE FINALIZED AND PLANTED PRIOR TO COMPLETION OF CONSTRUCTION AND STABILIZATION OF ALL AREAS WHICH DRAIN TO IT. 2. IF WET DETENTION BASIN IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION, ROUGH GRADE PER PLANS. FILL PLACEMENT AND OUTLET STRUCTURE CONSTRUCTION SHALL BE IN COMPLIANCE WITH DETAILS AND WET DETENTION BASIN CONSTRUCTION NOTES HEREON. IF THE WET DETENTION BASIN HAS BEEN PREVIOUSLY ROUGH GRADED AND /OR USED AS A SEDIMENT BASIN, REMOVE AND DISPOSE OF SEDIMENT DEPOSITS WITHIN THE BASIN AREA. 3. ROUGH GRADE WET DETENTION BASIN AS NECESSARY AFTER SEDIMENT REMOVAL AND TO FINALIZE BASIN GRADES. ALL FILL PLACEMENT SHALL BE IN COMPLIANCE WITH THE SPECIFICATION IN THE CONSTRUCTION NOTES ON THIS SHEET. 4. AFTER ROUGH GRADING WET DETENTION BASIN, BEGIN FINE GRADING TO CONSTRUCT FOREBAY BERMS /WALLS AND MAIN POOL AREA. GRADING TOLERANCE FOR THE WET DETENTION BASIN SHALL BE +/- 0.20 FEET FROM GRADES SHOWN ON THIS PLAN. 5. IN CONJUNCTION WITH GRADING AND FILL PLACEMENT, CONSTRUCT OUTLET STRUCTURES TO BRING IT INTO COMPLIANCE WITH THESE PLANS. IF OUTLET STRUCTURES WERE CONSTRUCTED WITH ROUGH GRADING WHEN USING THE WET DETENTION BASIN AS SEDIMENT BASIN, SKIP TO NEXT STEP. 6. WHEN FINE GRADING AND OUTLET STRUCTURE IS COMPLETE, CALL SURVEYOR AND ENGINEER FOR ASBUILT SURVEY AND EVALUATION. 7. IF SURVEYOR AND ENGINEER DETERMINE THAT GRADING IS NOT IN COMPLIANCE WITH THESE DRAWINGS, MAKE CORRECTIONS AS REQUIRED BY THE ENGINEER. AND REPEAT PREVIOUS STEP. OTHERWISE PROCEED TO NEXT STEP. 8. UPON NOTIFICATION FROM THE ENGINEER THAT THE WET DETENTION BASIN IS IN COMPLIANCE WITH THESE DRAWINGS, PROVIDE LANDSCAPING IN COMPLIANCE WITH THE PLAN SHOWN ON THIS SHEET AND ANY ADDITIONAL SPECIFICATIONS FROM THE OWNER. IF TIMING IS SUCH THAT PLANTINGS WOULD OCCUR IN SUMMER MONTHS, COORDINATE WITH THE ENGINEER, OWNER, AND THE LOCAL MUNICIPALITY ABOUT DELAYING PLANTINGS UNTIL FALL OR EARLY WINTER FOR MAXIMUM SURVIVABILITY OF PLANTINGS. 9. SEED ALL DISTURBED AREAS PER THE SEEDING SCHEDULE SHOWN IN THESE PLANS. 10. CALL TOWN OF MORRISVILLE STORMWATER INSPECTOR FOR APPROVAL OF STABILIZATION. 11. CONTRACTOR SHALL WATER NEW PLANT MATERIAL PLANTED IN THE WET DETENTION BASIN DAILY UNTIL COMPLETION OF ALL OTHER SITE RELATED CONSTRUCTION. AFTER THE FULL SCOPE OF THE CONTRACTOR'S WORK IS COMPLETED, IT SHALL BE THE OWNER'S RESPONSIBILITY TO WATER PLANTS DAILY UNTIL PLANTS HAVE BECOME WELL ESTABLISHED AND WATERING IS NO LONGER NECESSARY. X12 "� HEIGHT VARIES (SEE NOTE 1) SEEPAGE CONTROL PIPE 24" MIN NOTES: 1. DIAPHRAGM TOP SET A MINIMUM OF 2' BELOW FINISH GRADE (TOP OF DAM) AND TO BE INSTALLED DOWN TO 12" BELOW EXISTING / UNDISTURBED GROUND. 2. WRAP No. 57 STONE WITH FILTER FABRIC FILTER DIAPHRAGM DETAIL II N.T.S. WET DETENTION BASIN CONSTRUCTION NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF MORRISVILLE AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. 2. THE CONTRACTOR SHALL WARRANTY ALL PLANTED MATERIALS FOR A PERIOD OF 2 YEARS FROM DATE OF INSTALLATION. AT THE END OF THE FIRST YEAR AND AT THE END OF THE SECOND YEAR, THE CONTRACTOR SHALL REPLACE ALL PLANTS WHICH DO NOT SURVIVE. ANY HEALTHY PLANTS DAMAGED DURING PLANT REPLACEMENT SHALL ALSO BE REPLACED. 3. SOIL BELOW ELEVATION 367.00 FOR WETPOND SHALL BE TESTED BY THE USDA AGRICULTURAL EXTENSION OFFICE FOR pH, WHICH MUST FALL BETWEEN 5.5 AND 7.0. TESTS SHALL ALSO BE PERFORMED FOR NUTRIENTS SUCH AS NITROGEN, PHOSPHORUS, AND POTASSIUM, AND FOR MINERALS SUCH AS CHELATED IRON AND LIME. AMENDMENTS TO SOIL RECOMMENDED BY USDA SHALL BE INCORPORATED INTO SOIL TO PROMOTE VIGOROUS VEGETATION AND PLANT GROWTH. RECORDS OF TESTS AND AMENDMENTS PROVIDED BY CONTRACTOR SHALL BE PROVIDED TO THE ENGINEER. 4. LANDSCAPING PLANTINGS SHOWN HEREON SHALL BE INSTALLED DURING FALL SEASON OR EARLY WINTER IF POSSIBLE FOR MAXIMUM PLANT SURVIVABILITY. 5. THE CONTRACTOR OR OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER TO TEST ALL EMBANKMENTS AND FILL PLACEMENT FOR PROPER COMPACTION. PROPER COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS OR THESE PLANS, WHICHEVER IS MORE STRINGENT. EMBANKMENTS FOR BASINS SHALL BE PLACED IN 6 INCH LOOSE LAYERS AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698. THE CONTRACTOR SHALL TAKE PHOTOGRAPHS OF THE OUTLET STRUCTURE AT ALL PHASES OF INSTALLATION AND SHALL RETAIN WITH GEOTECHNICAL TESTING DATA. THE CONTRACTOR SHALL ALSO RETAIN ALL SHIPPING RECORDS AND SPECIFICATIONS FOR THE OUTLET STRUCTURE MATERIALS AND STRUCTURES. ALL OF THE ABOVE DATA MAY BE REQUIRED AS PART OF THE MUNICIPALITY AS -BUILT PROCESS AND SHALL BE MADE AVAILABLE TO THE ENGINEER UPON REQUEST. THE CONTRACTOR AND OWNER SHALL HAVE DOCUMENTATION OF THESE TESTS AVAILABLE UPON REQUEST. 