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05080016-18 Civil Construction Plans Rcv. 2/8/2006 DOCS
a Ln - 0 M O �o - O O N M N 0 9 Lu y 0 O i N V) Ln so N Ln 'fi LOCATION MAP INDEX SHT. DESCRIPTION C001 COVER SHEET C100 TOPOGRAPHICAL SURVEY C200 -C201 SITE DEVELOPMENT PLAN /PROPOSED GRADING PLAN C300 -C302 _ EROSION CONTROL PLAN & SPECIFICATIONS C400 -C405 STREET PLAN & PROFILES /ENTRANCE DETAIL /INTERSECTION DETAILS/ TRAFFIC CONTROL PLAN /TRAFFIC MAINTENANCE PLAN /PAVEMENT POLICY C500 -0502 SANITARY SEWER PLAN & PROFILES C600 -C602 STORM SEWER PLAN & PROFILES Br -r ., ca C800 -C803 i T•lYw +°4 CONSTRUCTION DETAILS SANITARY STORM STREET HANDICAPPED RAMPS REVISIONS SHT. I DESCRIPTION ALL REVISED PER TAC COMMENTS 1/31/06 0 0° Developed b y: °o STEVEN A. WILSON, INC. 937 KEYSTONE WAY CARMEL, INDIAN PHONE # FAX 46082 846 -2555 � -9594 CONTACT PERSON: 106TH STREET C.A.�E1 1 2 3 rA 4 JAMES 0. RINEHART IV Br 6 7 p R I NEy 8 � 1 9 STEVE Q... • EX. LAKE • 2 30 3 24 a C.A. 29 25 28 '6#4 10 5 2 21 � P� �O 14 0 U 26 Q 20 0 19 13 15 12 16 C.A.IkS� 11 22 1 18 1 17 1 WI SON SCALE: 1 " = 200' SOILS MAP 30 LOTS 30.006 AC. IRON HORSE LANE NOMA COURT ROXLEY ROAD e e�1•, DESIGN DATA 0.99 LOTS /ACRE 1480.78 L.F. 469.67 L.F. 511.96 L.F. SPEED LIMIT: 25 M.P.H. PLANS PREPARED BY: STOEPPELWERTH &ASSOCIATES, INC. CONSULTING ENGINEERS &LAND SURVEYORS 9940 ALLISONVILLE ROAD FISHERS, INDIANA 46038 PHONE: (317) -849 -5935 FAX: (317)- 849 -5942 PANS CERTIFIED BY: rA 1/3/0 6 - JAMES 0. RINEHART IV Br # NO. 10200495 p R I NEy No. SPH CrA -o • STATE OF ' �';�,r •' INDIANA' • ��v`,,: s Y�..•�1... •,���FS,S •• ..... ••����. �•,, 6NAL Br -r ., ca i T•lYw +°4 � 4F.t `1 ? CrAf4.:, Br �9 °'• ► CrA \l CrA U12 ,. �..J AJr , ## _ __• CrA j �Br 1'ErsTR Mm62 rq rA CrA - a \ '}' ' • a SY :9p d CrA �. i j Re 0 CrA CrA i At � L-- - ", Br rA=�_.D� F CrA ma Sr 1(b CrA'. CrA i _ € i%l' CrA -0 s Jt wen S2 .... CrA s. . a ,: +.. ; • ::" .CrA Y $gQ, CrA -. AA--$ a. B� Ear C CrA CrA 3 * MmB2 CrA N d D �' SOILS MAP 30 LOTS 30.006 AC. IRON HORSE LANE NOMA COURT ROXLEY ROAD e e�1•, DESIGN DATA 0.99 LOTS /ACRE 1480.78 L.F. 469.67 L.F. 511.96 L.F. SPEED LIMIT: 25 M.P.H. PLANS PREPARED BY: STOEPPELWERTH &ASSOCIATES, INC. CONSULTING ENGINEERS &LAND SURVEYORS 9940 ALLISONVILLE ROAD FISHERS, INDIANA 46038 PHONE: (317) -849 -5935 FAX: (317)- 849 -5942 PANS CERTIFIED BY: 1/3/0 6 - JAMES 0. RINEHART IV DATE PROFESSIONAL ENGINEER NO. 10200495 p R I NEy No. 10200495 -o • STATE OF ' �';�,r •' INDIANA' • ��v`,,: •,���FS,S •• ..... ••����. �•,, 6NAL I� rl L fu M c� L Q 00 O M O ,--1 to O O N M N O J 'a .IJ d3 O O CL O H O O V-4 V v� N V) Ln Ir 110 N Ln m •L M ro Q Ln �i 0 0 N ILO N 9 rn 6 0 9 Un 0 U i Cn N In In M `U. r`„ �o hti tX ql� X ". f E X %; BM & TBM HISTORY: JRL RAN THE BENCH FROM TBM 1 THROUGH TBM 2 TO TBM 3. FIELD BOOK 416, PAGE 76 -79 REFERENCE BENCHMARK: TBM 1 - A RAILROAD SPIKE IN THE WEST SIDE OF A POWER POLE. SAID POLE IS LOCATED ON THE SOUTH LINE OF CAMDEN WALK SUBDIVISION AND ON THE EAST SIDE OF TOWNE ROAD. (TBM FROM S & A JOB NUMBER 33697) ELEVATION: 870.46' (NGVD 29) TBM 2 - A RAILROAD SPIKE, ONE FOOT ABOVE THE GROUND, IN THE SOUTH SIDE OF POWER POLE NUMBER 39130A. SAID POLE IS LOCATED ON THE NORTH SIDE OF 106TH STREET AND 70 FEET WEST OF THE CENTER ISLAND AT THE ENTRANCE TO KINGSMILL SUBDIVISION. ELEVATION: 891.02' (NGVD 29) TBM 3 - WINDSOR GROVE (S & A JOB NUMBER 33697) ASBUILT SANITARY MANHOLE NUMBER 712. ELEVATION: 880.90' (NGVD 29) BENCH NOTES TYPED BY: RJC 9/19/2005 CHECKED BY: rod t _ .__ - - - -- VEMIT7E"'L7■�J_-Z.il OF LOT SANITARY WATER LATERAL LATERAL 5' 5' S' SANITARY LINE ' S. S. D. LATERAL S. S. D. S.S.D. ' W w w v v WATERLINE TYPICAL UTIUTY LATERAL PLACEMENT - - ---------- r n`j ✓ i �\ ......_.. _ .,..,.,...,.,.... .............. ooh ........... _ . E E ___. -_. S, ♦ ..�..._....... �.._..... - .y.... i ................. ( 'ww^ae•'<".'.' ............. STR# STRUCTURE TYPE T.C. /RIM Invert In Invert Out Depth Str. Size Casting Type D Z Pi a Size Dir. Of Pie Thickness 600 CONCRETE END SECTION j 882.42 882.42 n:. j = 1 1 12 12 W W,E,S 0.3333 0.3333 600A STORM MANHOLE 885.80 883.24 883.24 1.23 12" R- 1916 -T 600B CONCRETE END SECTION � 884.63 884.63 � i 1 12 N 0.3333 601 CONCRETE END SECTION z 884.96 884.96 � i 1 12 E 0.3333 602 CONCRETE END SECTION s 882.88 882.88 9 v 2.5 30 NE 0.3333 603 CONCRETE END SECTION 883.06 883.06 86 } z` f vv 2.5 1 30 12 SW N 0.3333 0.3333 604 CONCRETE END SECTION L,-- 884.96 884.96 Cl� Of N 605 YARD INLET 887.50 885.22 885.22 0.45 12" R-4342 1.5 12 S 0.3333 606 CONCRETE END SECTION '> o 884.96 884.96 J � Z 1.25 1.25 15 15 NW W,SE 0.3333 0.3333 607 OPEN CURB BOX 891.29 886.82 886.82 2.89 3011x30" 3010 608 OPEN CURB BOX 891.29 887.00 887.00 2.71 30")Q4@1 3010 1.25 15,12 W,E 0.3333 609 YARD I N LET 893.10 887.43 887.43 4.34 12" R-4342 1 12 E 0.3333 610 CONCRETE END SECTION 884.96 884.96 1.5 18 SW 0.3333 611 STORM MANHOLE 893.00 886.69 886.69 4.48 18" R- 1706 -1 1.5 18 S 0.3333 612 STORM MANHOLE 892.20 887.16 887.16 3.21 18" R- 1706 -1 1.5 18 N,SW 0.3333 613 CURB INLET 891.45 887.32 887.32 2.30 30 11x30" R- 3501 -L2 1.5 18,15 NE,SW 0.3333 614 CURB INLET 891.45 887.41 887.41 2.46 30 "x24" R- 3501 -L2 1.25 15,12 NE,SW 0.3333 615 YARD INLET 893.00 889.00 889.00 2.17 1811 R-4342 1.5 18,15 NE 0.3333 616 EXISTING YARD INLET 872.83 872.83 2 24,12 S,NW 617 CONCRETE END SECTION 873.04 873.04 1 12 SE 0.3333 618 CONCRETE END SECTION 873.04 873.04 2.25 27 NE 0.3333 619 DOUBLE CURB INLET 881.68 875.71 875.71 3.39 42 "x42" R- 3501 -TLITR 2.25 27 SW,NE 0.3333 620 DOUBLE CURB INLET 881.68 875.80 875.80 3.30 42 "x42" R- 3501 -TL/TR 2.25 27 SW,NE 0.3333 621 STORM MANHOLE 882.30 875.86 875.86 3.86 27" R- 1706 -1 2.25 27 SW,NW 0.3333 622 CURB INLET 882.05 876.31 876.31 3.16 42 "x42" R- 3501 -L2 2.25 27 SE,NW 0.3333 623 CURB INLET 882.05 876.40 876.40 3.07 42 1fx36" R- 3501 -L2 2.25 27,24 SE,NW 0.3333 624 STORM MANHOLE 882.10 876.95 876.95 2.82 24" R- 1706 -1 2 24,21,18 SE,NE,SW 0.3333 625 YARD INLET 884.80 880.60 880.60 2.37 18" R-4342 1.5 18 SW,E 0.3333 626 DOUBLE CURB INLET 884.65 881.01 881.01 1.81 30 "x30" R- 3501 -TUTR 1.5 18,15 W,E 0.3333 627 DOUBLE CURB INLET 884.65 881.10 881.10 1.97 30 "x30" R- 3501 -TL/TR 1.25 15 WE 0.3333 628 YARD INLET 880.70 877.70 877.70 1.67 12" R4342 1 12 SW 0.3333 629 DOUBLE CURB INLET 881.32 877.02 877.02 1.97 36 "x30" R- 3501 -TL/TR 2 24,18 SW,NE 0.3333 630 DOUBLE CURB INLET 880.85 877.21 877.21 1.81 30 "x24" R- 3501 -TL TR 1.5 18,12 NE,SE 0.3333 631 DOUBLE CURB INLET 880.85 877.30 877.30 2.22 24 "x24" R- 3501 -TL/TR 1 12 NW 0.3333 632 CONCRETE END SECTION 873.04 873.04 1.5 18 NW 0.3333 633 DOUBLE CURB INLET 884.62 875.88 875.88 6.91 30 "x30" R- 3501 -TLITR 1.5 18 SE,NW 0.3333 634 DOUBLE CURB INLET 884.62 880.19 876.19 2.60 30 "x30" R- 3501 -TL/TR 1.5 18,12 SE,NW 0.3333 6351 YARD INLET 1 884.40 1 880.90 880.90 1 2.171 12" R-4342 1 1 12 SE,NW 0.3333 Li f r J�1 r i CW G 0 00 II RENO MATTRESS ,�'(8-- 6'x3'xl') T.O.B. ELEV. = 890.00 LEGEND EMERGENCY FLOOD ROUTE 848 EXISTING CONTOUR .. EXISTING SANITARY SEWER - EXISTING STORM SEWER 48.o PROPOSED GRADE 848 PROPOSED CONTOUR PROPOSED SANITARY SEWER --'o- -- PROPOSED STORM SEWER 00< PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) PROPOSED 10' PATH 4 N.P. M. F. P. G. LOT NUMBER PAD ELEVATION MINIMUM FLOOD PROTECTION GRADE SCALE: 1 "= SO' DENOTES 4" SUBSURFACE DRAIN TO LOT DENOTES 6" SUBSURFACE DRAIN ROLL CURB NOTE: DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS, LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE RIGHT -OF -WAY. NOTE: A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN -ENDED INLETS AND AT THE POND OUTFALL PIPE. NOTE: NO PROPOSED DRIVEWAY SHALL ENCROACH ON ANY SIDEYARD EASEMENT. NOTE: THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT, CURBS, OR SIDEWALKS. NOTE: ALL EXISTING PAVEMENT SHALL BE SAW CUT TO A CLEAN EDGE WHERE NEW PAVEMENT (FOR WIDENING) IS TO BE INSTALLED ADJACENT TO EXISTING PAVEMENT. NOTE: ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT -OF -WAY SHALL CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING. NOTE: THE CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO SCHEDULE A PRE - CONSTRUCTION MEETING TO REVIEW THE DEPARTMENTS CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND TO REVIEW THE AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND PROPOSED CITY RIGHT -OF -WAY. NOTE: FINISHED FLOOR ELEVATIONS OF ALL STRUCTURES SHALL BE NO LESS THAN 2' ABOVE ANY ADJACENT 100 YEAR LOCAL OR REGIONAL FLOOD ELEVATION (WHICHEVER IS GREATER). NOTE: ALL SUB - SURFACE DRAINS SHALL BE DOUBLE WALL HANCORE HI -Q OR EQUIVALENT. EARTHWORK: 1. EXCAVATION A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. B. Provide and place any additional fill material from offsite as may be necessary to produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. 2. REMOVAL OF TREES A. All trees and stumps from area to be occupied by a road surface area and building pad. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect of protective measure to be taken, if any, to preserve such trees. 4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas to be excavated. Topsoil should be stored at a location where it will not interfere with construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so that field measurements and spot elevations can be verified by the Engineer. The Contractor shall not remove his equipment from the site until the Engineer has verified that the job meets the above tolerance. FORM \EARTHWRK EXISTING GRADE--\ -ELEV. = 890.00 TYPICAL CROSS SECTION LAKE #1 "A " - "A" NOT -TO -SCALE .00 4 4 T.0.6.= 890.00 - - SPILLWAY 15' -0" 889.00 WEIR ERGENCY SPILLWAY LAKE #1 NOT -TO -SCALE CAUTION LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS 1-800-382-5544 OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION. 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA QI� Q m co Z w O o W Q w a- 0 co W Y Q co �-- Q tj �• p.RINE& �* GIs No.• 1 10200495 STATE OF Iwo �•,,�� TONAL E``��.� 0 00 tJ j 00 Q D Z 00 } 0 j Q w n:. j = 3 F- J I , t o Q = o` 2 M Ld 4 00 00 � 00 V � i G C\1 O # 1? C rri o z O 00 � i 00 W N s O N I 9 v %JJ •3 0 Li M60 W ' o Q S Ix w i 1 7 86 } z` f vv LJ ' f, „ 00 0 •` I� L,-- x I0) t4 T.O.B. ELEV. = 890.00 LEGEND EMERGENCY FLOOD ROUTE 848 EXISTING CONTOUR .. EXISTING SANITARY SEWER - EXISTING STORM SEWER 48.o PROPOSED GRADE 848 PROPOSED CONTOUR PROPOSED SANITARY SEWER --'o- -- PROPOSED STORM SEWER 00< PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) PROPOSED 10' PATH 4 N.P. M. F. P. G. LOT NUMBER PAD ELEVATION MINIMUM FLOOD PROTECTION GRADE SCALE: 1 "= SO' DENOTES 4" SUBSURFACE DRAIN TO LOT DENOTES 6" SUBSURFACE DRAIN ROLL CURB NOTE: DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS, LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE RIGHT -OF -WAY. NOTE: A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN -ENDED INLETS AND AT THE POND OUTFALL PIPE. NOTE: NO PROPOSED DRIVEWAY SHALL ENCROACH ON ANY SIDEYARD EASEMENT. NOTE: THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT, CURBS, OR SIDEWALKS. NOTE: ALL EXISTING PAVEMENT SHALL BE SAW CUT TO A CLEAN EDGE WHERE NEW PAVEMENT (FOR WIDENING) IS TO BE INSTALLED ADJACENT TO EXISTING PAVEMENT. NOTE: ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT -OF -WAY SHALL CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING. NOTE: THE CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO SCHEDULE A PRE - CONSTRUCTION MEETING TO REVIEW THE DEPARTMENTS CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND TO REVIEW THE AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND PROPOSED CITY RIGHT -OF -WAY. NOTE: FINISHED FLOOR ELEVATIONS OF ALL STRUCTURES SHALL BE NO LESS THAN 2' ABOVE ANY ADJACENT 100 YEAR LOCAL OR REGIONAL FLOOD ELEVATION (WHICHEVER IS GREATER). NOTE: ALL SUB - SURFACE DRAINS SHALL BE DOUBLE WALL HANCORE HI -Q OR EQUIVALENT. EARTHWORK: 1. EXCAVATION A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. B. Provide and place any additional fill material from offsite as may be necessary to produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. 2. REMOVAL OF TREES A. All trees and stumps from area to be occupied by a road surface area and building pad. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect of protective measure to be taken, if any, to preserve such trees. 4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas to be excavated. Topsoil should be stored at a location where it will not interfere with construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so that field measurements and spot elevations can be verified by the Engineer. The Contractor shall not remove his equipment from the site until the Engineer has verified that the job meets the above tolerance. FORM \EARTHWRK EXISTING GRADE--\ -ELEV. = 890.00 TYPICAL CROSS SECTION LAKE #1 "A " - "A" NOT -TO -SCALE .00 4 4 T.0.6.= 890.00 - - SPILLWAY 15' -0" 889.00 WEIR ERGENCY SPILLWAY LAKE #1 NOT -TO -SCALE CAUTION LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS 1-800-382-5544 OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION. 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA QI� Q m co Z w O o W Q w a- 0 co W Y Q co �-- Q tj �• p.RINE& �* GIs No.• 1 10200495 STATE OF Iwo �•,,�� TONAL E``��.