6. TOLERANCES FOR FINAL GRADES SHALL BE WITHIN +/- 0.20 FEET. THE TOWN OF MORRISVILLE WILL REQUIRE AN ASBUILT SURVEY OF THE CONSTRUCTED WET DETENTION BASIN THEREFORE STRICT ADHERENCE TO THE GRADING ON THIS PLAN AND THE TOLERANCES SPECIFIED HEREON SHALL BE REQUIRED PRIOR TO CERTIFICATION BY THE ENGINEER THAT THE WET DETENTION BASIN HAS BEEN BUILT IN COMPLIANCE WITH THESE DRAWINGS. UPON COMPLETION OF THE FINAL GRADING (PRIOR TO PLACEMENT OF ANY PLANT MATERIAL) THE CONTRACTOR SHALL CONTACT THE SURVEYOR TO SURVEY THE ASBUILT CONSTRUCTED WET DETENTION BASIN. THE CONTRACTOR SHALL NOTIFY THE ENGINEER THAT THE CONSTRUCTED WET DETENTION BASIN HAS BEEN COMPLETED AND THE ENGINEER SHALL EVALUATE THE ASBUILT SURVEY DATA FOR COMPLIANCE WITH THESE DRAWINGS. IF THE WET DETENTION BASIN IS FOUND TO BE OUT OF COMPLIANCE WITH THESE DRAWINGS, THE CONTRACTOR SHALL REGRADE THE WET DETENTION BASIN AS NECESSARY TO BRING THE WET DETENTION BASIN INTO COMPLIANCE WITH THESE DRAWINGS. THE COST OF ANY ADDITIONAL SURVEY OR ENGINEERING EVALUATION REQUIRED RESULTING FROM INCOMPLETE OR INCORRECT GRADING OF THE WET DETENTION BASIN SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. Inlet No. Up Inlet No. Dn Rim Up Invert Up Invert Dn Pipe Length (ft) Pipe Dia (in) Material Pipe Slope ( %) *1.2 -1.1 369.40 365.90 360.00 79.90 15 rep 7.38 2 -1 394.54 377.23 374.00 153.73 36 rcp 2.10 3 -2 394.45 378.70 0 21.79 30 rcp 0.70 4 -3 394.45 384.68 384.51 24.83 15 rcp 0.70 5 -3 396.94 379.63 378.80 118.19 24 rcp * Mote -Apron sizing based on /VYDOTChait WET DETENTION BASIN CONSTRUCTION SEQUENCE H GRADE -------- - - - - -- -- ------ - - - - -- - -- 8" LIFTS SPRING LINE SEEPAGE CONTROL PIPE 95% COMPACTED SUBGRADE SEEPAGE CONTROL PIPE SECTION N.T.S. 1. UNDER NO CIRCUMSTANCES SHALL THE WET DETENTION BASIN BE FINALIZED AND PLANTED PRIOR TO COMPLETION OF CONSTRUCTION AND STABILIZATION OF ALL AREAS WHICH DRAIN TO IT. 2. IF WET DETENTION BASIN IS TO BE USED AS A SEDIMENT BASIN DURING CONSTRUCTION, ROUGH GRADE PER PLANS. FILL PLACEMENT AND OUTLET STRUCTURE CONSTRUCTION SHALL BE IN COMPLIANCE WITH DETAILS AND WET DETENTION BASIN CONSTRUCTION NOTES HEREON. IF THE WET DETENTION BASIN HAS BEEN PREVIOUSLY ROUGH GRADED AND /OR USED AS A SEDIMENT BASIN, REMOVE AND DISPOSE OF SEDIMENT DEPOSITS WITHIN THE BASIN AREA. 3. ROUGH GRADE WET DETENTION BASIN AS NECESSARY AFTER SEDIMENT REMOVAL AND TO FINALIZE BASIN GRADES. ALL FILL PLACEMENT SHALL BE IN COMPLIANCE WITH THE SPECIFICATION IN THE CONSTRUCTION NOTES ON THIS SHEET. 4. AFTER ROUGH GRADING WET DETENTION BASIN, BEGIN FINE GRADING TO CONSTRUCT FOREBAY BERMS /WALLS AND MAIN POOL AREA. GRADING TOLERANCE FOR THE WET DETENTION BASIN SHALL BE +/- 0.20 FEET FROM GRADES SHOWN ON THIS PLAN. 5. IN CONJUNCTION WITH GRADING AND FILL PLACEMENT, CONSTRUCT OUTLET STRUCTURES TO BRING IT INTO COMPLIANCE WITH THESE PLANS. IF OUTLET STRUCTURES WERE CONSTRUCTED WITH ROUGH GRADING WHEN USING THE WET DETENTION BASIN AS SEDIMENT BASIN, SKIP TO NEXT STEP. 6. WHEN FINE GRADING AND OUTLET STRUCTURE IS COMPLETE, CALL SURVEYOR AND ENGINEER FOR ASBUILT SURVEY AND EVALUATION. 7. IF SURVEYOR AND ENGINEER DETERMINE THAT GRADING IS NOT IN COMPLIANCE WITH THESE DRAWINGS, MAKE CORRECTIONS AS REQUIRED BY THE ENGINEER. AND REPEAT PREVIOUS STEP. OTHERWISE PROCEED TO NEXT STEP. 8. UPON NOTIFICATION FROM THE ENGINEER THAT THE WET DETENTION BASIN IS IN COMPLIANCE WITH THESE DRAWINGS, PROVIDE LANDSCAPING IN COMPLIANCE WITH THE PLAN SHOWN ON THIS SHEET AND ANY ADDITIONAL SPECIFICATIONS FROM THE OWNER. IF TIMING IS SUCH THAT PLANTINGS WOULD OCCUR IN SUMMER MONTHS, COORDINATE WITH THE ENGINEER, OWNER, AND THE LOCAL MUNICIPALITY ABOUT DELAYING PLANTINGS UNTIL FALL OR EARLY WINTER FOR MAXIMUM SURVIVABILITY OF PLANTINGS. 9. SEED ALL DISTURBED AREAS PER THE SEEDING SCHEDULE SHOWN IN THESE PLANS. 10. CALL TOWN OF MORRISVILLE STORMWATER INSPECTOR FOR APPROVAL OF STABILIZATION. 11. CONTRACTOR SHALL WATER NEW PLANT MATERIAL PLANTED IN THE WET DETENTION BASIN DAILY UNTIL COMPLETION OF ALL OTHER SITE RELATED CONSTRUCTION. AFTER THE FULL SCOPE OF THE CONTRACTOR'S WORK IS COMPLETED, IT SHALL BE THE OWNER'S RESPONSIBILITY TO WATER PLANTS DAILY UNTIL PLANTS HAVE BECOME WELL ESTABLISHED AND WATERING IS NO LONGER NECESSARY. X12 "� HEIGHT VARIES (SEE NOTE 1) SEEPAGE CONTROL PIPE 24" MIN NOTES: 1. DIAPHRAGM TOP SET A MINIMUM OF 2' BELOW FINISH GRADE (TOP OF DAM) AND TO BE INSTALLED DOWN TO 12" BELOW EXISTING / UNDISTURBED GROUND. 2. WRAP No. 57 STONE WITH FILTER FABRIC FILTER DIAPHRAGM DETAIL II N.T.S. WET DETENTION BASIN CONSTRUCTION NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF MORRISVILLE AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. 2. THE CONTRACTOR SHALL WARRANTY ALL PLANTED MATERIALS FOR A PERIOD OF 2 YEARS FROM DATE OF INSTALLATION. AT THE END OF THE FIRST YEAR AND AT THE END OF THE SECOND YEAR, THE CONTRACTOR SHALL REPLACE ALL PLANTS WHICH DO NOT SURVIVE. ANY HEALTHY PLANTS DAMAGED DURING PLANT REPLACEMENT SHALL ALSO BE REPLACED. 3. SOIL BELOW ELEVATION 367.00 FOR WETPOND SHALL BE TESTED BY THE USDA AGRICULTURAL EXTENSION OFFICE FOR pH, WHICH MUST FALL BETWEEN 5.5 AND 7.0. TESTS SHALL ALSO BE PERFORMED FOR NUTRIENTS SUCH AS NITROGEN, PHOSPHORUS, AND POTASSIUM, AND FOR MINERALS SUCH AS CHELATED IRON AND LIME. AMENDMENTS TO SOIL RECOMMENDED BY USDA SHALL BE INCORPORATED INTO SOIL TO PROMOTE VIGOROUS VEGETATION AND PLANT GROWTH. RECORDS OF TESTS AND AMENDMENTS PROVIDED BY CONTRACTOR SHALL BE PROVIDED TO THE ENGINEER. 4. LANDSCAPING PLANTINGS SHOWN HEREON SHALL BE INSTALLED DURING FALL SEASON OR EARLY WINTER IF POSSIBLE FOR MAXIMUM PLANT SURVIVABILITY. 5. THE CONTRACTOR OR OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER TO TEST ALL EMBANKMENTS AND FILL PLACEMENT FOR PROPER COMPACTION. PROPER COMPACTION SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS OR THESE PLANS, WHICHEVER IS MORE STRINGENT. EMBANKMENTS FOR BASINS SHALL BE PLACED IN 6 INCH LOOSE LAYERS AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM D698. THE CONTRACTOR SHALL TAKE PHOTOGRAPHS OF THE OUTLET STRUCTURE AT ALL PHASES OF INSTALLATION AND SHALL RETAIN WITH GEOTECHNICAL TESTING DATA. THE CONTRACTOR SHALL ALSO RETAIN ALL SHIPPING RECORDS AND SPECIFICATIONS FOR THE OUTLET STRUCTURE MATERIALS AND STRUCTURES. ALL OF THE ABOVE DATA MAY BE REQUIRED AS PART OF THE MUNICIPALITY AS -BUILT PROCESS AND SHALL BE MADE AVAILABLE TO THE ENGINEER UPON REQUEST. THE CONTRACTOR AND OWNER SHALL HAVE DOCUMENTATION OF THESE TESTS AVAILABLE UPON REQUEST. 6. TOLERANCES FOR FINAL GRADES SHALL BE WITHIN +/- 0.20 FEET. THE TOWN OF MORRISVILLE WILL REQUIRE AN ASBUILT SURVEY OF THE CONSTRUCTED WET DETENTION BASIN THEREFORE STRICT ADHERENCE TO THE GRADING ON THIS PLAN AND THE TOLERANCES SPECIFIED HEREON SHALL BE REQUIRED PRIOR TO CERTIFICATION BY THE ENGINEER THAT THE WET DETENTION BASIN HAS BEEN BUILT IN COMPLIANCE WITH THESE DRAWINGS. UPON COMPLETION OF THE FINAL GRADING (PRIOR TO PLACEMENT OF ANY PLANT MATERIAL) THE CONTRACTOR SHALL CONTACT THE SURVEYOR TO SURVEY THE ASBUILT CONSTRUCTED WET DETENTION BASIN. THE CONTRACTOR SHALL NOTIFY THE ENGINEER THAT THE CONSTRUCTED WET DETENTION BASIN HAS BEEN COMPLETED AND THE ENGINEER SHALL EVALUATE THE ASBUILT SURVEY DATA FOR COMPLIANCE WITH THESE DRAWINGS. IF THE WET DETENTION BASIN IS FOUND TO BE OUT OF COMPLIANCE WITH THESE DRAWINGS, THE CONTRACTOR SHALL REGRADE THE WET DETENTION BASIN AS NECESSARY TO BRING THE WET DETENTION BASIN INTO COMPLIANCE WITH THESE DRAWINGS. THE COST OF ANY ADDITIONAL SURVEY OR ENGINEERING EVALUATION REQUIRED RESULTING FROM INCOMPLETE OR INCORRECT GRADING OF THE WET DETENTION BASIN SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. Inlet No. Up Inlet No. Dn Rim Up Invert Up Invert Dn Pipe Length (ft) Pipe Dia (in) Material Pipe Slope ( %) *1.2 -1.1 369.40 365.90 360.00 79.90 15 rep 7.38 2 -1 394.54 377.23 374.00 153.73 36 rcp 2.10 3 -2 394.45 378.70 378.55 21.79 30 rcp 0.70 4 -3 394.45 384.68 384.51 24.83 15 rcp 0.70 5 -3 396.94 379.63 378.80 118.19 24 rcp 0.70 6 -5 391.00 380.10 379.73 33.29 18 rcp 1.11 7 -5 401.52 395.75 391.25 78.96 24 rcp 5.70 8 -7 402.28 396.31 395.85 26.96 18 rcp 1.71 9 -8 405.65 399.95 396.60 43.25 18 rcp 7.75 10 -9 405.65 1 400.65 400.48 24.83 15 rcp 0.70 11 -10 408.06 403.05 400.75 43.25 15 rcp 5.32 12 -14 393.18 378.70 377.76 133.84 18 rcp 0.70 14 -2 390.75 377.66 377.33 47.51 24 rcp 0.70 15 -2 396.35 383.56 382.99 81.31 1 36 rcp 0.70 16 -15 396.35 383.83 383.66 24.82 30 rcp 0.70 17 -16 398.76 385.30 384.99 44.06 30 rcp 0.70 18 -17 398.68 386.83 385.40 25.06 30 rcp 5.71 19 -18 400.41 395.50 393.80 42.44 15 rcp 4.01 20 -18 402.36 393.11 392.06 150.00 30 rcp 0.70 20.1 -20 402.50 399.50 397.50 22.59 15 rcp 8.86 21 -20 402.94 393.41 393.21 28.92 18 rcp 0.70 22 -20 407.77 394.42 393.62 1 114.24 30 rcp 0.70 23 -22 410.46 394.82 394.52 43.25 30 rcp 0.70 24 -23 410.46 395.09 394.92 24.83 24 rcp 0.70 25 -24 415.80 396.00 395.19 115.69 24 rcp 0.70 26 -25 415.86 396.26 396.10 22.17 18 rcp 0.72 27 -26 415.60 397.44 396.36 154.39 15 rcp 0.70 28 -25 415.50 412.40 410.90 30.76 18 rcp 4.88 29 -28 