� 0 Q Z Q D Z } 0 j Q w ° U J � = z o F- J z o Q = w w U o � V � U) Of � o z O � - w W N Of O N I 00 Cn o° O a' �Cn J _ x 00 N V J C;8 � L,-- r\ c4s Cl� Of N o0 ob W W -6 M U-) z W '> o F-°- J � Z Q o �- a� C: W w cn CD z � o N U J W Q U DRAWN BY: CHECKED BY: TWF BKR SHEET N0. C200 552645 1 ' Q Z Q D Z } Z j Q ° U J � = z o F- J z o Q = w � o � J W 0 U) W � o z � w J W Q U DRAWN BY: CHECKED BY: TWF BKR SHEET N0. C200 552645 1 ' r i ,r• yr ti. .................. f,. t 1 t. L� M Q M O 0 _ cC=)�l N 0 9 rn .D Z D C1 Y N U v� V) V_ N Ln M BM & TBM HISTORY: JRL RAN THE BENCH FROM TBM 1 THROUGH TBM 2 TO TBM 3. FIELD BOOK 416, PAGE 76 -79 REFERENCE BENCHMARK: TBM 1 – A RAILROAD SPIKE IN THE WEST SIDE OF A POWER POLE. SAID POLE IS LOCATED ON THE SOUTH LINE OF CAMDEN WALK SUBDIVISION AND ON THE EAST SIDE OF TOWNE ROAD. (TBM FROM S & A JOB NUMBER 33697) ELEVATION: 870.46' (NGVD 29) TBM 2 – A RAILROAD SPIKE, ONE FOOT ABOVE THE GROUND, IN THE SOUTH SIDE OF POWER POLE NUMBER 39130A. SAID POLE IS LOCATED ON THE NORTH SIDE OF 106TH STREET AND 70 FEET WEST OF THE CENTER ISLAND AT THE ENTRANCE TO KINGSMILL SUBDIVISION. ELEVATION: 891.02' (NGVD 29) T &W 3 – MIVOSOR GTOV (S & A X06 N-0-Vl-6EER 5.5697) ASBUILT SANITARY MANHOLE NUMBER 712. ELEVATION: 880.90' (NGVD 29) BENCH NOTES TYPED BY: RJC 9/19/2005 CHECKED BY: f � ~:tom • �� t, ^'� � V � s i ,j ow N c-, 00 LLJ ? o } i 3• n 00 00 i } 00 00 ' � s 00 00 LJ II. N s 00 ILOJ k ,4 N 00 A.;, u_i N, t k .g 4 � l CAUTION < a'\ . k t.. a T.O.B. ELEV. = 880.00 � OF LOT SANITARY WATER LATERAL LATERAL 5' 5' 5' SANITARY LINEN ' 3 � S. S. D. LATERAL S. S. D. S.S.D. TYPICAL U11UTY EXISTING GRADE BOTTOM = 865.04 LEGEND EMERGENCY FLOOD ROUTE 848 EXISTING CONTOUR . EXISTING SANITARY SEWER EXISTING STORM SEWER 848.o PROPOSED GRADE 84 PROPOSED CONTOUR PROPOSED SANITARY SEWER —'—'�— PROPOSED STORM SEWER oo< PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) PROPOSED 10' PATH 4 N.P. M LOT NUMBER PAD ELEVATION MINIMUM FLOOD PROTECTION GRADE SCALE: 1 "= 50' DENOTES 4" SUBSURFACE DRAIN TO LOT DENOTES 6" SUBSURFACE DRAIN ROLL CURB NOTE: DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE ' RIGHT —OF —WAY. NOTE: A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN —ENDED INLETS AND AT THE POND OUTFALL PIPE. NOTE: NO PROPOSED DRIVEWAY SHALL ENCROACH ON ANY SIDEYARD EASEMENT. NOTE: THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT CURBS, OR SIDEWALKS. ' NOTE: ALL EXISTING PAVEMENT SHALL BE SAW CUT TO A CLEAN EDGE WHERE NEW PAVEMENT (FOR WIDENING) IS TO BE INSTALLED ADJACENT TO EXISTING PAVEMENT. NOTE: ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT —OF —WAY SHALL CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING. NOTE: THE CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO SCHEDULE A PRE — CONSTRUCTION MEETING TO REVIEW THE DEPARTMENTS CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND TO REVIEW THE AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND PROPOSED CITY RIGHT —OF —WAY. NOTE: FINISHED FLOOR ELEVATIONS OF ALL STRUCTURES SHALL BE NO LESS THAN 2' ABOVE ANY ADJACENT 100 YEAR LOCAL OR REGIONAL FLOOD ELEVATION (WHICHEVER IS GREATER). NOTE: ALL SUB — SURFACE DRAINS SHALL BE DOUBLE WALL HANCORE HI —Q OR EQUIVALENT. EARTHWORK: 1. EXCAVATION A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. B. Provide and place any additional fill material from offsite as may be necessary to Y y produce the grades required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the source approved by the Developer. It will be the responsibility of the Contractor for any costs for fill needed. 2. REMOVAL OF TREES A. All trees and stumps from area to be occupied by a road surface area and building pad. Trees and stumps shall not be buried on site. 3. PROTECTION OF TREES A. The Contractor shall, at the direction of the Developer, endeavor to save and protect trees of value and worth which do not impair construction of improvements as designed. B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with respect of protective measure to be taken, if any, to preserve such trees. 4. REMOVAL OF TOPSOIL A. All topsoil shall be removed from all areas to be excavated. Topsoil should be stored at a location where it will not interfere with construction operations. The topsoil shall be free of debris and stones. 5. UTILITIES A. Rules and regulation governing the respective utility shall be observed in executing all work under this section. B. It shall be the responsibility of the Contractor to determine the location of existing underground utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free 1- 800 - 382 -5544 within Indiana or 1 -800- 428 -5200 outside Indiana. 6. SITE GRADING A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so that field measurements ' and spot elevations can be verified by the Engineer. The Contractor shall not remove his equipment from the site until the Engineer has verified that the job meets the above tolerance. FORM \EARTHWRK T.O.B.= 880.00 4 4 T.O.B.= 880.00 r.o:s. �� "p SPILLWAY ELEV. = 880.00 15' -0" 878.00 4 iF_ WEIR EMERGENCY SPILLWAY � LAKE #2 NOT —TO —SCALE "HOLEY MOLEY" TYPICAL CROSS SECTION LAKE #2 "81f_"8" NOT –TO –SCALE QI� a m SAYS : CAUTION a z a ~ Z z ® z Q \ 0 0 J � w _O 0 --� z O z w L O U w � marks made upon the ground by others.) AND W Q ARE SPECULATIVE IN NATURE. THERE MAY ALSO 1=- W 0 BE tF FH R 'EXISHING UNDERGROUND UTILIITIES p Z IZ -..� � W w H w CL U U EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES DRAWN BY: 1-WF CHECKED BY: B K R CALL TOLL FREE V 0 cn 1-800-428-5200 C201 FOR CALLS OUTSIDE OF INDIANA Li — O Of w W CD Q � Q oo a d' - F- o � CD co ^ r` � < o I� �•� p. R I NE& o Now 10200495 'o ':• STATE OF := oft 00 • z , N ,,. s 4NAL *. ��.� 111"1111111110 1 SAYS : CAUTION a z a 0 0 z z ® z Q \ 0 0 J � _ z 0 0 --� z O z w w but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND W 0 ARE SPECULATIVE IN NATURE. THERE MAY ALSO 1=- W 0 BE tF FH R 'EXISHING UNDERGROUND UTILIITIES p Z IZ -..� � W w H U U EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES DRAWN BY: 1-WF CHECKED BY: B K R CALL TOLL FREE V cn 1-800-428-5200 C201 FOR CALLS OUTSIDE OF INDIANA — O w W CD N � Q oo a d' - V o � CD co ^ r` Q o V) _J z X N ck3 Li O W � ry C.D = •c 00 Z W o o �- J C.D cn Q W Z F o C J 0-) Cz CL W U) O Z 1 O Lr) U SAYS : CAUTION a z a 0 z z ® z Q 0 0 J � _ z 0 LIJ: --� z O z w � but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND W 0 ARE SPECULATIVE IN NATURE. THERE MAY ALSO U) W 0 BE tF FH R 'EXISHING UNDERGROUND UTILIITIES p Z IZ -..� � W Q H SAYS : CAUTION -- ® LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED --� UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND LJ ARE SPECULATIVE IN NATURE. THERE MAY ALSO :E BE tF FH R 'EXISHING UNDERGROUND UTILIITIES IZ -..� FOR WHICH THERE IS NO ABOVE GROUND Q EVIDENCE OR FOR WHICH NO ABOVE GROUND U 1-800-382-5544 EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES DRAWN BY: 1-WF CHECKED BY: B K R CALL TOLL FREE SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. SHEET No. 1-800-428-5200 C201 FOR CALLS OUTSIDE OF INDIANA 552645 1 1 L a 00 M N cD O N - N O M J rn a Z 0 (n O W 1 U N () Ln N Ln M f CD -T CD us S EE 10 B1 USI D FOR EROS ON COFqTROL 0. N PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: Temporary y straw bale dam to be removed ed Burin 9 blanket installation. on. Q STEVE WILSON Areas not to be disturbed D Z lb- ♦ a � ri } H STEVEN A. WILSON, INC. Seeding mixture: 25% creeping red fescue PHONE # (317)- 846 -2555 V z --4-- Denotes seeding w /fiber blanket #S150 by North American Green Seeding 110# o W rate: /acre or 2.5# /1000 S.F. Q Q Seeding mixture: 38% Kentucky 31 fescue z < a 'i , '3 - cn , 14% orchard grass �. .. r • -: 3 ._. , ' .- a----------- . _y - - - - -° ...._ . _. ,_. a7 _ .. ------------------ w t. Denotes temporary seeding & mulching. fl' Y_. py < , , �`� rW V Q Z e. ...- .. n ✓. J _1 � •i1 r�l`_. 1 1 I 1 1 1 v�• �yJf nn ` 0 V) V) C<1D t. i 0 Q0 C; t� V) Q r— QD x _.. w E`r( X i \ c i' 1 ( eJMMYr1Z r f \ J _ _.._...._.a_y _ , _K_ ---------- _ t iti ------ A ... .. _:.. _ .. , ,_- ter• „e•;• I' , i 1, r v7 .. ♦. r- fa_ 0 J... � . -� _ , ............ -- f E t E T S T R.£ H T 1_. 1 Q 5 r _ ` 1� Y ` R oo .......... ) 1 \t- ,; _' •�. � � _£.-, t "._ is -'.�., t>+ 1. •C` f ~ 4 �. W t ., - r. W Q � O •`.....�,,.._....,,_, s z, - -_ �# I WZA U 4_1 - V � Fi +�1 \'^ L 4` a _.. 1 3' eye ,Y NOTE: AFTER THE LAKE IS COMPLETED SIDE SLOPES SHALL BE STABLIZED WITH A FIBER BLANKET. RENO MATTRESS (8- 6'x3'x1') SCALE: 1 it = 50' = © o © o © = Construction Limits ( Denotes silt fence to be installed ed r Temporary y straw bale dam to be removed ed Burin 9 blanket installation. on. Q f�7 w Areas not to be disturbed D Z lb- ♦ a � ri } H Seeding rate: 130# /acre or 3# /1000 S.F. Seeding mixture: 25% creeping red fescue 35% perennial rye i V z --4-- Denotes seeding w /fiber blanket #S150 by North American Green Seeding 110# o W rate: /acre or 2.5# /1000 S.F. Q Q Seeding mixture: 38% Kentucky 31 fescue z < a 'i , '3 - J , , 14% orchard grass �. .. r • -: 3 ._. , ' .- a----------- . _y - - - - -° ...._ . _. ,_. a7 _ .. ------------------ w t. Denotes temporary seeding & mulching. fl' Y_. py < v1 �`� _ .,.. _.........—_• - ._•_ -._ :..r...,- :�..,._.." :i- '.`1.,.__..., x: r e. ...- .. n ✓. J _1 � •i1 r�l`_. 1 1 I 1 1 1 1 I 1 1 I -1 ,.. - is -.- ... - .. .. , - - - ✓ �- ` -t RENO MATTRESS (8- 6'x3'x1') SCALE: 1 it = 50' = © o © o © = Construction Limits ( Denotes silt fence to be installed ed r Temporary y straw bale dam to be removed ed Burin 9 blanket installation. on. Q f�7 w Areas not to be disturbed D Z Denotes permanent seeding & mulch areas ♦ a � ri } H Seeding rate: 130# /acre or 3# /1000 S.F. Seeding mixture: 25% creeping red fescue 35% perennial rye J 40% Kentucky bluegrass z � Denotes seeding w /fiber blanket #S150 by North American Green Seeding 110# o W rate: /acre or 2.5# /1000 S.F. Q Q Seeding mixture: 38% Kentucky 31 fescue z 19% perennial rye ry 19% annual rye � 14% orchard grass 10% Kentucky bluegrass + + + + + ++ Denotes temporary seeding & mulching. moms +++++]++ ' ' ' +++++ ' ' + + + Seeding rate: 50# /acre Seeding mixture: 100% g perennial rye. w Temporary geotextile bags to be installed at curb inlets. Curb and Street inlet Stone bags shall be placed around curb inlets. The following is a list in sequence of construction activities to control soil erosion: 1. The contractor shall schedule a Pre — construction meeting with the Hamilton County Surveyors Office prior to any construction on the site being :started. 2. The construction entrance installed. 3. Posting sign installed 4. Install perimeter silt fence 5. Maintenance and Refueling area constructed 6. Concrete washout area constructed 7. Construct Pond. All material excavated in this process shall be used to grade site. 8. Rock Horseshoe Darn in Lake constructed 9. Grade site (sides of swales, mounds and ponds to be seeded and mulched immediately upon ce npletion). Temporary seeding shall be recommended for all swales and disturbed areas that cannot be final seeded within a 15 day time period to prevent erosion. For temporary seeding, the contractor shall utilize a fast growing seed of either oats, annual rye grass, wheat or rye depending on time of year. Disturbed areas should be kept to a minimum at all times. All Common A eas to be topsoiled & fertilized based on soil type utilizing low or no phosphorous fertilizer. 9.Storm inlets are to be protected immediately after installation. 10. Contractor shall control mud accumulation on all streets surrounding project by installing stone surface at all locations where construction traffic leaves the site. Dust shall be kept to a rnimmum by utilizing sprinkling, Calcium Chloride, Vegetative cover, spray on adhesives or other approved methods. 11.Maintain all filters and traps during construction to prevent any blockages from accumulated sediment. Additional seeding and straw bales may be required during construction as specified by Engineer or Soil Conservation Service. Payment for additional straw bales shall be at the contractor's expense. Payment for additional rip —rap (not shown on plans) and seeding shall be paid for on a unit basis. 12. Contractor shall install all sanitary sewers, storm sewers, subsurface drains, and water mains. Straw bale filters shall be installed at all storm inlets (including street inlets). 13. All disturbed areas to be temporarily seeded. NOTE: TO CONTRACTOR 1. Prior to any work commencing contractor shall install stone drive at entrance, and all silt fences shown on plan. 2. Upon completion of the storm structure from being built the fabric drop inlet protection is to be installed ON curb inlets and straw bales on yard inlets immediately. 3. Upon completion of the swale construction, contractor shall notify engineer to as— built, upon review of as —built engineer shall notify contractor to install the erosion control blankets as soon as possible. FORMS/22687 MIN. ROCK HORSE SHOE DADA DETAIL NOT —TO —SCALE Qlr a m Cn Z o co 5; o W U Q t— D! w a_ �,0^ Vl W D! Y Q tiJ O W \ e— Q D r� %% %%% S O- R I NEy ` •••• '••• 4�1 a ` ** 0. so Mae O . • do Nowoft • I Oft - 10200495 so .00 - �o ': STATE OF �Q *0 op :, A �j - 4111111111l110,40 1 O r Q f�7 w D Z ♦ a � ri } H W Q o U J = z � o W � Q Q U z ry U � O U moms Is _ w W � o N d- � � o N 0) I 0 ROCK HORSE SHOE DADA DETAIL NOT —TO —SCALE Qlr a m Cn Z o co 5; o W U Q t— D! w a_ �,0^ Vl W D! Y Q tiJ O W \ e— Q D r� %% %%% S O- R I NEy ` •••• '••• 4�1 a ` ** 0. so Mae O . • do Nowoft • I Oft - 10200495 so .00 - �o ': STATE OF �Q *0 op :, A �j - 4111111111l110,40 1 O Q Z Q D Z } H W Q o U J = z � o W � Q Q U z ry U � O U 0 _ w W � o N d- � � o N 0) I 0 0 Q0 00 t� V) Q r— QD _z X N Q a� L r` 48 Of ._ iZ v7 °o 0�0 W Z a, Z W '> o oo — — �—°- J Z Cn Z a o W W Q � O � U J w Q U DRAWN BY: CHECKED BY: TWF BKR SHEET NO. 552645 Q Z Q D Z } H Z Q o U J = z � o J � Q Q O z ry z U 0 Z (of) � O Z O W J w Q U DRAWN BY: CHECKED BY: TWF BKR SHEET NO. 552645 L fu Q In C) T-4 C) N -N J fu CL Z O H W 0 M U -0 i N Ln N in i ,M THIS SHEET TOO : E USED FOR EROOSIOO CO TROOL OO L . PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: STEVE WILSON STEVEN A. WILSON, INC. PHONE # (317)- 846— ;25F55„ ,; , f ,;..r.,. ., NOTE: AFTER THE LAKE IS COMPLETED SIDE SLOPES SHALL BE STABLIZED WITH A FIBER BLANKET. L q X ^. "'1,..