421.20 413.24 412.50 72.51 15 rcp 1.02 30 -29 426.70 413.83 413.34 69.91 15 rcp 0.70 31 -24 412.07 406.75 406.45 43.25 24 rcp 0.70 32 -31 412.07 407.21 407.04 24.83 15 rcp 0.70 33 -31 420.11 407.90 406.85 149.84 24 rcp 0.70 34 -33 423.19 408.45 408.00 63.95 18 rcp 0.70 35 -34 423.19 408.72 408.55 24.83 15 rcp 0.70 36 -34 426.48 421.52 418.30 157.17 15 rcp 2.05 37 -36 426.62 421.81 421.62 26.38 15 rcp 0.72 38 -36 428.44 423.58 421.62 130.15 15 rcp 1.51 39 -30 420.18 414.93 413.93 143.08 15 rcp 0.70 40 -39 420.18 415.20 415.03 24.83 15 rcp 0.70 41-40 418.50 415.50 415.30 18.95 15 rcp 1.06 42 -35 417.00 409.40 408.82 82.59 15 rcp 0.70 43-42 423.88 419.00 409.50 130.67 15 rcp 7.27 44 -9 409.36 403.50 400.11 172.31 18 rcp 1.97 45-44 410.26 404.63 403.60 55.89 15 rcp 1.84 46-45 410.26 404.90 404.73 24.83 15 rcp 0.70 47-46 410.59 405.70 405.00 42.21 15 rcp 1.66 48 -11 409.79 404.80 403.15 112.08 15 rcp 1.47 49-48 409.00 406.00 404.90 33.18 15 rcp 3.32 50 -27 412.42 398.45 397.55 129.29 15 rcp 0.70 51 -50 412.42 398.72 398.55 24.83 15 rcp 0.70 52 -51 404.80 399.54 398.72 116.68 15 rcp 0.70 53 -52 404.80 399.81 399.64 24.83 15 rcp 0.70 55 -54 376.94 371.02 367.60 115.68 48 rcp 2.96 57 -56 426.14 419.40 419.00 24.62 24 rcp 1.62 58 -57 425.95 423.62 419.89 69.29 18 rcp 5.38 59 -57 430.59 425.87 422.76 242.55 18 rcp 1.28 EX-59 427.29 425.97 425.70 8.49 15 cmp 3.18 60 -57 425.57 420.05 419.50 55.33 18 rcp 0.99 61 -60 425.57 420.50 420.15 34.83 15 rcp 1.00 ' Note: Provide rubber gaskets for pipe length 1.2 -1.1 THE TOWN OF MORRISVILLE WILL REVIEW, APPROVE, AND ENFORCE STORMWATER MANAGEMENT FOR THIS PLAN WAKE COUNTY WILL REVIEW, APPROVE, AND ENFORCE EROSION CONTROL FOR THIS PLAN PHASING IS FOR LOTS, WATER, SEWER AND STREETS ONLY. GRADING AND STORM DRAINAGE WILL NOT BE PHASED SEE SHEET C0.1 FOR ALL PROJECT NOTES. CHANNEL SCHEDULE ChannelF Description 2.5" FAIRCLOTH SKIMMER - z Z OR EQUAL, ATTACHED a Z J 376.65 376.22 (TEMP. POOL - 1.5" RUNOFF) w a 60" DIA. 4" PVC SCREW TYPE PLUG CONSTRUCTION O° PRECAST 4" PVC TEE Z Z MANHOLE SECTION INV = 374.00 (P.W.E.) Z O 4" DIA. PVC a w w STUBBED INTO BOX V♦ w J 4" PVC CAP WITH U U 0 2 h" ORIFICE Ix Z T DRILLED H H H H Z O> a O TRASH RACK WITH 2x3 ACCESS HATCH CENTERED ON STEPS. BAR SPACING 5 Yt OF 3 "0 ORIFICE PLASTIC SOLUTIONS, INC. PYD 60 (OR APPROVED EQUAL) • � CO Z O�O V/ m � �� tioav n � r W z 0 O W = 0 W Z 2N W Z� aC�O Z moor Z OR 6 W 04 N M `. LU .�. Cl) � � m Ca Nov Z o o.. ZH cI:Re W 0 Jr x ��/� � Z ZN W-'�Z a `.O n Z = Li.i � NO 0ZV U) M CL J W LU mmmmm� a a a a a m 2.5" FAIRCLOTH SKIMMER - z Z OR EQUAL, ATTACHED a Z J 376.65 376.22 (TEMP. POOL - 1.5" RUNOFF) DURING CONSTRUCTION. GATE VALVE OPEN DURING w a 60" DIA. 4" PVC SCREW TYPE PLUG CONSTRUCTION O° PRECAST 4" PVC TEE Z Z MANHOLE SECTION INV = 374.00 (P.W.E.) Z O 4" DIA. PVC a w w STUBBED INTO BOX V♦ w J 4" PVC CAP WITH U U U 2 h" ORIFICE Ix Z T DRILLED H H • � CO Z O�O V/ m � �� tioav n � r W z 0 O W = 0 W Z 2N W Z� aC�O Z moor Z OR 6 W 04 N M `. LU .�. Cl) � � m Ca Nov Z o o.. ZH cI:Re W 0 Jr x ��/� � Z ZN W-'�Z a `.O n Z = Li.i � NO 0ZV U) M CL J W LU mmmmm� a a a a a m U) Z a Z J a H H H H U 2 0 O° Z Z Z Z Z Z O Z O Cn H w w w w V♦ w J z U U U U Ix Z T U 0 H H H H Z O> a O F- 0 F- 0 F- 0 F- 0 F- 0� U Ix Ix Ix Ix Ix Cn w w w w w w a a a a a a Cl) Cl) M M M r r r r r w N lA M r r N N O N N Q r r 0 0 0 Z J m cc Z cc o J a m = U M Ca GCM r w 0 o 0 W 0 W ('f o M N Q II o� p J r r c Z 0 Z W _j L) U) Z a Z J a ° a o Q~ U 2 0 O° Z LL Z O Z O ♦^ v/ J U w Y V♦ w J Q O T \ 0 Cn 0 Ix ° O Ix T a U LL O W z o TOWN OF CARY PROJECT NO. 13 -SB- 009 /HTE 13- 1343/TOWN OF MORRISVILLE PROJECT NO. 13- 80000002 (12- 0009 -C) B.Q.A. , , , 33 , I 1) 19 15" RCP- MCI 515" RCP m� i 8" TEE / c� / 'LUILU \ 2 -8" GV ' co I CO I A \ Nk SEGMENTAL RETAINING WALL #2 1 � \ K,...•. t:.•. HIGH GUIDE RAIL R Dg (SEE SHEET C4.8) I \ \ \ \ O { 15 30" RCP / \� 4 I I \ \� 36" RCP / / �✓ / I \ \ :• 30" R 24 I I 23 \\ 1• f , 18 .,:.• 18 I \ 18" RCP I c) 17 30" RCP '¢;. v 8" C 5 i 8" TEE 1 w + \\ FAIRBANKS ROAD (3 +50 - 9 +00) DESIGN SPEED: 25 -35 MPH 440 420 FAIRBANKS ROAD (9 +00 -14+01) DESIGN SPEED: 25 -35 MPH 420 SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR Z�/� O O Ln PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE TOP OF THE SEWER IS AT n r W z o HIGH PT STA = 6 +38.86 11+47.87 2. WHERE A WATER MAIN AND SANITARY OR STORM SEWER CROSS, AND THE VERTICAL � M tp tp tp . ° . ao o to cn °m CC Z SANITARY SEWER BOTH THE WATER MAIN AND SANITARY SEWER SHALL BE DUCTILE IRON oo. PIPE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH ccRe w 0.j �__ SIDE AT THE POINT OF CROSSING. HIGH PT ELEV = 413.71 394.26 THE BOTTOM OF STORM SEWER PIPE WHEN HORIZONTAL SEPARATION IS 3 FEET OR w N N + Sri 00 00 PVI STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 24 INCHES WITH 00 a THE SANITARY BELOW THE STORM OR THE SANITARY IS ABOVE THE STORM. THE 00 a SANITARY SEWER SHALL BE DUCTILE IRON PIPE WITH A CONCRETE CRADLE INSTALLED 00 a PVI STA = 6 +08.86 ALL MANHOLE TOPS ARE TO BE FLUSH WITH FINAL LIFT OF ASPHALT OR 1.0' ABOVE 'P GRADE ON NATURAL GROUND. 1% 5. + o 0 z z � AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. T a U LL O W PVI EL = 417.71 388.66 F 0 0 U U U Z Z O AD - 13.00% 2 - a � o > > > z z z 0 0 0 0 o O K = 20.00 H H H H t= 435 260.00' VC C 435 0 0 00 0 0 OC OC H OR H H h Iq• M N h j N pWR + O M + .- i 0 N 430 N a 0 w 0 0 0 tp 0 .. r r w 430 O m m h Ed Ed co P � h N ci L O O) M m _ �N0 o � h a N00, OD +hM O 0 H 0 m 0 0 N 00 00 h M h M 425 o Q °° = QOM oQa- Z O L) I+S N cn r- N -, 425 D 405 _ N �v~i > °z > z (n Ohsr�_ 0 0 ? - - °QO v� - -. -- > > w N - -. - - - -. N V) (6rn MO -. - - -. - -. - II D - -. - - - -. - O a HO >> 0 � r-) 0) h Z qt -- - - -- RWL -. _ + -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. cp PO Z °ate I I Qcoqt 0 ? 0 420 Q � N -RWR `RWR -�� ui N H > > 420 2 _ / RW O O N - O N ' N? -STA. 13 +94.30 400 KWL -� -� - - LL 0 400 / RW -�� , 4 DIA MANHOLE AND AIR /_ _r - DSO RELEASE VALVE (ARV) � 26.96 O 0 9 WATERLINE HIGH POINT C� W O O• o STA. 6 +50.00 ® 1.i 395 TOP.: 413.92 415` 395 , 415 d Q- 3 SD /WL 4p SS /WL >12" >18" 410 �, 410 8 \ 78.96 LF " 9 8" DI WL / 24 RCP � 390 FH ASSY s o�" ® 5.70% 390 STA: 5 +42.96 CURB INLET 19 •o 0 0 9 " 9 405 TOP 400.41 405 °1 0 0 3 SD /WL INV OUT 395.50 >12" 0 0 „ >12 283.91 LF " SD WL / SD /SS SD /SS 8 PVC 0 0.61% 0 .50 LF 8 �� 24.83 LF V ® 0.61 % 385 2 -8" GV >24" SD /WL „ >12 2 67.47 " LF 8 PVC � 385 15" RCP STA: 9 +95.33 > 12" SD /WL 24.83 LF SD /SS 1 ©% ® 0.70% „ >12 >24" RCP 400 S� /WL ® 0.70% < 118.19 LF 1p 400 ->12" 24.83 LF 81.31 LF 24" RCP p� - 2" B.O.A. STA: 4 +29.44 116.68 LF 15 RCP 0 0 15" RCP ®0.70% 36" RCP RCP ® 0.70% S8 NCDOT CURB INLET 7 I .70% ® 0.70% ® 0.70% SD /SS 2y 13 +46.80, 13.5' LT 380 NCDOT CURB INLET 53 >24° / TOP 401.52 INV IN 395.85 (8) 380 f 4 +45.12, 13.5' RT TEMP 2" B.O.A. 395 TOP 404.80 INV OUT 399.81 NCDOT CURB INLET 50 STA: 8 +79.94 INV OUT 395.75 395 24" RCP 21.79 LF \ 5 +61.80, 13.5 RT ® 0.70% 30" RCP /� NCDOT CURB INLET 8 • NCDOT CURB INLET 52 TOP 412.42 ® 0.70% 13 +57.30, 13.5' RT / • 4 +45.12, 13.5' LT INV IN 398.55 (51) TOP 402.28 TOP 404.80 INV OUT 398.45 NCDOT CURB INLET 15 INV IN 396.60 (9) 375 INV IN 399.64 (53) I 10 +44.77, 13.5' LT 390 INV OUT 399.54 NCDOT CURB INLET 51 115.68 LF 390 • 5 +61.80, 13.5' LT TOP 412.42 48" RCP INV IN 383.66 (16) , ®2.96% INV OUT 383.56 INV IN 398.72 52 370 NCDOT CURB INLET 16 I INV OUT 398.72 10 +44.77, 13.5' RT RWR TOP 396.35 385 w� - INV IN 384.99 (17) RWL 385 J r INV OUT 383.83 �co •f� r NCDOT CURB INLET 4 11+47.87, 13.5' RT �•N N TOP 394.45 365 INV OUT 384.68 CENTERLINE o NCDOT CURB INLET 2 11 +26.08, 13.5' LT NCDOT CURB INLET 3 NCDOT CURB INLET 5 J 380 ELEVATIONS a W 12 +66.06, 13.5' LT a + � INV IN 382.99 (15) 380 TOP 396.94 O INV IN 377.33 (14) INV IN 378.80 (5) INV IN 391.25 (7) 0 O O 00 O O O . O O O 0 It 00 h � h 0 tp 0 M K tp tp 00 tp 0 n 0 00 h . tp OR O tp tp 0 N tp N O) O tp tp M L0 r7 00 N r- LO O_ h 00 �_ O r �_ N 0 M � M O Cl IM O N7 O N N O C4 O N O_ 0 0) 0 pp �_ 00 r O � O a0 0 M h w pp N In w 0 h h 0 Ih i") M 0) O r (7) t to tb In 4 Lc; O L 00 00 N -4- 0) 4 O Lo 401 h h rd) pp 0 0 FAIRBANKS ROAD (9 +00 -14+01) DESIGN SPEED: 25 -35 MPH 420 J C/-\ L 029993 F �N ., • HO ITS THE LAW! AS OF JANUARY 1, 1986, NORTH CAROLINA STATE LAW REQUIRES ANYONE EXCAVATING WITH MECHANICAL EQUIPMENT ON HIGHWAY RIGHTS -OF -WAY, PRIVATE UTILITY EASEMENTS, OR PUBLIC SPACES TO NOTIFY ALL UTILITIES TWO (2) WORKING DAYS PRIOR TO DIGGING. NOTES: ALL PIPE LENGTHS ARE MEASURED FROM CENTERLINE OF STRUCTURE TO CENTER OF STRUCTURE. CONTACT NORTH CAROLINA ONE -CALL CENTER PRIOR TO ANY CONSTRUCTION. (800) 632 -4949 ALL STRUCTURE OFFSETS ARE MEASURED FROM CL OF ROAD TO CENTER OF STRUCTURE PROPOSED PROFILE CENTERLINE EXISTING PROFILE CENTERLINE RWL EXISTING PROFILE ALONG R.O.W. LEFT RWR EXISTING PROFILE ALONG R.O.W. RIGHT CONSTRUCTION NOTES 1. SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR Z�/� O O Ln PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE TOP OF THE SEWER IS AT n r W z o LEAST 18" BELOW THE BOTTOM OF THE WATER MAIN WITH A HORIZONTAL SEPARATION LOW PT STA = 11+47.87 2. WHERE A WATER MAIN AND SANITARY OR STORM SEWER CROSS, AND THE VERTICAL � M tp tp tp . ° . ao o to cn °m CC Z SANITARY SEWER BOTH THE WATER MAIN AND SANITARY SEWER SHALL BE DUCTILE IRON oo. PIPE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH ccRe w 0.j �__ SIDE AT THE POINT OF CROSSING. 