- Vin,(•. { s �4 � { > �,..._. 7 Jim ! =11 M t.. f �1 SCALE: 1"= 50' 0 0 C= 0 0 0© Construction Limits (SF) © Denotes silt fence to be installed Temporary straw bale dam to be removed during blanket installation. Denotes permanent seeding & mulch areas Seeding rate: 130# /acre or 3# /1000 S.F. Seeding mixture: 25% creeping red fescue 35% perennial rye 40% Kentucky bluegrass \ j \ Denotes seeding w /fiber blanket #S150 by North American Green CHECKED BY: TWF Seeding rate: 110# /acre or 2.5# /1000 S.F. BKR F— Seeding mixture: 38% Kentucky 31 fescue SHEET N0. 19% perennial rye C 19% annual rye 0 1 14% orchard grass 10% Kentucky bluegrass U ++++++++* Denotes temporary seeding & mulching. Seeding rate: 50# /acre Q Seeding mixture: 100% perennial rye. CDTemporary geotextile bags to be installed at curb inlets. Curb and Street inlet —� Stone bags shall be placed around curb inlets. The following is a list in sequence of construction activities to control soil erosion: 1. The contractor shall schedule a Pre — construction meeting with the Hamilton County Surveyor's Office prior to any construction on the site being C nrted. 2. The construction entrance installed. 3. Posting sign installed 4. Install perimeter silt fence 5. Maintenance and Refueling area constructed 6. Concrete washout area constructed 7. Construct Pond. All material excavated in this process shall be used to grade site. 8. Rock Horseshoe Dam in Lake constructed 9. Grade site (sides of swales, mounds and ponds to be seeded and mulched immediately upon completion). Temporary seeding shall be recommended for all swales and disturbed areas that cannot be final seeded within a 15 day time period to prevent erosion. For temporary seeding, the contractor shall utilize a fast growing seed of either oats, annual rye grass, wheat or rye depending on time of year. Disturbed areas should b kept to a minimum at all times. All Common Ar <:as to be topsoiled & fertilized based on soil type utilizing low or no phosphorous fertilizer. 9.Storm inlets are to be protected immediately after installation. 10. Contractor shall control mud accumulation on all streets surrounding project by installing stone surface at all locations where construction traffic leaves the site. Dust shall be kept to a minimum by utilizing sprinkling, Calcium Chloride, .vegetative cover, spray on adhesives or other approved methods. 11.Maintain all filters and traps during construction to prevent any blockages from accumulated sediment. Additional seeding and straw bales may be required during construction as specified by Engineer or Soil Conservation Service. Payment for additional straw bales shall be at the contractor's expense. Payment for additional rip —rap (not shown on plans) and seeding shall be paid for on a unit basis. 12. Contractor shall install all sanitary sewers, storm sewers, subsurface drains, and water mains. Straw bale filters shall be installed at all storm inlets (including street inlets). 13. All disturbed areas to be temporarily seeded. NOTE: TO CONTRACTOR 1. Prior to any work commencing contractor shall install stone drive at entrance, and all silt fences shown on plan. 2. Upon completion of the storm structure from being built the fabric drop inlet protection is to be installed ON curb inlets and straw bales on yard inlets immediately. 3. Upon completion of the swale construction, contractor shall notify engineer to as— built, upon review of as —built engineer shall notify contractor to install the erosion control blankets as soon as possible. FORMS/22687 1, ROCK HORSE SHOE DAM DETAIL NOT —TO —SCALE M V) Z O w o' Y D! Q W F- Q p• R I NE& .,,. • o. Goo :10200495: -0 STATE OF 11 sS ZONAL EN �.�`% (D O J w w_ U L.� CHECKED BY: TWF BKR F— SHEET N0. C w U 0 1 U � Q �► V W o N `t- LL o N Lr) I Q Ln I 00 � � — o 00 O Z Q �- r--, r- °' V) V) z x N C�d a� La t� Cn Cte C_ • U) LL- u7 o o coo Z_ ry � Ln W o f—° CD U Q �' W �... Z _ p ai o J C a_ W cn 0 Z O � U w \\")o a o- z Q J J O ry Z O U i n U) O ry W w O C� O (of) D Z Q z Q D z z 0 U Z 0 (-- Q Z 552645 I 0 J w Q U DRAWN BY: CHECKED BY: TWF BKR SHEET N0. C 3 0 1 552645 I 0 ,--I ,--1 L.:� cv CL N Ln N . . M 0 N M N 0 9 Cn "L3 W ItL T U) O w 0 V Cn V) Ln V_ N i M, T SS IL---,ET TO CCDD I I I M -_ I BE USED I _-I '%ftw000" OnO R !== IF I Ros ON CONTROL ONLY,3 ' m PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: STEVE WILSON STEVEN A. WILSON, INC. PHONE # (317)- 846 -2555 SEASONAL SOIL PROTECTION CHART STABILIZATION PRACTICE JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEPT. OCT. NOV. DEC. PERMANENT A SEEDING DORMANT SEEDING B B SEEDING E SODDING F ** * / / / / / / / / / / / / //* > - - - - MULCHING G Seedbed PreQaration for Perman nt Seeding 1. Test soil to determine pH and nutrient levels. (Contact you county SWCD or Cooperative Extension office for assistance and soils information, including available testing services.) 2. If soil pH is unsuitable for the species to be seeded, apply lime according to test recommendations. 3. Fertilize as recommended by the soil test. If testing was not done, consider applying - 400 -600 lbs. /acre of 12 -12 -12 analysis, or equivalent, fertilizer. 4. Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil 2 -4 in. deep with a disk or rake operated across the slope. A = KENTUCKY BLUE GRASS 40 lbs. /AC.: CREEPING RED FESCUE 40 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 20lbs > /AC. B = KENTUCKY BLUE GRASS 60 lbs. /AC.: CREEPING RED FESCUE 60 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 30lbs > /AC. C = SPRING OATS 3 BUSHEL /ACRE D = WHEAT OR RYE 2 BUSHEL /ACRE E = ANNUAL RYEGRASS 40 lbs. /AC. (1 lb./1000 sq. ft.) F =SOD G =STRAW MULCH 2 TONS /ACRE - ANCHOR ALL MULCH BY CRIMPING OR TACKIFYING * / //* = IRRIGATION NEEDED DURING JUNE, JULY, AND /OR SEPT. ** - IRRIGATION NEEDED FOR 2 TO 3 WEEKS AFTER APPLYING SOD Drop Inlet Protection Basket It is the intent of this device to detain water for the purpose of allowing suspended solids in the water to settle out before the water enters the storm structure. Some filtering will occur as water passes through the device. The bottom of this device is to seal against the flat outer part of the casting. The overall dimension of the basket shall be no smaller than the water inlet perforations in the casting and no larger than the outer dimensions of the casting. The height shall be 15" The basket frame shall be welded wire mesh rolled or bent and welded to itself to fit the casting. The wire size shall be no smaller than .149" dia. and openings no larger than 18 sq in. It is important that the bottom of the wire frame be smooth so as not to allow any leakage between the basket and casting. The top of the basket shall be open to prevent flooding during heavy storm events. Fabric shall be woven polypropylene allowing 15 -25ga1 /min /sq in. If non -woven fabric is used, the maintenance intervals should be increased to replace silt laden fabric. The fabric shall be attached to the frame and folded under the bottom to help seal against the casting. This device should be used in conjunction with other Best Management Practices to maximize the efficiency of the erosion control plan. Suppliers for this product include: Lakeside Supply Inc. (3 17) 281 -2661, Turfgrass Inc (3 17) 894 -3276. WINDSOR GROVE I, the undersigned Registered Land Surveyor hereby certify that the included plat correctly represents a subdivision of part of the Northeast Quarter of Section 8, Township 17 North, Range 3 East, Hamilton County, Indiana, being more particularly described as follows: Beginning at the Northwest Corner of said Northeast Quarter section; thence North 89 degrees 01 minutes 38 seconds East 978.29 feet; thence South 00 degrees 18 minutes 29 seconds West 1,336.20 feet; thence Sou th 89 degrees 00 minutes 10 seconds West 978.30 feet; thence North 00 degrees 18 minutes 29 seconds East 1,336.62 feet to the place of beginning, containing 30.006 acres, more or less, subject to all legal highways, rights -of- ways, easements, and restrictions of record. S: /52645S2/LEGAL /S2 -PLAT Revised 2/3/06 R(aaa) F(bkr) FENCE POST (2x2 HARDWOOD POST) SILT FENCE MATERIAL 6' -89' 1 / 3' � GROUND SURFACE t' FENCE POST SHOULD SILT FENCE MATERIAL SHOULD BE BURIED ti 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL NOT -TO -SCALE Exhibit 3,74 -0. SpOclt'IcatIOnS h1111101U1118 tot' Slit Faticfb F. b i . Physical property Woven fabric Nun -woven fabric ......_ ._...._ ... ... ..... <. ..,.... Filtering et'fic clity 85% 85% T y v- ,iw A iy� r V .- M bflA Yi1 .�. ►i.i Lw 20,1,77o clongatiall: Standard strength 30 lbs. /linear in. 501hi. / linear ill. Extra sircnlath 501Us, /Ii>i1c -ar if). 70 lbs. / linear in. Sherry 110�iv rate i.1.3 gal. /rain. /sq.ft. 4.5 gal. /niin. /sq.fr. Water flow ratc '15 ei11, /I11i1n, /s(l ►ft, 220 girl. /min. /sq.ft. • UV rr. ;sista.ncc 7t1 ��; 85(7/_ �� STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN GREEN EROSION CONTROL BLANKETS. STAPLE PATTERNS WILL VARY DEPENDING UPON SLOPE LENGTH, SLOPE GRADE, SOIL TYPE AND AVERAGE ANNUAL RAINFALL. 300 27 25 22 20 175 0 J150 W 125 a- 0 100 V) 75 50 25 FT. B C C C C D g A A B B EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT -TO -SCALE 2' -0" a I � 0 Quo I 00 ' qQ I 5-0" � <:2 o Q 0 I q0 I O &�> oQ Q_�?(o I Q� G� O O �° a- I / 5, -0„ Q� Q �� O6 o D 0) - D d °8�� 3' -0" RIP -RAP DETAIL NOT -TO -SCALE Assessment of Construction Plan Elements Al. See Sheets C300 thru C303 A2. See Attachment. A3. Narrative Describing Project Nature and Purpose: This project is Windsor Grove II, a residential subdivision. The purpose of this project is for future residential construction. A4. See map included on this sheet'. A5. Legal Description of the Project Site: Legal description is shown on this sheet. The latitude is 39 °- 56' -28" and longitude is 860-12141". A6. See Sheet C200 -0201 A7. Hydrologic Unit Code: 05120201090070 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Storm water Discharge Will Leave This Site: The storm water will leave the site through the lake outlet pipes to the South of this property into Long Branch Creek/J.W. Brendle Drain. See sheet C200. A10. Location and Name of All Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identify All Receiving Waters: This site drains to the Southeast into Lake #1 on site and then discharges to the South into Long Branch Creek/J.W. Brendle Drain. Al2. Identification of Potential Discharges to Groundwater: None CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES DROP INLET PROTECTION REAR YARD DRAINAGE SWALE > o 0 0 0 0 o 0 0 SUBSOIL STOCKPILE SF SF AREA TO BE TOP- \ __\ . 0 SOILED, SEEDED, o O PS o TOPSOIL AND MULCHED STOCKPILE ^ BY OWNER AT COMPLETION OF CONSTRUCTION. PALIMAR IS TO BE HOUSE IF GRASS GARAGE - GROWTH IS NOT I \ POSSIBLE. CONSTRUCTION o �_ PS v i i , o :. ENTRANCE/ EXIT ° \ :, . ° 0 SIDE YARD \_O___�_ S F • . SF DRAINAGE SWALE . SIDE- WALK EXISTING CURB AND GUTTER CURB INLET PROTECTION SEE STORM WATER POLLUTION & PREVENTION NOTES BELOW INDIVIDUAL LOT STORMWATER POLLUTION & PREVENTION DETAIL NOT-TO-SCALE STORM WATER POLLUTION & PREVENTION NOTES: (A) All storm water quality measures, including erosion and sediment control, necessary to comply with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection (b)• (B) Provisions for erosion and sediment control on individual building lots regulated under the original permit of a project site owner must include the following requirements: (1) The individual lot operator, whether owning the property or acting as the agent of the property owner,, shall be responsible for erosion and sediment control requirements associated with activities on individual lots. (2) Installation and maintenance of a stable construction site access. (3) Installation and maintenance of appropriate perimeter erosion and sediment control measures prior to land disturbance. (4) Sediment discharge and tracking from each lot must be minmiz ied throughout the land disturbing activities on the lot until permanent stabilization has been achieved (5) Cleanup of sediment must be redistributed or disposed of in a manner that is in compliance with all applicable statutes and rules. (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with temporary or permanent surface stabilization. (7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or this rule will be achieved when the individual lot operator: (A) completes final stabilization; or (B) has installed appropriate erosion and sediment control measures for an individual lot prior to occupation of the home by the homeowner and has informed the homeowner of the requirement for, and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: (A) all land disturbing activities have been completed and a uniform (for example, evenly distributed, without large bare areas) perennial vegetative cover with a density of seventy percent (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures have been employed; and (B) construction projects on land used for agricultural purposes are returned to its preconstruction agricultural use or disturbed areas, not previously used for agricultural production, such as filter strips and areas that are not being returned to their preconstruction agricultural use, meet the final stabilization requirements in clause (A). A13. 