3. LOW PT ELEV 394.26 THE BOTTOM OF STORM SEWER PIPE WHEN HORIZONTAL SEPARATION IS 3 FEET OR w N N + Sri 00 00 PVI STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 24 INCHES WITH 00 a THE SANITARY BELOW THE STORM OR THE SANITARY IS ABOVE THE STORM. THE 00 a SANITARY SEWER SHALL BE DUCTILE IRON PIPE WITH A CONCRETE CRADLE INSTALLED 00 a HAVING A 6" CLEARANCE. STA = 11+89.87 ALL MANHOLE TOPS ARE TO BE FLUSH WITH FINAL LIFT OF ASPHALT OR 1.0' ABOVE 'P GRADE ON NATURAL GROUND. 1% 5. + o 0 z z � AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. T a U LL O W Z o PVI ELEV = 388.66 F 0 0 U U U Z Z O AD _ - 13.00% 2 - a � o > > > z z z 0 0 0 0 o O cn K = 28.0 H H H H t= 415 364.00 ' C 415 0 0 0 0 0 OC OC H H H H h Iq• h j N pWR M i 0 N 410 N a A w 0 0 0 tp 0 .. r r w 410 O h LO co P � h N ci L O O) M m _ �N0 � h a N00, OD +hM O 0 H 0 m (n0 N 00 00 h M h M Lu o Q J = QOM oQa- Z O L) d�Mz0 N0 D 405 > �v~i > °z > z M - - °QO > > w 405 r F- a - II D z z Z -- - - -- RWL -. -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - - - -. - -OO - -. Z Lf) I I T o Q � LL 8 o TEE ui N 2 -8" GV / O N -STA. 13 +94.30 400 400 26.96 18" R ® 1.i 395 395 , d 3 SD /WL 4p SS /WL >12" >18" �, 8 \ 78.96 LF " 9 / 24 RCP � 390 s o�" ® 5.70% 390 NCDOT CURB INLET 19 •o 0 0 9 " 9 +58.70, 13.5' RT TOP 400.41 SD / WL 3 SD /WL INV OUT 395.50 >12" „ >12 283.91 LF " 8" TEE SD /SS SD /SS 8 PVC 0 0.61% 0 .50 LF 8 �� V ® 0.61 % 385 2 -8" GV >24" SD /WL >24" 385 STA: 9 +95.33 > 12" 24.83 LF 15" RCP ® 0.70% < 118.19 LF 24.82 LF 81.31 LF 24" RCP - 30" RCP 36" RCP RCP ® 0.70% NCDOT CURB INLET 7 ® 0.70% ® 0.70% SD /SS 13 +46.80, 13.5' LT 380 >24° / TOP 401.52 INV IN 395.85 (8) 380 47.51 LF INV OUT 395.75 24" RCP 21.79 LF ® 0.70% 30" RCP /� NCDOT CURB INLET 8 ® 0.70% 13 +57.30, 13.5' RT TOP 402.28 375 NCDOT CURB INLET 15 INV IN 396.60 (9) 375 10 +44.77, 13.5' LT INV OUT 396.31 115.68 LF TOP 396.35 48" RCP INV IN 383.66 (16) , ®2.96% INV OUT 383.56 370 NCDOT CURB INLET 16 370 10 +44.77, 13.5' RT RWR TOP 396.35 - INV IN 384.99 (17) RWL INV OUT 383.83 NCDOT CURB INLET 4 11+47.87, 13.5' RT TOP 394.45 365 INV OUT 384.68 365 NCDOT CURB INLET 2 11 +26.08, 13.5' LT NCDOT CURB INLET 3 NCDOT CURB INLET 5 J O TOP 394.54 11+47.87, 13.5' LT 12 +66.06, 13.5' LT a + � INV IN 382.99 (15) TOP 394.45 TOP 396.94 O INV IN 377.33 (14) INV IN 378.80 (5) INV IN 391.25 (7) CENTERLINE a a °; INV IN 378.55 (3) INV IN 384.51 (4) INV IN 379.73 (6) ELEVATIONS INV OUT 377.23 N w INV OUT 378.70 INV OUT 379.63 360 360 h �p a0 01 00 c0 tp h a0 �p 0 c0 0 h h p) h N r� h Lf) c0 w M aD W N 0 0) 17 h 0 N M O N a0 a0 0 M h w pp N In w 0 h h 0 Ih i") M 0) O r (7) t to tb In 4 Lc; O L 00 00 N -4- 0) 4 O Lo 401 h h rd) pp 0 0 l[i � M M K) M M r7 M M M M 4 J C/-\ L 029993 F �N ., • HO ITS THE LAW! AS OF JANUARY 1, 1986, NORTH CAROLINA STATE LAW REQUIRES ANYONE EXCAVATING WITH MECHANICAL EQUIPMENT ON HIGHWAY RIGHTS -OF -WAY, PRIVATE UTILITY EASEMENTS, OR PUBLIC SPACES TO NOTIFY ALL UTILITIES TWO (2) WORKING DAYS PRIOR TO DIGGING. NOTES: ALL PIPE LENGTHS ARE MEASURED FROM CENTERLINE OF STRUCTURE TO CENTER OF STRUCTURE. CONTACT NORTH CAROLINA ONE -CALL CENTER PRIOR TO ANY CONSTRUCTION. (800) 632 -4949 ALL STRUCTURE OFFSETS ARE MEASURED FROM CL OF ROAD TO CENTER OF STRUCTURE PROPOSED PROFILE CENTERLINE EXISTING PROFILE CENTERLINE RWL EXISTING PROFILE ALONG R.O.W. LEFT RWR EXISTING PROFILE ALONG R.O.W. RIGHT CONSTRUCTION NOTES 1. SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR Z�/� O O Ln PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE TOP OF THE SEWER IS AT n r W z o LEAST 18" BELOW THE BOTTOM OF THE WATER MAIN WITH A HORIZONTAL SEPARATION Z W OF AT LEAST 3 FEET. 2. WHERE A WATER MAIN AND SANITARY OR STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 18 INCHES, OR THE WATERLINE PASSES UNDER THE °m CC Z SANITARY SEWER BOTH THE WATER MAIN AND SANITARY SEWER SHALL BE DUCTILE IRON oo. PIPE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH ccRe w 0.j �__ SIDE AT THE POINT OF CROSSING. 3. SANITARY SEWERS SHALL HAVE THE TOP OF THE PIPE AT LEAST 24 INCHES BELOW LLI N0 02- THE BOTTOM OF STORM SEWER PIPE WHEN HORIZONTAL SEPARATION IS 3 FEET OR w LESS FROM EXISTING OR PROPOSED STORM SEWER. WHERE A SANITARY SEWER AND A w STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 24 INCHES WITH 00 a THE SANITARY BELOW THE STORM OR THE SANITARY IS ABOVE THE STORM. THE 00 a SANITARY SEWER SHALL BE DUCTILE IRON PIPE WITH A CONCRETE CRADLE INSTALLED 00 a HAVING A 6" CLEARANCE. LF 4. ALL MANHOLE TOPS ARE TO BE FLUSH WITH FINAL LIFT OF ASPHALT OR 1.0' ABOVE 'P GRADE ON NATURAL GROUND. 