100 Year Flood plains, Floodways and Floodway Fringes: There are no flood plains, floodways or floodway fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Post- Developed: 2 year =1.59 c.fs. South into 2 year = 13.41 c.fs. South from Lake 2 10 year= 3.54 c.fs. Towne Lake 10 year= 14.92 c.fs. of Windsor Grove I 100 year = 5.89 c.fs. 100 year =17.03 c.fs. A15. Adjacent Landuse Including Upstream Watershed: West: residential East: residential North: residential South: residential A16. See Sheet C300 -0301 A17. Identification of existing vegetative cover: See Sheet C300 A18. See Map & descriptions included on this sheet'. A19. See Sheet C200 -0201 A20. See Sheets C500 -0502 and C700 -0701 A21. Locations of proposed soil stockpiles, borrow and/or disposal areas: All topsoil is to be relocated to non - building areas. Non - building areas would be considered common areas, rear yards, etc.. Their will be NO borrow areas associated with this project. A22. See Sheet C100 A23. See Sheet C200 -0201 Assessment of Storm water Pollution Prevention Plan - Construction Component Bl. Description of Potential Pollutant Sources Associated with the Construction Activities: Potential Pollutants during construction includes: Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be mimized by performing activities such as,, equipment storage, refueling, maintenance and port-a -let placement in designated areas as shown on sheet C300. In the event of accidental contamination all efforts should be made to remove contaminants in an appropriate manner. The appropriate Fire Department should be contacted . immediately to determine if further measures are needed. . B2. Sequence Describing Storm water Quality measure Implementation Relative to Land Disturbing Activities: See Construction Sequence on . Sheets C300 -C303 113. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet flow condition are shown on sheet C300. Silt fence is the primary measure used to eliminate this type of erosion and details are shown on this sheet. 115. Sediment Control Measures For Concentrated Flow Areas: The concentrated flow areas are the proposed swales. Erosion control blankets and temporary straw bale dams are proposed for use in these areas. Temporary dams shall be removed once seeding is established See sheets C300 -C302 for locations. B6. Storm Sewer Inlet Protection Measure Locations and Specifications: Baskets sand stone bags are shown to be placed at inlets. Locations are shown on sheet C300 -C301 and details are shown on this sheet. 117. Runoff Control Measures: The lake areas are to be utilized for temporary sediment traps. These are to be constructed as early as possible to speed the removal of sediment (See construction sequence on sheets C300 - C301). B8. Storm water Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on the site development plans and storm water pollution & prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Locations, Dimensions, Specifications and Construction Details of Each Storm water Quality Measure: Each measure is shown on the plans along with the appropriate details and specifications. Bll. Temporary Surface Stabilization Methods Appropriate for Each Season: The storm water pollution & prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized. (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution & prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). 1113. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheet C300, so that spills are limited to one location on the site, which will facilitate the cleanup Of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the ground or in the open on the construction site. -> ° ° ° PROPERTY LINE/ DRAINAGE SWALE -Now- EXISTING DRAINAGE FINISHED DRAINAGE GQ� , .4 Z.) TREE CONSERVATION D SF SILT FENCING . " " . GRAVEL ENTRANCE/ '_ _ EXIT PAD CURB INLET PROTECTION DROP INLET PROTECTION An Lill= %9 _.' SOIL SALVAGE AND UTILIZATION aPERMANENT SEEDING B13 Cont. 2. Construction Materials and their Packaging a. Erosion control measures shown on these plans shall be implemented prior to and during construction in the proper sequencing to minimise soil erosion. Erosion controls shall be inspected and maintained as described elsewhere in these plans. Excessive dusting of soil on the site shall be minimized by reducing construction traffic across bare soil during dry and/or windy weather, and by applying water or other acceptable dust control measures to the soil. Upon completion of construction and suitable establishment of permanent vegetation, temporary erosion control measures such as silt fence, check dams and inlet protection devices shall be removed in a manner to additional land disturbance. Any areas disturbed by these operations shall be properly revegetated. b. Large waste materials created by cutting, sawing, drilling, or other operations shall be properly disposed of in suitable waste containers. The site shall be checked at the end of the day, as a minimum, and all waste materials, including those blown across or off the site by wind, shall be picked up and disposed of in suitable containers. Where possible, operations such as sawing that create small particles should be performed in one spot in an area protected from wind, and waste particles collected and disposed of frequently to minimize wind dispersal. Packaging used to transport materials to the site for construction of the facility shall be disposed of properly, whether the material is taken out of its package and incorporated into the project immediately or stored onsite for future use. Packaged materials stored onsite shall be inspected regularly and any loose packaging shall be repaired or disposed of properly. 3. Concrete Waste Water a. All concrete waste water shall be disposed of in the designated area as shown on Sheet C300. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis as a minimum. When this area becomes full, the pollutants shall be excavated, placed in an acceptable container and disposed of in a proper manner. 4. Paint Products a. All excess paint and there related products shall be disposed of in the manner at which the manufacturer suggest. Under NO circumstances will paint or their related products be cleaned or disposed of in soil, sanitary sewers, storm sewers or detention basins. Any violation of this shall be reported to the job superintendent. 5. Spill Response In the event of small spills, please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact the construction supervisor, developer, County Surveyor's Office and the Local Fire Department. In the event of spills that have potential groundwater or surface water contamination, please contact the construction supervisor, developer, County . Surveyor's Office, Local Fire Department, and IDEM. 5. Emergency Numbers: . Emergency Response 911 Carmel Fire Department (317) 571 -2600 Carmel Police Department (317) 571 -2545 Indiana Department of Natural Resources (812) 477 -8773 Indiana Department of Environmental Management (317) 233 -7745 Hamilton County Soil and Water (317) 773 -2181 Hamilton County Surveyor (317) 776 -8495 Steven A. Wilson (317) 846 -2555 B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for storm water pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Control Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Storm water Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a single family subdivision. Potential pollutants from this type of development include, but are not limited to: nutrients and pesticides, fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, antifreeze, brake fluid, window washer fluid, rubber, plastic, & metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from p om storm water runoff contact with impervious surfaces. C2. &C3. Sequence Describing Storm water Quality Measure Implementation: Description of Proposed Post Construction Storm water Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and a detention pond. The swales will collect runoff from portions of the buildings. The design of the swales will allow sediment to be partially filtered out before storm water enters the designed storm sewer system. Ditch grate inlets will prevent large items from entering the storm pipes and leaving the site. The detention basin which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. C4. Location, Dimensions, Specifications and Construction Details of Each Storm water Quality Measures: Vegitated swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Storm water pollution prevention measures will be the responsibility of the project owner, Steven A. Wilson, Inc. until a point in time in which the Home Owners Association is established At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible b filling the eroded area with suitable soil and establishing vegetation immediately, y preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area. The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, it should be cleaned out and the source found and repaired The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of lour rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. LOCATION MAP 10' DIA. ►::::f -• • • -• • .;:;. �••••�•••� • • r • • •1••• • • • :• • • . • SOILS MAP Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep drained with moderate permeability. It has high available water for plant growth and high organic matter c n ntetver t po srly compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasons high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and I P � P y ponded surface water. Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a sin le -famil development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the current y Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes within this development be well above the 100yr elevation of the proposed detention basins and therefore be protected from flooding. All homes will be of slab type construction. In cases where a high water table is present special footin s shall be constructed. All roads will have adequate sub -base. All sanitary sewers shall be public and therefore no se tic systems shall be allowed P CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is dee poorly drained with slow permeability. It has high available water for plant growth and medium organic matter conten t somewh sot t has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban develo ment uses ar I seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. P e Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a sin le -famil development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the current y Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes within this development be well above the 100yr elevation of the proposed detention basins and therefore be protected from flooding. All homes will be of slab type construction. In cases where a high water table is present special footin s shall be constructed. All roads will have adequate sub -base. All sanitary sewers shall be public and therefore no se tic systems shall be allowed P Mmc2 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on slopin g u lands. It is d with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. and It ehasrained compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are moderate potential frost action moderate shrink- II P << 1>_ i �m � V) Z 0 :2 U5 .2i 5 0 L1 0 Cr Q I- w CL 0 V) Ld Y a CD � H Q o r- `` '-*.*, 0l/ O. p. R I NEy • i IS Q - • 1STE' •.. i G % 10 ` Q O • � ; -ft • No@ ; r .0 = 'O.' 10200495 : = • - r � • + t. -0 STATE OF • ' ft'. %ft • . . • � *.. _b " % //VDIA14 �� � ee '11/1,1 X1111110 ►��``` 1 swe potential, moderately slow permeability, low strength and erosion during construction. O Because of these engineering limitations this site will be constructed as follows. The foundations and footings used \ in this development shall be designed to include foundation drain tiles as to help prevent structural damage from � V� shrinking and swelling and low strength. There will be no septic fields in this development. All roads will have adequate sub-base. ase. `- 20' -0" MIN. WIDTH 2 3 WASHED STONE ..... lihh�_ rte: 7 "� - - (INDOT CA. #2) - 0 STRUCTION ENTRANCE DETAIL NOT-TO-SCALE LINE WITH GEOTEXTILE WOVEN FABRIC #53 STONE o�� 6' MIN. 3:1 FUELING &VEHICLE MAINTENANCE AREA SEC11ON "Z"*- "Z° NOT -TO -SCALE Bags overlap onto the curb 1. Fill geotextile bags approximately half full 4:1 3:1 2:1 1:1 LOW MED /HIGH 2. At a position downslope of the lot and upslope the I Runoff FLOW FLOW upslope from curb and away from inlet. MAINTENANCE CHANNEL CHANNEL STONE ENTRANCE imum of 3 feet into the street. ..� AND GoP between bogs °Cts °3 ° spillway middle of the top row to serve as a spillway. SLOPE GRADIENT SHORELINE 5. Place bags in an arc around curb inlets that CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. 3' 6. Set up safety /traffic barriers to keep vehicles - 6/ i - 40 6/ - I ---I C - - f 4/ 4' 2' I 6 4 6 - Fi 4� 2/ - I __61*__ 3 CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. 60. 3' PRIOR TO CLEANING AND GRADING -x *t-- I I x x -*- I � - -x 4' + 2 0 1 1/2' 1 -1 x I x 3' TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. - X 3,x � x x x A B Ic it x xDx x I I X x I x x x 1 STAPLE 1-1/2 STAPLES - 2 STAPLES 3.5 STAPLES PER SQ. YD. PER SQ. YD. PER SO. YD. PER SQ. YD. EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT -TO -SCALE 2' -0" a I � 0 Quo I 00 ' qQ I 5-0" � <:2 o Q 0 I q0 I O &�> oQ Q_�?