1% 5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE TOWN OF CARY /MORRISVILLE � AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. NO WETLANDS EXIST ON -SITE NO FLOODPLAINS EXIST ON -SITE 0 0 ED • w .-. V, Z�/� O O Ln V/ W cm n r W z o Q W = >sr) Z W w - Quo Z( r Z oC ao r Z °46 W WN L .� cn w 0 1.- °m CC Z Z oo. ZH ccRe w 0.j �__ r � Z ��/� ZN di M `.0 •' = ~ LLI N0 02- No rO =LL w W J W w w 00 a 00 a 00 a 00 a 00 a � w J J > Q O 0 T \ z O � � U) F_F_F_F_ aa O 0 QH U 2 CC Z Z Z z LL w w w w U Y a N P a U V♦ 0 O w J J > Q O 0 T \ z O � � T a U LL O W Z o F U U U U Z Z O 2 0 0 0 0 o O cn V H H H H t= > 0 0 0 0 0 OC OC H H H H F- N O N a r 0 0 0 tp 0 r r O O O J m Z a cc 0 m Lu o Q J = OLL L) cc > O M lA w W r F- a - II D L Z = O Q Z Lf) I I T o Q a LL r Z ui N O O N U) a z J aa O 0 QH U 2 CC O Z _O a LL Z O:) Z O Fmw J U Y a _ a U V♦ 0 O w J J > Q O 0 T \ cn cc 0 O O � � T a U LL O W Z o F TOWN OF CARY PROJECT NO. 13 -SB- 009 /HTE 13- 1343/TOWN OF MORRISVILLE PROJECT NO. 13- 80000002 (12- 0009 -C) i �)8 O`b ;® 420 \ APPROXIMATE ^ .' tcz 20' TOWN OF CARY I LOCATION OF WET � / WEATHER DRAW PUBLIC UTILITY ESMT o I ( AND BUFFER — // (SEWER) --- - - - -MH 2 co MH 3 1– PVC 18" RCP / Q EX FES MH 6 IN OUT: 372.53 / 0ii s \ / TW 416.50 T�IW 416.40\ / INV IN: 376.42 / � s �. MH 1 /ssCO \ i �� 40 \ 5 / . 416 I / 416 ' SS OUTFALL (699 +00 — 706 +00) -- =— 420 RETAINING WALL #1 69_ 70_ 70 70_ 70_ 70_ 70_ 70_ SCALE: 1 " = 30' 33 9536" RCP Yu RETAINING WALL #2 \ GSEGMENTAL RETAINING WALL #1 W/42" HIGH GUIDERAIL 1 1 1 \ TW 418.00 TW 419.00 TW 419.00 h TW 414.90 BW 415.20 BW 414.40 BW 414.20 I BW 414.00 - - - - -- - - -- - -- ----- - - - - -\/- --- IL '- - / - - -- - -- 413 1 11111 I I I/ ' 1 1 14— TW 380.00 BW 379.30 :-:�M o°i AV p00'1� L 36 ITS THE LAW! AS OF JANUARY 1, 1986, NORTH CAROLINA STATE LAW REQUIRES ANYONE EXCAVATING WITH MECHANICAL EQUIPMENT ON HIGHWAY RIGHTS -OF -WAY, PRIVATE UTILITY EASEMENTS, OR PUBLIC SPACES TO NOTIFY ALL UTILITIES TWO (2) WORKING DAYS PRIOR TO DIGGING. NOTES: ALL PIPE LENGTHS ARE MEASURED FROM CENTERLINE OF STRUCTURE TO CENTER OF STRUCTURE. CONTACT NORTH CAROLINA ONE -CALL CENTER PRIOR TO ANY CONSTRUCTION. (800) 632 -4949 ALL STRUCTURE OFFSETS ARE MEASURED FROM CL OF ROAD TO CENTER OF STRUCTURE CONSTRUCTION NOTES 1. SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE TOP OF THE SEWER IS AT LEAST 18" BELOW THE BOTTOM OF THE WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. 2. WHERE A WATER MAIN AND SANITARY OR STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 18 INCHES, OR THE WATERLINE PASSES UNDER THE SANITARY SEWER, BOTH THE WATER MAIN AND SANITARY SEWER SHALL BE DUCTILE IRON PIPE, EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE AT THE POINT OF CROSSING. 3. SANITARY SEWERS SHALL HAVE THE TOP OF THE PIPE AT LEAST 24 INCHES BELOW THE BOTTOM OF STORM SEWER PIPE WHEN HORIZONTAL SEPARATION IS 3 FEET OR LESS FROM EXISTING OR PROPOSED STORM SEWER. WHERE A SANITARY SEWER AND A STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 24 INCHES WITH THE SANITARY BELOW THE STORM OR THE SANITARY IS ABOVE THE STORM. THE SANITARY SEWER SHALL BE DUCTILE IRON PIPE WITH A CONCRETE CRADLE INSTALLED HAVING A 6" CLEARANCE. 4. ALL MANHOLE TOPS ARE TO BE FLUSH WITH FINAL LIFT OF ASPHALT OR 1.0' ABOVE GRADE ON NATURAL GROUND. 5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE TOWN OF CARY /MORRISVILLE AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. J C/••1 L 029993 PROPOSED PROFILE CENTERLINE — EXISTING PROFILE CENTERLINE RWL EXISTING PROFILE ALONG R.O.W. LEFT RWR EXISTING PROFILE ALONG R.O.W. RIGHT SCALE: 1 " = 30' / s i �? • C.1 / V 4�s �ry t TW 422.00 � TW 423.00 / BW 421.00 BW 418.00 RETAINING WALL #3 SCALE: 1 " = 30' LT 2 424.00 / BW 418.00 / 92 Eg E Is 00 V ZN ho o �O Ln ti00V n � r W z °' o O W = 0 W ,� Z W� Quo Z c r oC 00 Z r Z C ;� W WN M .". Lu "'N � U) Lu CC Z ca V Z O Z� ccRew OJ r x :D Z ZN WT.- Z ., a ao Z = �.. 1p NO 0zv N r0 = LL Q �WM W W t— C.) a a a a a m z H H H H Q Q U 2 ~ z 415 z z cn H W W W W U w Y z U U 415 U Q O Z LO H H H 2 H z O> O 0 H 0 H 0 H 0 H 0 H oC V OC LO 0 Lo Lo Lq W W W W W W po Coco co 600 M M M M M r r r r N PO N Lf) M II r r N O N a + O M M O O O O ° r r 0 0 0 lA RT zz=o', N r Z m J J o -- cc z a o Q O Lu ° m L) c� W W O fn r ° 410 LL - .