(o I Q� G� O O �° a- I / 5, -0„ Q� Q �� O6 o D 0) - D d °8�� 3' -0" RIP -RAP DETAIL NOT -TO -SCALE Assessment of Construction Plan Elements Al. See Sheets C300 thru C303 A2. See Attachment. A3. Narrative Describing Project Nature and Purpose: This project is Windsor Grove II, a residential subdivision. The purpose of this project is for future residential construction. A4. See map included on this sheet'. A5. Legal Description of the Project Site: Legal description is shown on this sheet. The latitude is 39 °- 56' -28" and longitude is 860-12141". A6. See Sheet C200 -0201 A7. Hydrologic Unit Code: 05120201090070 A8. State or Federal Water Quality Permits: None A9. Specific Points Where Storm water Discharge Will Leave This Site: The storm water will leave the site through the lake outlet pipes to the South of this property into Long Branch Creek/J.W. Brendle Drain. See sheet C200. A10. Location and Name of All Wetlands, Lakes, and Water Courses on And Adjacent to the Site: None All. Identify All Receiving Waters: This site drains to the Southeast into Lake #1 on site and then discharges to the South into Long Branch Creek/J.W. Brendle Drain. Al2. Identification of Potential Discharges to Groundwater: None CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES DROP INLET PROTECTION REAR YARD DRAINAGE SWALE > o 0 0 0 0 o 0 0 SUBSOIL STOCKPILE SF SF AREA TO BE TOP- \ __\ . 0 SOILED, SEEDED, o O PS o TOPSOIL AND MULCHED STOCKPILE ^ BY OWNER AT COMPLETION OF CONSTRUCTION. PALIMAR IS TO BE HOUSE IF GRASS GARAGE - GROWTH IS NOT I \ POSSIBLE. CONSTRUCTION o �_ PS v i i , o :. ENTRANCE/ EXIT ° \ :, . ° 0 SIDE YARD \_O___�_ S F • . SF DRAINAGE SWALE . SIDE- WALK EXISTING CURB AND GUTTER CURB INLET PROTECTION SEE STORM WATER POLLUTION & PREVENTION NOTES BELOW INDIVIDUAL LOT STORMWATER POLLUTION & PREVENTION DETAIL NOT-TO-SCALE STORM WATER POLLUTION & PREVENTION NOTES: (A) All storm water quality measures, including erosion and sediment control, necessary to comply with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection (b)• (B) Provisions for erosion and sediment control on individual building lots regulated under the original permit of a project site owner must include the following requirements: (1) The individual lot operator, whether owning the property or acting as the agent of the property owner,, shall be responsible for erosion and sediment control requirements associated with activities on individual lots. (2) Installation and maintenance of a stable construction site access. (3) Installation and maintenance of appropriate perimeter erosion and sediment control measures prior to land disturbance. (4) Sediment discharge and tracking from each lot must be minmiz ied throughout the land disturbing activities on the lot until permanent stabilization has been achieved (5) Cleanup of sediment must be redistributed or disposed of in a manner that is in compliance with all applicable statutes and rules. (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with temporary or permanent surface stabilization. (7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or this rule will be achieved when the individual lot operator: (A) completes final stabilization; or (B) has installed appropriate erosion and sediment control measures for an individual lot prior to occupation of the home by the homeowner and has informed the homeowner of the requirement for, and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: (A) all land disturbing activities have been completed and a uniform (for example, evenly distributed, without large bare areas) perennial vegetative cover with a density of seventy percent (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures have been employed; and (B) construction projects on land used for agricultural purposes are returned to its preconstruction agricultural use or disturbed areas, not previously used for agricultural production, such as filter strips and areas that are not being returned to their preconstruction agricultural use, meet the final stabilization requirements in clause (A). A13. 100 Year Flood plains, Floodways and Floodway Fringes: There are no flood plains, floodways or floodway fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Post- Developed: 2 year =1.59 c.fs. South into 2 year = 13.41 c.fs. South from Lake 2 10 year= 3.54 c.fs. Towne Lake 10 year= 14.92 c.fs. of Windsor Grove I 100 year = 5.89 c.fs. 100 year =17.03 c.fs. A15. Adjacent Landuse Including Upstream Watershed: West: residential East: residential North: residential South: residential A16. See Sheet C300 -0301 A17. Identification of existing vegetative cover: See Sheet C300 A18. See Map & descriptions included on this sheet'. A19. See Sheet C200 -0201 A20. See Sheets C500 -0502 and C700 -0701 A21. Locations of proposed soil stockpiles, borrow and/or disposal areas: All topsoil is to be relocated to non - building areas. Non - building areas would be considered common areas, rear yards, etc.. Their will be NO borrow areas associated with this project. A22. See Sheet C100 A23. See Sheet C200 -0201 Assessment of Storm water Pollution Prevention Plan - Construction Component Bl. Description of Potential Pollutant Sources Associated with the Construction Activities: Potential Pollutants during construction includes: Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these pollutants to storm water runoff should be mimized by performing activities such as,, equipment storage, refueling, maintenance and port-a -let placement in designated areas as shown on sheet C300. In the event of accidental contamination all efforts should be made to remove contaminants in an appropriate manner. The appropriate Fire Department should be contacted . immediately to determine if further measures are needed. . B2. Sequence Describing Storm water Quality measure Implementation Relative to Land Disturbing Activities: See Construction Sequence on . Sheets C300 -C303 113. Stable Construct on Entrance Locations and Specifications: The construction entrance is shown on sheet C300 along with the details of installation and specification of maintenance on this sheet. B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet flow condition are shown on sheet C300. Silt fence is the primary measure used to eliminate this type of erosion and details are shown on this sheet. 115. Sediment Control Measures For Concentrated Flow Areas: The concentrated flow areas are the proposed swales. Erosion control blankets and temporary straw bale dams are proposed for use in these areas. Temporary dams shall be removed once seeding is established See sheets C300 -C302 for locations. B6. Storm Sewer Inlet Protection Measure Locations and Specifications: Baskets sand stone bags are shown to be placed at inlets. Locations are shown on sheet C300 -C301 and details are shown on this sheet. 117. Runoff Control Measures: The lake areas are to be utilized for temporary sediment traps. These are to be constructed as early as possible to speed the removal of sediment (See construction sequence on sheets C300 - C301). B8. Storm water Outlet Protection Specifications: All end sections of an outlet are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on the site development plans and storm water pollution & prevention plans. See detail shown on this sheet and C801. B9. Grade Stabilization Structure Locations and Specifications: Not necessary B10. Locations, Dimensions, Specifications and Construction Details of Each Storm water Quality Measure: Each measure is shown on the plans along with the appropriate details and specifications. Bll. Temporary Surface Stabilization Methods Appropriate for Each Season: The storm water pollution & prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized. (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution & prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). 1113. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheet C300, so that spills are limited to one location on the site, which will facilitate the cleanup Of spills. If an onsite fueling tank is planned to be on site, it shall be double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the ground or in the open on the construction site. -> ° ° ° PROPERTY LINE/ DRAINAGE SWALE -Now- EXISTING DRAINAGE FINISHED DRAINAGE GQ� , .4 Z.) TREE CONSERVATION D SF SILT FENCING . " " . GRAVEL ENTRANCE/ '_ _ EXIT PAD CURB INLET PROTECTION DROP INLET PROTECTION An Lill= %9 _.' SOIL SALVAGE AND UTILIZATION aPERMANENT SEEDING B13 Cont. 2. Construction Materials and their Packaging a. Erosion control measures shown on these plans shall be implemented prior to and during construction in the proper sequencing to minimise soil erosion. Erosion controls shall be inspected and maintained as described elsewhere in these plans. Excessive dusting of soil on the site shall be minimized by reducing construction traffic across bare soil during dry and/or windy weather, and by applying water or other acceptable dust control measures to the soil. Upon completion of construction and suitable establishment of permanent vegetation, temporary erosion control measures such as silt fence, check dams and inlet protection devices shall be removed in a manner to additional land disturbance. Any areas disturbed by these operations shall be properly revegetated. b. Large waste materials created by cutting, sawing, drilling, or other operations shall be properly disposed of in suitable waste containers. The site shall be checked at the end of the day, as a minimum, and all waste materials, including those blown across or off the site by wind, shall be picked up and disposed of in suitable containers. Where possible, operations such as sawing that create small particles should be performed in one spot in an area protected from wind, and waste particles collected and disposed of frequently to minimize wind dispersal. Packaging used to transport materials to the site for construction of the facility shall be disposed of properly, whether the material is taken out of its package and incorporated into the project immediately or stored onsite for future use. Packaged materials stored onsite shall be inspected regularly and any loose packaging shall be repaired or disposed of properly. 3. Concrete Waste Water a. All concrete waste water shall be disposed of in the designated area as shown on Sheet C300. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be constructed over a geotextile fabric. This area shall be inspected on a daily basis as a minimum. When this area becomes full, the pollutants shall be excavated, placed in an acceptable container and disposed of in a proper manner. 4. Paint Products a. All excess paint and there related products shall be disposed of in the manner at which the manufacturer suggest. Under NO circumstances will paint or their related products be cleaned or disposed of in soil, sanitary sewers, storm sewers or detention basins. Any violation of this shall be reported to the job superintendent. 5. Spill Response In the event of small spills, please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact the construction supervisor, developer, County Surveyor's Office and the Local Fire Department. In the event of spills that have potential groundwater or surface water contamination, please contact the construction supervisor, developer, County . Surveyor's Office, Local Fire Department, and IDEM. 5. Emergency Numbers: . Emergency Response 911 Carmel Fire Department (317) 571 -2600 Carmel Police Department (317) 571 -2545 Indiana Department of Natural Resources (812) 477 -8773 Indiana Department of Environmental Management (317) 233 -7745 Hamilton County Soil and Water (317) 773 -2181 Hamilton County Surveyor (317) 776 -8495 Steven A. Wilson (317) 846 -2555 B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment control shall inspect the site for storm water pollution prevention deficiencies at least daily and again within 24 hours of every 1/2 inch rain event. See Erosion Control Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building Lots: Construction sequence for individual building lots is shown on this sheet. Storm water Pollution Prevention Plan - Post Construction Component Cl. Description of Pollutants and Their Sources Associated with the Proposed Land Use: Proposed site will be a single family subdivision. Potential pollutants from this type of development include, but are not limited to: nutrients and pesticides, fluids and debris from parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, antifreeze, brake fluid, window washer fluid, rubber, plastic, & metal fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from p om storm water runoff contact with impervious surfaces. C2. &C3. Sequence Describing Storm water Quality Measure Implementation: Description of Proposed Post Construction Storm water Quality Measures: The post construction measures used to minimize sedimentation in waterways include swales and a detention pond. The swales will collect runoff from portions of the buildings. The design of the swales will allow sediment to be partially filtered out before storm water enters the designed storm sewer system. Ditch grate inlets will prevent large items from entering the storm pipes and leaving the site. The detention basin which is designed to have water in it at all times, will also help reduce sediment and trash by allowing it to drop out prior to leaving the site. C4. Location, Dimensions, Specifications and Construction Details of Each Storm water Quality Measures: Vegitated swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Storm water pollution prevention measures will be the responsibility of the project owner, Steven A. Wilson, Inc. until a point in time in which the Home Owners Association is established At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible b filling the eroded area with suitable soil and establishing vegetation immediately, y preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area. The detention pond should also be monitored for sediment coming from the storm drainage system. If the bottom of the pond receives sediment, it should be cleaned out and the source found and repaired The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of lour rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. LOCATION MAP 10' DIA. ►::::f -• • • -• • .;:;. �••••�•••� • • r • • •1••• • • • :• • • . • SOILS MAP Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep drained with moderate permeability. It has high available water for plant growth and high organic matter c n ntetver t po srly compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasons high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and I P � P y ponded surface water. Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a sin le -famil development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the current y Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes within this development be well above the 100yr elevation of the proposed detention basins and therefore be protected from flooding. All homes will be of slab type construction. In cases where a high water table is present special footin s shall be constructed. All roads will have adequate sub -base. All sanitary sewers shall be public and therefore no se tic systems shall be allowed P CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is dee poorly drained with slow permeability. It has high available water for plant growth and medium organic matter conten t somewh sot t has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban develo ment uses ar I seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. P e Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a sin le -famil development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the current y Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes within this development be well above the 100yr elevation of the proposed detention basins and therefore be protected from flooding. All homes will be of slab type construction. In cases where a high water table is present special footin s shall be constructed. All roads will have adequate sub -base. All sanitary sewers shall be public and therefore no se tic systems shall be allowed P Mmc2 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on slopin g u lands. It is d with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. and It ehasrained compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are moderate potential frost action moderate shrink- II P << 1>_ i �m � V) Z 0 :2 U5 .2i 5 0 L1 0 Cr Q I- w CL 0 V) Ld Y a CD � H Q o r- `` '-*.*, 0l/ O. p. R I NEy • i IS Q - • 1STE' •.. i G % 10 ` Q O • � ; -ft • No@ ; r .0 = 'O.' 10200495 : = • - r � • + t. -0 STATE OF • ' ft'. %ft • . . • � *.. _b " % //VDIA14 �� � ee '11/1,1 X1111110 ►��``` 1 swe potential, moderately slow permeability, low strength and erosion during construction. O Because of these engineering limitations this site will be constructed as follows. The foundations and footings used \ in this development shall be designed to include foundation drain tiles as to help prevent structural damage from � V� shrinking and swelling and low strength. There will be no septic fields in this development. All roads will have adequate sub-base. ase. `- 20' -0" MIN. WIDTH 2 3 WASHED STONE ..... lihh�_ rte: 7 "� - - (INDOT CA. #2) - 0 STRUCTION ENTRANCE DETAIL NOT-TO-SCALE LINE WITH GEOTEXTILE WOVEN FABRIC #53 STONE o�� 6' MIN. 3:1 FUELING &VEHICLE MAINTENANCE AREA SEC11ON "Z"*- "Z° NOT -TO -SCALE Bags overlap onto the curb 1. Fill geotextile bags approximately half full - - with 2 to 3 inch stone or mulch. 2. At a position downslope of the lot and upslope the I Runoff of inlet, lay bags tightly in a row curving upslope from curb and away from inlet. MAINTENANCE 3. Overlap bags onto the curb and extend a min- STONE ENTRANCE imum of 3 feet into the street. ..� 4. For additional layers, overlap bags with the row beneath, and leave a one -bag gap in the GoP between bogs °Cts °3 ° spillway middle of the top row to serve as a spillway. 5. Place bags in an arc around curb inlets that CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. are in a sump position. 6. Set up safety /traffic barriers to keep vehicles from hitting bags, causing possible injury. 7. Inspect and repair as needed, and remove any accumulated sediments after every storm. CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. u'I; 1, CURB INLET PROTECTION DETAIL NOT -TO -SCALE EROSION CONTROL NOTES 0 W EE 1= Of P LLB U U V) O >_ W V) :> Ln N 14- or CD N LI C) o0 M Q � d- � 0 (�D ^ 1\ 0 Z .d- r-, Q J z n Q0 X N 4< a) o� 07 L L° c- - o V) C,-) O Of LL_ ck$ Ln eo LL! � � W -6 n Z I � a= 00 Li MOOD W PO z = �.1.� Z O Q) I.. -'4- o J � CL W V) C:) Z J- O C'n U Cn J Q F__w W O z 0 F� - I z � W w > W O CL � <kj (.D z o � F O J U) o � an 0� 1LJ a 3:: Q Z Q I) Z }- I- Z 0 0 Z 0 --J Q I o� W i---- ':�i W DEf Q U DRAWN BY: CHECKED BY: TWF BKR SHEET N0. S &A JOB NO. 52645 EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF AND AFTER STORM EVENTS OR HEAVY USE. CONTROL. TOPDRESS WITH CLEAN STONE AS NEEDED. IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. FOR HELP CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE - SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -B). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER To CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE. DRAINS, AND STABILIZE ROCK DAM AFTER ROUGH GRADING ALL DISTURBED AREAS. INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA NO. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF TEMPORARY SEEDING THE ROCK IN DESIGNATED DISPOSAL AREAS. c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS AR SEED I ' E ADEQUATELY ESTABLISHED; RE- CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. 'Wr'01 irrL UUN- rRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION INLET AND STABILIZE. OF THE TOP OF THE INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT SY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM REMOVAL OF STRAW BALES AFTER ALL ARE ARE STABILIZEDAS DRAINING TO THESE AREAS DRAINS. N/A REMOVAL OF INLET PROTECTION AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED N/A REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED N/A 0 W EE 1= Of P LLB U U V) O >_ W V) :> Ln N 14- or CD N LI C) o0 M Q � d- � 0 (�D ^ 1\ 0 Z .d- r-, Q J z n Q0 X N 4< a) o� 07 L L° c- - o V) C,-) O Of LL_ ck$ Ln eo LL! � � W -6 n Z I � a= 00 Li MOOD W PO z = �.1.� Z O Q) I.. -'4- o J � CL W V) C:) Z J- O C'n U Cn J Q F__w W O z 0 F� - I z � W w > W O CL � <kj (.D z o � F O J U) o � an 0� 1LJ a 3:: Q Z Q I) Z }- I- Z 0 0 Z 0 --J Q I o� W i---- ':�i W DEf Q U DRAWN BY: CHECKED BY: TWF BKR SHEET N0. S &A JOB NO. 52645 1 6TH STREET - INTERSECTION N -- STA. 14+80.78 _ + I o I N.A.E. ° 20' D. &U.E. Lo 1 _r M 30' R.D. &U.E. _ I I I I C. A. #1 I I I I I I 2 I I I I POINT OF TAN iNCY STA. 10 +14.44 - 10' R_D. &U.E. - _ _ 20' R.D. &U.E. \ o �G 3 � L cv Q M Ln 0 0 0 N M N 9 cn w O O V N �L- N LM 4.6 1 D.6 R I I 1 I I I Lj I �I ofof o I �t+ N 1 / 1 � / I/ rl d 00 = 00 I I II I of I Lo Imo± 11 I ° 150, I J w 0' - B I m 1 o w I � 30 + z IJII � I 1 IN11 1 0 01 10 =11 ZI I 011 1 I � � I RVE DA' _ LOW POINT ELEV = 891.27 LOW POINT STA = 13 +83.55 W LOW POINT ELEV = 891.45 HIGH POINT ELEV = 891.64 _ PVI STA = 13 +80 �I LOW POINT STA = 9 +93.89 HIGH POINT STA = 9 +31.06 PVI ELEV = 891.10 = 11 +86.66 PVI ELEV = 892.45 PVI STA = 9 +93.73 I A.D. = 1.30 °I PVI ELEV = 891.30 PVI ELEV = 891.90 !s K = 76.95 77.40 w A.D. = -4.74 o w I C�6 O w cr J V) 0 IU-) Z Q m N -1 U Q 1 I � a. ° j c) I U I- Lv • U I° Lv � W I I I I I 2 I I I I POINT OF TAN iNCY STA. 10 +14.44 - 10' R_D. &U.E. - _ _ 20' R.D. &U.E. \ o �G 3 � L cv Q M Ln 0 0 0 N M N 9 cn w O O V N �L- N LM 4.6 1 D.6 R I I 1 I I I Lj I �I ofof o I �t+ N 1 / 1 � / I/ rl d 00 = 00 I I II I of I Lo Imo± 11 I ° 150, I J w 0' - B I m 1 o w I � 30 + z IJII � I 1 IN11 1 0 01 10 =11 ZI I 011 1 I � � I RVE DA' _ LOW POINT ELEV = 891.27 LOW POINT STA = 13 +83.55 HIGH POINT ELEV = 892.29 LOW POINT ELEV = 891.45 HIGH POINT ELEV = 891.64 _ PVI STA = 13 +80 HIGH POINT STA = 11 +82.79 PVI STA LOW POINT STA = 9 +93.89 HIGH POINT STA = 9 +31.06 PVI ELEV = 891.10 = 11 +86.66 PVI ELEV = 892.45 PVI STA = 9 +93.73 PVI STA = 8 +93.73 A.D. = 1.30 A D.= _ _ 9 PVI ELEV = 891.30 PVI ELEV = 891.90 !s K = 76.95 77.40 A.D. n 1.20 A.D. = -4.74 20't &U E. CFO' fL . L 15' D. E. I �I Ia 1 U, 4 � a rA +r 1 R � 50.00' \ / L =1� .37' 29 \ ti� P01 F CUR TORE °F\ N STA. 8 \ 07 AC \ fig°) s 8X \ ° \\ \ Qo, 28 /\ \ 6 _ 15' R.D.E. / So, e \ \ \ 2 7 4 \ \ / I + Ilo \ \\ \ / Q-' \ \ >A Q71 \ I of / \ �s• \ \� \ �a� I 20 TERSECTION • ° e�. \ \ `° STX 94. \ ° \ \ STA. 0 0 SW6 5 \ o \ o \ \ A. J LOW POINT ELEV = 881.32 LOW POINT STA = 5 +94.30 PVI STA = 6 +31.70 PVI ELEV = 881.06 en - ., -7 z - I I i rvv b +SU 6 +00 5 +50 5 +00 4 +50 IRON I IORSE I "ANF O' h O • / \ \ xry %j IZF INTER tU0N STA. 3 +81. 01 STA. 0 +00.00 13 / 1 / \ \ 19 XOL4 \ \ / \ \ o� ° \ POINTS CURVATURE STA. 0+44. 110. 18 0 SCALE: 1 "= 50' QI �I im O / vo• \ \� 15 'Xs \ POINT OF E dY / STA. 1+/39 \ oX y. -� _ (� \ / � 0. 0% P. C. G ���� \ 0 +50 +44.06 0 +00 2 2 \ \ /R= 150.00 \ - -- / L= 95.25' \ T- 49.29'16 \ STRUCTION \ 7s. \ STA. 0.00• -_ 35 D.U. &S.S HIGH POINT ELEV = 882.40 LOW POINT ELEV = 881.68 HIGH POINT ELEV = 882.05 HIGH POINT STA = 3 +81.92 LOW POINT STA = 2 +11.59 HIGH POINT STA = 0 +99.97 PVI STA = 3 +81.80 PVI STA = 2 +11.52 PVI STA = 1 +00 PVI ELEV = 882.55 PVI ELEV = 881.53 PVI ELEV = 882.20 A.D. _ -1.20 SCALE: 1"=50' HOR. A.D. = 1.20 A.D. _ -1.20 K = 83.66 1 " =5' VERI K = 83.35 K = 83.?R ON :•• ::• Z +3u 2 +00 1+50 1+00 0 +50 0 +00 DATUM! ELEV 870.00 <I>- Q m Q -i W U DRAWN BY: CHECKED BY: TWF I BKR SHEET NO. C400 S &A JOB NO. 52645 0 z 0 � z N Z U ~ Lv 0 O W O CZ Li O C�6 O w cr 0 F- Z Q Of -1 U Q a. c) U I- Lv • U Lv Z W V 1 W /i L N ° N W U) > W 0 00 - U rj o' V! J z /1 v ! x Y 0' ! . c �3 Q o w Z Z � �> Lo � co LL- - s J Z N Q o 6 c p RINE &�,,�� Q- \STE ' • i '• G' Z. 10200495 = STATE OF Q '��.��'• NDIANP W (n -i W U DRAWN BY: CHECKED BY: TWF I BKR SHEET NO. C400 S &A JOB NO. 52645 0 z 0 0 z U ~ Lv 0 O o CZ Li O C�6 of 0 F- Z Q Of -1 w a. c) U z Lv • U Lv Z � O V 1 /i L N ° N � o 0 00 - U rj V! J z /1 v ! x 00 N ! . c �3 o w Z Z � �> Lo � co LL- - s J Z N Q o 6 c W C W (n O ~ oz U -i W U DRAWN BY: CHECKED BY: TWF I BKR SHEET NO. C400 S &A JOB NO. 52645 z Q 0 z U ~ Lv O O o CZ W O C�6 of 0 Z Q Of -1 O a. c) �- z Lv Lv Of V 1 -i W U DRAWN BY: CHECKED BY: TWF I BKR SHEET NO. C400 S &A JOB NO. 52645 L .6 Q M _ O O ,-a O _t0 O O N N O O 9 cl ~D W W 1l O V i C31 -v i N U) LA I N Ln M1 L a 0 00 In 0 0 0 N 0 �o J rn -D uw U Z w N cn (%4 U) In d' to In i m r x < r � �i i• Y i t fJ LEGEND Q Z EMERGENCY FLOOD ROUTE 848 EXISTING CONTOUR EXISTING EXISTING SANITARY SEWER .. EXISTING EXISTING STORM SEWER s48.o PROPOSED GRADE PROPOSED CONTOUR 848 o•w.P. PROPOSED SANITARY SEWER POWER POLES - -©-- - PROPOSED STORM SEWER ° ° ° PROPOSED SWALE EXISTING MANHOLE PROPOSED 5' SIDEWALK EXISTING LIGHT POLE (BY HOME BUILDER) CURB INLET PROPOSED 10' PATH °G°< EXISTING FLOW LINE E.P. CA TV EXISTING CABLE T.V. LINE OHE EX. OVERHEAD ELECT. LINES ELEVATION E E EX. BURIED ELEC. LINE X EXISTING FENCE W ----- EXISTING WATER LINE - G EXISTING GAS LINE r x < r � �i i• Y i t fJ PROPOSED REVERSE CHAIR BACK CURB (ALL ISLANDS) PROPOSED CHAIR BACK CURB (ENTRANCE) I�• ✓, 06�/ -,a NOTE: ALL HANDICAP RAMPS SHALL BE CONSTRUCTED WITH CONCRETE AND MEET ADA STANDARDS. FIELD TO VERIFY EXISTING PAVEMENT GRADES PRIOR TO GRADING AUXILIARY LANES AND TAPERS. �Kr O•� � t W*v!:AAFsffA*4,t- E { d m Wy y y� 7 J S T: 1 S i�lf t '.✓,•fir•\ F 'ad's +() l•; ool 8 : 33 - ___- ________ -__ _ t nnnnnc,r-r\ r) A' PAVEMENT COMPOSITION F- W W V) F- co 0 .Y� n f�tl rD p n iD cz r- n o-71 1 " SURFACE #11 OR #12 SECTION »B» _ "B" 4" BINDER #5D 12' COMPACTED #53 STONE NOT—TO—SCALE COMPACTED SUBGRADE EXISTING PAVEMENT " HMA SHOULDER #73 STONE TING GRADE SCALE.- 1 "= 30' QI}- Q m ~ izio W (n LLI 0 D:f U Of nW i.. _ 0 Ld Of CQ L CO � fW- � 0 ``````��► {1111111 / / / //I p, R I NE& so ♦ Q ♦ i No. 1020OA05 r . • r -o •: STATE OF /Q. 00 t 0 •. i / ,,ms�&/6NAL 'Sol E� �•�`� ''111111111 {� {�`` W O LEGEND Q Z T EX. TELEPHONE LINE Q EXISTING WATER METER X EXISTING WATER VALVE } H EX. TELEPHONE MANHOLE EXISTING GAS VALVE o•w.P. EXISTING POWER POLES = EXISTING FIRE HYDRANT 0 EXISTING MANHOLE � EXISTING LIGHT POLE EXISTING CURB INLET � EXISTING EN DSECTI ON E.P. EXISTING ELECT. PEDESTAL a�? 0, 0 EX. SPOT ELEVATION M.B. EXISTTNG MAILBOX � EXISTING PAVEMENT TO BE MILLED AND RESURFACED WITH _ 1.5" H.M.A. #11 SURFACE IRS PROPOSED STONE SHOULDER PROPOSED PAVEMENT PROPOSED REVERSE CHAIR BACK CURB (ALL ISLANDS) PROPOSED CHAIR BACK CURB (ENTRANCE) I�• ✓, 06�/ -,a NOTE: ALL HANDICAP RAMPS SHALL BE CONSTRUCTED WITH CONCRETE AND MEET ADA STANDARDS. FIELD TO VERIFY EXISTING PAVEMENT GRADES PRIOR TO GRADING AUXILIARY LANES AND TAPERS. �Kr O•� � t W*v!:AAFsffA*4,t- E { d m Wy y y� 7 J S T: 1 S i�lf t '.