��0zzz o N � ca Z q J o 0 Q r N r O Z m O 410 W J cn 405 405 400 400 \ 8" DI WL 395 395 LO N 00 LO ` N O 1O M D OMZO \ - Ho» `� ~ Z_ Z 390 �� 390 385 ]2.0' TYP. 385 380 380 �o� 1 �1 375 A 375 �9 1 v cn �rih O 370 \ N + 370 1 z o EL a- > . 365 365 O 1 �M vM = M 00,00 O �O,o 0'0 Lo 360 in 0 360 Q M Z_IZ 1 61 �HO > >> cn�zz? s \ A` 355 ® \ 355 999 1 350 \ 350 5' 1 182.35 LF 8" DIP ® 0. O% 345 a 345 a? PROVIDE CONCRETE ENCASEMENT FOR R p Ip 8" DI SAN SEWER AT CREEK CROSSING z + r + c PER TOC STD DETAIL 07000.14, EXCEPT a c 'Cl c WITH 6" CONCRETE ENCASEMENT ON ENTEFkLIN 0° N 'o N a00 TOP OF 8" DI SAN SEWER, WHICH IS � J FLUSH WITH CREEK BOTTOM 340 ELEVATIONS a w J cn !w cn w 340 O 0 O co N a0 O a0 OR a . to M n 'q: N O I- N r c0 M N O M M O c0 . 00 00 . . O W O O � a0 O M 00 N N M O r� � — O 00 M O N . OR o? p� O O t'`� N 00 ^ I� c0 co r- � r� N . O O DD 00 I- 00 00 ^ O u'j M 00 0 m 0) CO (p N N O O W to O M O O r- N N DD Op CO (p M co M 00 m 0I co Op (0,6 4 4 N CV co LO O � 0 MM � MM � 0 MM �M M M � O M r^)M M Mij rl) n MM MM M MM pr) MM NAM MM M O MM MM M M MM 69_ 70_ 70 70_ 70_ 70_ 70_ 70_ SCALE: 1 " = 30' 33 9536" RCP Yu RETAINING WALL #2 \ GSEGMENTAL RETAINING WALL #1 W/42" HIGH GUIDERAIL 1 1 1 \ TW 418.00 TW 419.00 TW 419.00 h TW 414.90 BW 415.20 BW 414.40 BW 414.20 I BW 414.00 - - - - -- - - -- - -- ----- - - - - -\/- --- IL '- - / - - -- - -- 413 1 11111 I I I/ ' 1 1 14— TW 380.00 BW 379.30 :-:�M o°i AV p00'1� L 36 ITS THE LAW! AS OF JANUARY 1, 1986, NORTH CAROLINA STATE LAW REQUIRES ANYONE EXCAVATING WITH MECHANICAL EQUIPMENT ON HIGHWAY RIGHTS -OF -WAY, PRIVATE UTILITY EASEMENTS, OR PUBLIC SPACES TO NOTIFY ALL UTILITIES TWO (2) WORKING DAYS PRIOR TO DIGGING. NOTES: ALL PIPE LENGTHS ARE MEASURED FROM CENTERLINE OF STRUCTURE TO CENTER OF STRUCTURE. CONTACT NORTH CAROLINA ONE -CALL CENTER PRIOR TO ANY CONSTRUCTION. (800) 632 -4949 ALL STRUCTURE OFFSETS ARE MEASURED FROM CL OF ROAD TO CENTER OF STRUCTURE CONSTRUCTION NOTES 1. SANITARY SEWERS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED WATER MAINS UNLESS THE ELEVATION OF THE TOP OF THE SEWER IS AT LEAST 18" BELOW THE BOTTOM OF THE WATER MAIN WITH A HORIZONTAL SEPARATION OF AT LEAST 3 FEET. 2. WHERE A WATER MAIN AND SANITARY OR STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 18 INCHES, OR THE WATERLINE PASSES UNDER THE SANITARY SEWER, BOTH THE WATER MAIN AND SANITARY SEWER SHALL BE DUCTILE IRON PIPE, EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE AT THE POINT OF CROSSING. 3. SANITARY SEWERS SHALL HAVE THE TOP OF THE PIPE AT LEAST 24 INCHES BELOW THE BOTTOM OF STORM SEWER PIPE WHEN HORIZONTAL SEPARATION IS 3 FEET OR LESS FROM EXISTING OR PROPOSED STORM SEWER. WHERE A SANITARY SEWER AND A STORM SEWER CROSS, AND THE VERTICAL SEPARATION IS LESS THAN 24 INCHES WITH THE SANITARY BELOW THE STORM OR THE SANITARY IS ABOVE THE STORM. THE SANITARY SEWER SHALL BE DUCTILE IRON PIPE WITH A CONCRETE CRADLE INSTALLED HAVING A 6" CLEARANCE. 4. ALL MANHOLE TOPS ARE TO BE FLUSH WITH FINAL LIFT OF ASPHALT OR 1.0' ABOVE GRADE ON NATURAL GROUND. 5. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE TOWN OF CARY /MORRISVILLE AND THE STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS. J C/••1 L 029993 PROPOSED PROFILE CENTERLINE — EXISTING PROFILE CENTERLINE RWL EXISTING PROFILE ALONG R.O.W. LEFT RWR EXISTING PROFILE ALONG R.O.W. RIGHT SCALE: 1 " = 30' / s i �? • C.1 / V 4�s �ry t TW 422.00 � TW 423.00 / BW 421.00 BW 418.00 RETAINING WALL #3 SCALE: 1 " = 30' LT 2 424.00 / BW 418.00 / 92 Eg E Is 00 V ZN ho o �O Ln ti00V n � r W z °' o O W = 0 W ,� Z W� Quo Z c r oC 00 Z r Z C ;� W WN M .". Lu "'N � U) Lu CC Z ca V Z O Z� ccRew OJ r x :D Z ZN WT.- Z ., a ao Z = �.. 1p NO 0zv N r0 = LL Q �WM W W t— C.) a a a a a m U) z H H H H Q Q U 2 ~ z z z z cn H W W W W U w Y z U U U U Q O Z V H H H 2 H z O> O 0 H 0 H 0 H 0 H 0 H oC V OC W W W W W W M M M M M r r r r r W N Lf) M II r r N O N a r O O O O ° r r 0 0 0 lA RT M N r Z m J J cc z a o Q O Lu ° m L) c� W W O fn r ° w LL II o N � ca Z q J o 0 Q r N r O Z m O ~ Z Q W J cn U) z a Z J a ° a Q Q U 2 ~ O° 0 z LL Z O z O FMv/ ♦^ J U w Y U) V♦ O w J Q O T \ O° cn cc cc 0 0 T a U LL O WZ o T i ~ F TOWN OF CARY PROJECT NO. 13 -SB- 009 /HTE 13- 1343/TOWN OF MORRISVILLE PROJECT NO. 13- 80000002 (12- 0009 -C) �... - \ _ MH -2 / JITI 2 IpNE.1 j II l � / IMPACTS LEGEND STREAM 82 SF STREAM 10 LF E9 ED V �ma � °m W zp D w � �o v W z wic. zZ W z Nm0 � W � „$ z z m �0/ J Qo= 7 �m z N z d�Z) N GHQ w m z o �� m 0 Y W �w Q �a so � U IL g g n 0 iii �m a ro O N a o a 0 F a= U)e OQloa J w O m ; p w LLLI LL N N r r � Q � v r o 3 0