✓,•fir•\ F 'ad's +() l•; ool 8 : 33 - ___- ________ -__ _ t nnnnnc,r-r\ r) A' PAVEMENT COMPOSITION F- W W V) F- co 0 .Y� n f�tl rD p n iD cz r- n o-71 1 " SURFACE #11 OR #12 SECTION »B» _ "B" 4" BINDER #5D 12' COMPACTED #53 STONE NOT—TO—SCALE COMPACTED SUBGRADE EXISTING PAVEMENT " HMA SHOULDER #73 STONE TING GRADE SCALE.- 1 "= 30' QI}- Q m ~ izio W (n LLI 0 D:f U Of nW i.. _ 0 Ld Of CQ L CO � fW- � 0 ``````��► {1111111 / / / //I p, R I NE& so ♦ Q ♦ i No. 1020OA05 r . • r -o •: STATE OF /Q. 00 t 0 •. i / ,,ms�&/6NAL 'Sol E� �•�`� ''111111111 {� {�`` W O Q Z Q D Z . I } H Z O U J = W W J � � W D � W (D U � Z W U Q � U U) _ (D w W Ln ry O � N I U) 00 O V o O 00 C> Q N X j c;d U) ry � CD O CO W r4-) W Z a I co Li W o �-°- Q W Z O m o c -- w cn O z � o N U DRAWN BY: CHECKED BY: I'Wr B'KR SHEET N0. C402 S &A JOB NO. 52645 Q Z Q D Z } H Z O U J = o W J � � W D � W (D U � Z 0 Q � ry- DRAWN BY: CHECKED BY: I'Wr B'KR SHEET N0. C402 S &A JOB NO. 52645 ,--1 L cv cv a 00 N 00 Ln 6 to 0 0 N M N 9 of Z M 0 U c, i N V) In to N Ln m / / / / / * 26 � a � SCALE: 1 "= 20' \ 8 26 .lb oo / ° sO, op 7 \ ���. �q) 23 ° x \ 2y 06 cb 9 S It 62 x1 209' ® "� Q) / dojo °x/ ��b c � / O obr, (-V,. / 82S \ 88 ax yA / oox ° 20� 9298 ° ��� HANDICAP RAMP �\ 20' RAD. TO BE INSTALLED \ O \ � �S o �},• cA cA ` / ? �O O CD / 82 R \ n, .0 0 S s \ � 8 82 AD \ \ 88 xS0 C�� OD \ 88 \ 14 \ s 68 8 \ \ \ \ 820 882 6 0609 818 \ � SS ° 8 \ \ 88? 3x 8 \ \ \ 888 �° 88 \ \ \ WN G \103 \ 15 s�' \ 3x \ 88 °o \ \ 206 Q I }- Q m Q F- U) Z Z w O O �j U cy U Q F-- orf W Q_ D W W D' Y Q cD \ F- Lj ►� Q \ 0 ,,,` ► ► \11111111 / / / /'' p R I N& y ''f40' No. 10240495 -o STATE OF f Q '• .... ••'' 0 0 z Q 0 z 0 Li O Q Z O L W LU Q Li U Z ry U ry U Z o U p W C) V) 0 C/1 LLJ > o w - F-- o N � z Q 0 00 ro O 00 O N J Qr- cod CD w re) z w Z •> o o 0 ^W cn 0 w O oz U ~ C� w Q U DRAWN BY: CHECKED BY: TWF BKR SHEET NO. C 0 3. S &A JOB NO. 52645 z Q 0 z O Q Z O L W LU Q 0 0 Z ry 0 U 1..1. U p W C) V) 0 00.� z w - F-- 3: z w Q U DRAWN BY: CHECKED BY: TWF BKR SHEET NO. C 0 3. S &A JOB NO. 52645 i cv a Ln Ln t0 O O N N �p� J c1 Z C7 () H d- i rn / N U) Ln N L c� L a rn Ln 6 Ln �o 0 0 N N 9 ol LL LL H Ln 0 U i rn i N Ln Z6 Ln i Ln fu -a ao cYi N t� O O N M N *-i 0 9 CM Z Q cn 6 O Ln rn i N Ln N i M .call 890 co O V O O r7 O �0r- ��° ��� 0 �00O - ° +N -i +0) (n J +� I » SCALE. 1 =50 HOR. � +00 CY) 00 ON00 = - O�ap Q 000o0 1 "= 5' VERT. Q U = II Q�U = it z Q�Uw I = II Z Q U :2 V) :2(nF- :2(nF -z ft� Mcn MATCHUNE "A" WATER LATERAL SANITARYI LINE OF LOT SANITARY LATERAL 5' 5 � I I r" LATERAL S.S.D. S.S.D. ' - W M =Zisw W W WATERLINE TYPICAL UTIUTY LATERAL PLACEMENT DENOTES FULL DEPTH GRANULAR BACKFILL NOTE: THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT, CURBS, OR SIDEWALK. 12" R.C.P. E w O INV.= 887.48 t� EXISTING GRADE _ PROPOSED GRADE 243 L.F. 0.45 8" -- 1 Li 8 S.D.R. 35 P.V.C. 85.50 �-- - - -- 0 o U --- W 292 Z — � o 4 x °o 3.19 o N I Q (� °O d- 0 0 °o O SpR z 3S 00 Q �C 18,;.R.G: NE Cn INV 87i'.18 W LLI Z -a °' ATERMAIN 27" R.C.P. NE 0 C� °—' •> 00 283 'L F. 0.42% 61R7A INV.= 875.54 Z LLI o an 8 • r7 LI<J Z 7 .73 256 L.F. 0.41 73.6 8" S.D.R. 35 P.V.C. 5 8" S.D.R. 35 a- uj cn P.V.C. SW INV.= 875.10 8" S.D.R. 35 ~ O P.V.C. NE INV.= 873.83 C� U WATER LATERAL SANITARYI LINE OF LOT SANITARY LATERAL 5' 5 � I I r" LATERAL S.S.D. S.S.D. ' - W M =Zisw W W WATERLINE TYPICAL UTIUTY LATERAL PLACEMENT DENOTES FULL DEPTH GRANULAR BACKFILL NOTE: THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT, CURBS, OR SIDEWALK. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA MATCHUNE "A" SCALE: 1 "= 50' LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. QIOyId z w :�E 0 Z :2 z w O O U t_n O >- W > U U z Of U W Q U F- Q Q' 0' W W d a- m 0 (n V) > > W W Of Of Y o' Q 0 0 LLJ M F- N No. 10200495 STATE OF ' / TONAL E \��% %% nn \I 1 0 w t� 1 Li U Z — � o °o M M N I Q (� °O d- 0 0 °o O z � 00 Q r- Cn 00 W LLI Z -a °' C� °—' •> 00 U- Z LLI o • r7 LI<J Z o o 5 a- uj cn ~ O C� U W J l.� O W; � i- Q z Q w O ry 0 ry 0 D Z 1t Q Z Q z I- Z O U z O W Q U DRAWN BY: CHECKED BY: TWF BKR SHEET NO. C500 S &A JOB NO. 52645 L cu a d- M O Ln O %0 O O N t0 N 7 9 cm '0 Z a O Ln i O i N V) Ln I N LA m ,-4 co Ln O in kD 0 0 N so N ,-i 9 cf Z Q N 0 in i rn .0 i N U) Ln I N Ln 890 880 O 0) �r O O CD woo c5 ��° b �0°°° °�00 SCALE: 1 " =50' HOR. 0Noo 0000 a< 1 " =5' VERT. QF II Q< ME cn F- >- V) F- m (n F- E:6I•1 880 P.V.C. NW P. V. C. SE DATUM ELEV 870.00 890 880 DATUM ELEV 870.00 SCALE: 1 "= 50' 0 0 00 O �00 z�O J + N McD J + 0t �t W �p °O� °N SCALE: 1"=50' HOR. 0Ln00 Q<� CL °QF 1 " =5' VERT. Q< :2 Lo 10 M(nF- �U)F- 890 880 > -I i Y m co O U) F- H Z Z W � U) Z w M m p U _O (n > w v O Z LLJ � Z 0 U Q F- W (7 Q 1 L n W CL W m N O N � D LLI V) 0 U) 00 P") d- Q O > W > W z ro co V) z co Y Q 4 o r- 00 w w z -� jaf L0 C) LLI w o J N Q 0 ``�IIII111111 / /j�� XSTE No. 10200495 -o STATE OF AIP- 96NAL EN0% ,O• 4, "'Irintill"' 1 co O w w v U � Z 0 1 L n Ln N O N � Q 00 P") d- Q O O z ro co V) z co Q 4 o r- 00 w w z -� jaf L0 c w o J NO LLJ Z o CL 5 a ' � W Uri O zo co U W J LL. O = � w 0 ry Z 0 Q ry .j n (f) O ry Z z Q z Q 0 z z 0 U z 0 J W Q U I DRAWN TWF Y: I CHECKED I SHEET N0. m co Q 01 M 1;4 Ln O T-4 O O N N O 9 CD OC O i O O t0 U i rn i N V) Ln Z& LA i m rfl c� a 00 Ln N O O N M N 0 M tn- tea' O so cr1 N Ln I in ZE 890 880 890 ::x Y` DENOTES FULL DEPTH GRANULAR BACKFILL NOTE: ALL CASTINGS SHALL BE LABELED "DUMP NO WASTE - DRAINS TO WATERWAY ". �t N (0 O J + Co O_°�' �° SCALE: 1 " =50' HOR. °Q� 1 " =5' VERT. (n m (n F- 07 N CD O JOo (04 Z ±00 0a II U �U� N N (0 cD F- !- 07 WOcD WOcfl _j r.) � JOB wH+00 W? +0I0 J O 00 J O 00 m m II m m OA 0=) I 0 U (n F- 0 U (n F- 890 880 :•M 880 N N O NO 0 ON0�0 Z Q II• SCALE: 1 "=50' H OR. M (l F 1 " _ =5' VERT. 00 N c0 O O W Z +° -000 �Q II U 0 F- LiJ PROPOSED GRADE 0 EXISTING GRADE M O F- N 27" R.C.P. INV.= 875.86 NW & SW o' w CHECKED BY: cfl c� W N O O NO. N O W z O Z j000 � ijOoO F- N WNr7 J�� cfl O O� Lj (N U F- tf) Wr-O J�CV (0 V) WOON PROPOSED GRADE EXISTING GRADE Q JO Wz +� _j w? +0°o Jzo� �o ±� z 00 z ;� of f SCALE: 1 =50 HOR. � 0 Li -"yam. ---- a_- .._..- -.___- oN� mm °alo ct mm° �o mm II ��Q a- z II o d� +--"_ Yy,J �,,.e.r' +-- •-- ..- ___.... ....� -... ..___..._ z �°It00 o'Z II o Q U mm II DOf Q U ? II d U 460 36 L.F. 3.00% 18" C.P. R. O�� U rn()rnI_ O O F- U 000E- F- Q F- V) MOF- Z) U(nF- D F- U(AF- O z F- Q F- (AM(/0 O Z F- 0U(nF- O� F- OU(nF- 0.60 881.01 881.01 00 xo 4A% z BACKFILL PROPOSED GRADE BACKFILL--._-- r 152 � BACKFILL 00 CN Q WATERMAIN � a ) o � ^ 95 Cn 30 L.F. CD 00 CD a76 w 0.30% c� w z 15" R.C.P , Q> 21" R.C.P. __. 00 LL_ INV.= 876.95 SW z w o ^ - 24" R.C.P. Z INV.= 876.95 SE o 0 185 L.F. 0.30% 24" R.C.P. CL 150 L.F. 0.30% 27" R.C.P. a ' CL 890 880 :•M 880 N N O NO 0 ON0�0 Z Q II• SCALE: 1 "=50' H OR. M (l F 1 " _ =5' VERT. 00 N c0 O O W Z +° -000 �Q II U 0 F- • , 880 LiJ PROPOSED GRADE 0 EXISTING GRADE M O 12" R.C.P. 0.91% 2102 L.F. 877.70 875.86 N 27" R.C.P. INV.= 875.86 NW & SW U w • , 880 � OG ccS:S R \� O e� 5 � 4v' LiJ 0 00 M O N N N U w CHECKED BY: cfl c� W N O O NO. N O W z O Z j000 � ijOoO F- N WNr7 J�� cfl O O� Lj (N F- WHO JON F- tf) Wr-O J�CV (0 V) WOON W 00 -i�co ZOO F- 00 W�cD _ V) - O_ ��CD JO Wz +� _j w? +0°o Jzo� �o ±� z 00 z ;� of f SCALE: 1 =50 HOR. � 0 Li _Z�00 oN� mm °alo ct mm° �o mm II ��Q a- z II o d� m II m it » f 1 =5 VERT. �°It00 o'Z II o Q U mm II DOf Q U ? II d U zoQ O Z H U r)()M . O�� U rn()rnI_ O O F- U 000E- F- Q F- V) MOF- Z) U(nF- D F- U(AF- O z F- Q F- (AM(/0 O Z F- 0U(nF- O� F- OU(nF- 0 Z F- UW(n � OG ccS:S R \� O e� 5 � 4v' 90 - \ 18 \ 110 - y / 0 / 0e LAKE #2!!! . o / N . P. = 873.04 ..0 618 \ \ / 2 YEAR ELEV.= 874.53 • Q / 10 YEAR ELEV.= 875.99 100 YEAR ELEV.= 878.07 \ ^° BOTTOM ELEV.= 865.04 e63C. A. #5 000 \ 2 / 617 / / 1 30' R.D. &U.E. X. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 35' 45' B L 17 SCALE: 1 "= 50' CAUTION LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. I ld V F- Z Z W O �V) �> O W U � U Q F- a' W 0_ W W Y D' Q \ IW- M Q \ M 0 BIN ``► ► ► ►111111////// No. 10200495 -o • STATE OF �0,,-%--- •• .......... ••N����. LiJ 0 U w CHECKED BY: TWF I W SHEET NO. W z J Q Li U Q J p Z W O Z � 0 W � C) Qf � M �� -w �-�- - ` Z I FULL DEPTH `"`�� -, FULL DEPTH GRANULAR O z EXISTING GRADE = I z FULL DEPTH GRANULAR o 00 xo O � BACKFILL PROPOSED GRADE BACKFILL--._-- r -_ -- - � --------- __ -__ - -- __._- ..._.._ __._. _._._ � BACKFILL 00 CN Q � a ) o � ^ Cn C_ CD 00 CD w c� w z -d , Q> � __. 00 LL_ z w o ^ - Z W o 0 185 L.F. 0.30% 24" R.C.P. CL 150 L.F. 0.30% 27" R.C.P. a ' CL 876.40 238 L.F. 87 1 875.80 877.21 877.02 876.95„ 1.12% 16 876.40 18 R.C.P. 876.31 876.31 875.86 875.71 27" R C P 875.71 J z �� 877.02 INV.= 876.95 NE 12"-R.C.P 8" S.D R. 35 P. .0 WATERMAIN 876.95 . z INV.= 4. 1 _ 08" S.D.R. 35 P.V.C. 875.86 -IW 875.80 INV.= 874.14 TERMAIN 08" S.D.R. 35 P.V.C. 873.04 N.P.= 873.04 62 L.F. 30 L.F. INV.= 873.07 L.F. 0.30% 24 L.F 0.30% 00 21 L.F 0. 0. 30% 18" R.C.P. 0.30% 1" R.C. 7 R.C.P. " `n 2 0.30% " R. C. P. 12" R.C.P. o� 0 30 L.F. 0.30% 27" R.C.P. 90 - \ 18 \ 110 - y / 0 / 0e LAKE #2!!! . o / N . P. = 873.04 ..0 618 \ \ / 2 YEAR ELEV.= 874.53 • Q / 10 YEAR ELEV.= 875.99 100 YEAR ELEV.= 878.07 \ ^° BOTTOM ELEV.= 865.04 e63C. A. #5 000 \ 2 / 617 / / 1 30' R.D. &U.E. X. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 CALL CARMEL UTILITIES (FOR WATER MAIN LOCATIONS) 35' 45' B L 17 SCALE: 1 "= 50' CAUTION LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. I ld V F- Z Z W O �V) �> O W U � U Q F- a' W 0_ W W Y D' Q \ IW- M Q \ M 0 BIN ``► ► ► ►111111////// No. 10200495 -o • STATE OF �0,,-%--- •• .......... ••N����. LLI U) O z �. O � U W J LL. O Dr.00, 0. Z Q J CL O (n w 0 c� 0 0 z Q Z Q D z i F- O U O F_ LiJ 0 U w CHECKED BY: TWF I BKR SHEET NO. C601 Li U U Z � 0 C) Qf � N I Q 00 U � o 00 O � r U1 ' /) z X 00 CN Q � a ) o � ^ Cn C_ CD 00 CD w w z -d L0 cr) Q> � 00 LL_ z w o ^ - Z W o 0 CL a ' CL LLI U) O z �. O � U W J LL. O Dr.00, 0. Z Q J CL O (n w 0 c� 0 0 z Q Z Q D z i F- O U O F_ S &A JOB NO. 52645 LiJ <1 U DRAWN BY: CHECKED BY: TWF I BKR SHEET NO. C601 S &A JOB NO. 52645 i 'O co a N d' d" N 1.0 O O N M N 7 O 9� of .0 ce 0 r N O go U i rn -�v N V) Ln I N Ln Ln w z J l' -0 "(MIN.) N (CONFORM TO LOCAL REQUIREMENTS) X VALVE BOX 4' SIDEWALK COVER r- �, Cl LINE NOTE: BOX INSTALLED w 3 p'_6" ,- 2'-0" DIA.X2 0 DEE P VALVE- IN ACCORDANCE WITH SPECIFICATIONS �- MIN. M DRAINAGE PIT GATE IN EACH VALVE ANGLE PROTECTED o VALVE WATER MAIN TEE OR _ D W WITH PLASTIC VIII WRAP ANCHORING TEE LIF74 Q O 4 COARSE GNAVEL CONCRETE CONCRETE CONCRETE BEARING PAD THRUST BLOCK THRUST BLOCK OR ANCHOR COCK CORP. 0 6 CAST -IN -PLACE AGAINST BLOCKING IF BEND UNDISTURBED GROUND REQUIRED VIII \ FIRE HYDRANT DETAIL \ (NO SCALE) ALL WATERMAIN SERVICE LINES TO TERMINATE 8 FEET BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A PAINTED BLUE TOP. NOTE: POST —CAPS OR EQUIVALENT IS REQUIRED ON ALL WATER VALVE INSALLATION AND MEGA LUGS MUST BE INSTALLED AT ALL MECHANICAL JOINTS. NO WATERMAIN VALVES ARE TO BE PLACED WITHIN THE STREETS, CURBS, OR SIDEWALKS. INSTALL WATERMAIN TRACER WIRE WITH ALL WATER MAINS LAID AND BLUE REFLECTIVE WARNING TAPE MUST BE INSTALLED 18" ABOVE ALL WATERMAINS LAID.. NOTE: FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT. ALL WATERMAINS SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CARMEL SPECIFICATIONS CONTACT CARMEL UTILITIES FOR WATER MAIN LOCATIONS. Jl`� \ \t� i s i t 3' A L X X� ALL DUCTILE IRON WATER MAINS SHALL BE BEDDED IN SAND FROM THE BOTTOM OF THE TRENCH TO 12" ABOVE THE PIPE. PRESSURE PIPE J RESTRAINT TABLE NOTE: LENGTH ALL HYDRANTS SHALL INCLUDE A 6" VALVE. LZ J• 15' -20' 0 0 IN EACH VALVE ANGLE PROTECTED o 1/4 OF BEND { a• WITH PLASTIC VIII WRAP w 0 �.V� BASED ON I il. VIII I d 8 p LO 14 16 18 20" COCK CORP. 0 6 r4 BEND VIII ( \ �� COPPER SERVICE VIII \ CD \ 27 PIPE TO BE SUPPORTED ALONG ENTIRE LENGTH - EXCAVATE FOR EACH JOINT 42 50 58 65 ' 73' WATER SERVICE INSTALLATION >- 115' 8c PLUGS (NO SCALE) 3 ry 0 Q LEGEND �° 4� ° 0 PROPOSED NYDRAN7 W /6" VALVE 15' 17' 19' 3 24' 29' 22-1/20 O VALVE 5' 6' 7' $ g� REDUCER 12' 14' 11 1 /4° kn 2' 3' Jl`� \ \t� i s i t 3' A L X X� ALL DUCTILE IRON WATER MAINS SHALL BE BEDDED IN SAND FROM THE BOTTOM OF THE TRENCH TO 12" ABOVE THE PIPE. PRESSURE PIPE J RESTRAINT TABLE , LENGTH OF PIPE TO BE RESTRAINED LZ J• '� 0 0 IN EACH DIRECTION FROM 1/4 OF BEND { a• O w 0 �.V� BASED ON 150 psi TEST PRESSURE DEGREE OF 6 8 10 12 " 14 16 18 20" 24" 30" BEND 90 °, TEES 27 35 42 50 58 65 ' 73' 8p 95' 115' 8c PLUGS ._ ry 0 �° 4� 9' 1 13' 15' 17' 19' 21' 24' 29' 22-1/20 3 4' 5' 6' 7' 8' 9' 10' 12' 14' 11 1 /4° 2 ' 2' 3' 3' 4' 4' 4' S' 6' 7) h 1 n � TH _- TREE T ONLY MUELLER FIRE HYDRANTS AND VALVES MAY BE USED. RESTRAINED JOINTS SHALL BE MECHANICAL JOINT MEGALUG WITH RETAINER GLANDS, US PIPE TR FLEX JOINT SYSTEM, US PIPE FIELD LOK GASKET SYSTEM, OR EQUAL. NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. 4 -) .�y.A..l....�. ....sue . .w K COPPER SERVICE LINE 119 L.F. 22 4 4 4 t � 1 i 1 U-) , U LZ J• '� 0 0 -iF °7Xl' V { a• O w 0 �.V� 0 21 W I o' w wZ o` J N O w 0 U ti .. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 7- 377- 577 -2648 SCALE: 1 "= 60' CL OF LOT SANITARY WATER ( LATERAL LATERAL 5' SANITARY LINE > > S. S. D. — LATERAL S.S.D. S.S.D. v— TYPICAL UTILITY LATERAL PLACEMENT CAUTION LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. QI� Q m I- 0 Z Z 0 V) j 0 W 0 fy Q Li o_ 0 V) LIJ Q F- Q r- p. R I NEjy,Q,'''', • No._ 10200495 00 -o STATE OF NAL v Q0 0 C- 0 W w U U � ._ ry 0 W > O N O N u7 � U) 0 ple') ao C CD O Q J z �� ' X N C�8 � � � Ln o °° W W � If - oo W o �- w Z C o W cn O z � o co U Q I I J o c� w o a o 3: z Q z Q z z 0 U z 0 Q z W Q U DRAWN BY: CHECKED BY: T1VV I C QU1f,, R SHEET NO. C700 S &A JOB NO. 52645 L M 0 N N 0 19 of W Q 0 CM N V) Ln i M Li z J V -0 "(MIN.) N (CONFORM TO LOCAL REQUIREMENTS) X VALVE I COVEF � LINE w a 0' -6" 3 MIN. M W D 0 w 0 0 2' -0" DIA.X2' -0 "DEEP DRAINAGE PIT IN ACCORDANCE WITH SPECIFICATIONS ,ATE ALVE WATER MAIN TEE OR ANCHORING TEE CONCRETE / CONCRETE CONCRETE BEARING PAD THRUST BLOCK THRUST BLOCK OR ANCHOR CAST -IN -PLACE AGAINST BLOCKING IF UNDISTURBED GROUND REQUIRED FIRE HYDRANT DETAIL (NO SCALE) ALL WATERMAIN SERVICE LINES TO TERMINATE 8 FEET BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A PAINTED BLUE TOP. NOTE: POSI —CAPS OR EQUIVALENT IS REQUIRED ON ALL WATER VALVE INSALLATION AND MEGA LUGS MUST BE INSTALLED AT ALL MECHANICAL JOINTS. NO WATERMAIN VALVES ARE TO BE PLACED WITHIN THE STREETS, CURBS, OR SIDEWALKS. INSTALL WATERMAIN TRACER WIRE WITH ALL WATER MAINS LAID AND BLUE REFLECTIVE WARNING TAPE MUST BE INSTALLED 18 ABOVE ALL WATERMAINS LAID. NOTE: FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT. ALL WATERMAINS SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CARM EL SPECIFICATIONS CONTACT CAR M EL UTILITIES FOR WATER MAIN LOCATIONS. NOTE: ALL HYDRANTS SHALL iN CLUDE A 6" VALVE. 15'-20' O.D. + 1' ANGLE VALVE =III III- (PROTECTED °. 1= I I =I WITH PLASTIC =1 I I 111= WRAP -III III- Z Ln -III III L CORP. 1= 0 =III COCK III 1 —I 1 I 1" COPPER SERVICE _III -III - III PIPE TO BE SUPPORTED ALONG ENTIRE LENGTH — EXCAVATE FOR EACH JOINT WATER SERVICE INSTALLATION (NO SCALE) LEGEND PROPOSED HYDRANT W 16" VALVE 0 VALVE a REDUCER I ALL DUCTILE IRON WATER MAINS SHALL BE BEDDED IN SAND FROM THE BOTTOM OF THE TRENCH TO 12" ABOVE THE PIPE. PRESSURE PIPE JOINT RESTRAINT TABLE LENGTH OF PIPE TO BE RESTRAINED IN EACH DIRECTION FROM 1/4 OF BEND Q BASED ON 150 psi TEST PRESSURE CHECKED BY: BKR DEGREE OF 6" 8" 10" 12 14 16 18 20 24 30" BEND Of Li 900, TEES 27' 35' 42' 50' 58' 65' 73' 80' 95' 115' &c PLUGS � O 450 7' 9' 11 ' 13' 15' 17' 19' 21' 24' 29' 22-1/2" 3' 4' 5' 6' 7' 8' 9' 10' 12' 14' 11 -1 /4" 2 2' 3' 3' 4' 4' 4' 5' 6' 7' ONLY MUELLER FIRE HYDRANTS AND VALVES MAY BE USED. RESTRAINED JOINTS SHALL BE MECHANICAL JOINT MEGALUG WITH RETAINER GLANDS, US PIPE TR FLEX JOINT SYSTEM, US PIPE FIELD LOK GASKET SYSTEM, OR EQUAL. NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. "HOLEY MOLEY" SAYS: 1-800-382-5544 CALL TOLL FREE 1-800-428-5200 FOR CALLS OUTSIDE OF INDIANA 1-317-571-2648 SCALE: 1 "= 60' CL OF LOT I SANITARY WATER I LATERAL LATERAL 5' S' 5' SANITARY LINES -- - - - - -I — �''" LATERAL S.S.D. — S. D. —� W W— WATERLINE TYPICAL UTILITY LATERAL PLACEMENT LOCATION OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN ARE BASED UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND ARE SPECULATIVE IN NATURE. THERE MAY ALSO BE OTHER EXISITING UNDERGROUND UTILIITIES FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS OF SAID EXISTING UNDERGROUND UTILITIES SHOULD BE VERIFIED BY THE CONTRACTOR PRIOR TO ANY AND ALL CONSTRUCTION. Q� Q m Q I V z z w 0 j O w 0 or- 0 Q o' w o_ 0 w V) w o! Y o' Q 0 Lj Q \ 0 r- ��� C_ p.R.NEy •C, \STERN; •• i'''% ?`��•� �• Lam: _ N0. 10200495 STATE OF :•'�� NAL 0 0 W Q 0 0 W CHECKED BY: BKR SHEET NO. C701 Of Li U c� Z � O Le N O � N I Q I 0 o 00 _- U o C) _3 z �' x 00 N V J p;d C�3 CD o Co W 0) W Z -o Ln a' Q) W o � (D Q W Z J o 0 o 6-) rn � oI Z � o z � Q o CL 0 w o Q o � z Q z Q 0 z z 0 0 z 0 _J S &A JOB NO. 52645 W Q 0 DRAWN BY: TWF CHECKED BY: BKR SHEET NO. C701 S &A JOB NO. 52645 �v a 0 in N to _O 0 N M N 9 vi J O Z V) 0 6 00 i rn i N V) in V_ %D N i GENERAL NOTES: 1. All storm sewers shall be constructed with reinforced concrete pipe Class III or as noted and conform to A.S.T.M. C -76 or latest revision. All manholes shall be precast concrete construction in accordance with State of Indiana Specifications and shall have Type "A" cast iron ring and cover. 2. Joints in sewer pipe shall conform to A.S.T.M. Specification C -425 or latest revision. 3. Sewer pipe shall be bedded in accordance with detail shown. Sewer trenches shall be kept free of all water. Do not allow water or mud to enter the sewer. 4. All pipe or drainage structures in trenches under paved surfaces and within 10 feet of the pavement shall be backfilled with granular material and compacted by approved methods. 5. No roof drains, footing drains and / or surface water drains may be connected to the sanitary sewer system, including temporary connections during construction. 6. Sewers crossing mains shall be laid to provide minimum distance of 18 inches between the outside of the water main and the outside of the sewer. This shall be the case where the water main is either above or below the sewer. The crossing shall be arranged so that the sewer joints will be equidistant and as for as possible from the water main joints. Where a water main crosses under a sewer, adequate structural support shall be provided for the sewer to prevent damage to the water main. When it is impossible to obtain proper horizontal and vertical separation as stipulated above, the sewer shall be designed and constructed equal to water pipe and shall be pressure tested to assure watertightness prior to backfilling. 7. Water mains shall be of ductile iron Class 350 cement lined pipe, unless otherwise noted in the plans. A. Water lines shall be of ductile iron pipe, Class 50 cement line water works grade. B. Stop shall be those manufactured by Ford or Mueller Corporation with AWWA taper thread, and with copper compression type fitting on outlet, or equal. C. Blow -off valves shall be those manufactured by Mueller Corporation (HO10283 or H- 10291), or equal. D. Angle valves at the end of water service stub are to be copper compression type fitting also, and are to be protected with plastic bay over the va I ve. E. 3/4" taps in lines smaller than 4 inches shall be only by tapped tee or tapping saddle. Water service lines should be marked on curbs with blue paint. (Sewer lateral locations - red). 8. All water mains to be pressure tested for leakage and sterilized in accordance with directions from Carmel Water Department. 9. No traffic will be allowed on prepared subgrade prior to paving. 10. All street construction within the lines of dedicated right -of -way shall be in accordance with the Specifications of Hamilton County Highway Department. 11. Property line corners of street intersections are rounded by an arc having a 15' radius. Property lines drawn hereon are carried to the P.I. of the arc. 12. A temporary seeding mixture in the areas where stripping of fills have been graded shall be seeded for silt and erosion protection. After grading all construction areas are to be seeded as follows: A. Swale seeding : Seed and fertilize within construction limits with 5# /acre Redtop grass, 20# /acre Rye Grass", 20# /acre Blue Gross", 25# acre "Tall Fescue" grass, and 600# /acre 12 -12 -12 fertilizer. B. Cut /Fill Seeding Along Paved Areas: Seed and fertilize with 25# /acre "Tall Fescue" grass, 20# /acre "Rye Grass ", 15# /acre "Blue Grass" and 600# /acre 12 -12 -12 fertilizer. 13. The location of houses (depicted by rectangles) show the pad elevation and /or outside grade. The finished floor elevation is 8 inches higher, more or less than the outside grade. 14. It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners and /or the engineers of any changes, errors, or omissions found on these plans or in the field before work is started or resumed. 15. All drainage pipe and ditch outfalls to receiving streams shall be constructed in accordance with drawings, subject however, to any modification required by the City of Carmel at the time installation is completed and to any adjustments needed for field conditions that could not be anticipated on the design drawings. 16. Contractor to record dimensions measured along sewer line from nearest manhole to each sanitary sewer lateral. 17. Contractor to record dimension of each water stub from nearest fire hydrant measured along the water main. 18. The above locations of laterals, along with any other construction changes are to be incorporated on the original construction drawings and record drawings submitted to the City Engineer's Office as soon after completion of construction as possible. 19. Contractor shall verify subsurface conditions prior to bidding. 20. "The engineer and /or owner disclaim any role in the construction means and methods associated with the project as set forth in these plans." DUCTILE IRON PIPE SPECIFICATIONS a. Material: Ductile Iron Pipe in diameters from eight (8) inches through thirty six (36) inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA C -151, latest revision. Ductile Iron Pipe shall be Class 50, 51, 52, or 54 wall thickness dependent upon site conditions and provided in minimum laying lenghts of eighteen (18) feet. b. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall comply with ANSI A- 21.10, AWWA C -110. c. Joints: Mechanical joints, slip or flanged joints shall be provided. Mechanical joints and accessories shall conform to AWWA Standard C -111, ANSI A- 21.11. The bolts and nuts shall be corrosion resistant high strenght alloy steel. The 0 -ring gaskets sealing the slip joint shall be made of rubber of special composition having a texture to assure a watertight and permanent seal and shall be the product of a manufacturer having at least five (5) years experience in the manufaicuter of rubber gaskets for pipe joints. The gasket shall be a continous ring of flexible joint rubber of a composition and texture which is resistant to common ingredients of sewage, industrial wastes and groundwater; and which will endure permanently under the conditions likely to be imposed by this service. The gasket shall conform to the requirements of AWWA C -111 (ANSI A- 2111). Flanged joints shall be manufactured with laying dimesions, facing and flange detailed in accordance with AWWA Standard C -115 (ANSI A21.15) Class 125. SECTION 02730 - SANITARY SEWER 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124548. 3. PVC sewer fittings shall conform to the requirements of ASTM D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in one piece with elastomeric joints and minimum socket depths as specified in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or fabricated in accordance with section 7.11 with manufacturers standard pipe bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in section 7.4.1 of specifications. Gaskets for elastomeric joints shall be molded with a minimum cross-sectional rooreual. - specification. in s shall be m manufactured b Ha c area of 0.20 square inches and conform to ASTM F 477 Fittings y q 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers recommendations and performance specifications which have been provided by the manufacturer and accepted by the Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made and the vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating shall be applied around each manhole joint from 6- inches above to 6- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precoat plug material. 6. The manhole chimneys, including all riser rings shall be sealed using Infi - Shield Uniband or approved equal. Prior to placement, the top 4- inches of the manhole cone and casting frame shall be cleaned and primed. The Uniband shall extend from 3- inches below the top of the cone section to 2- inches over the flange of the manhole casting frame. 7. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineers representative should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12- inches. 8. Backfill around all structures and all cuts under paved areas with granular material. Trenches opening within 5 -feet of paved roadways shall be backfilled with granular material in accordance with Section 211. Backfill under sidewalks shall be granular, unless the walks are constructed a minimum of 6 months after backfill has been in place. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. The Contractor shall be required to furnish the developer ' s Engineer with a set of prints, marked in red pencil, showing actual sewer location and invert, to include lateral location, depth and length. Such asbuilt prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line being tested. 12. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 327 IAC 3 -6 -9. 17. Trench shall be opened sufficiently ahead of pipe laying to reveal obstruction, and shall be properly protected and /or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (3271AC 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw type mechanical, braced plug until such time as all tests on the sewers have been completed and the lines have passed all punch lists. 19. All sewer laterals installed by the mainline Contractor shall be bedded the same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewerconstruction. Also, 48 hours notice shall be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R 1642A or equal) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District ' s Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be traced with a minimum size of 14 gauge wire from the Wye to the terminus. The contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. isir�rAr»� rrx�► �•iri���,aa I-" 20 MW ---- -•--� L t . (4) 1° aIA.AHCHOA HOLES GASKET ON A 29* DIA. B.C. 32• A FOUn ORY COMPANY c' '. 77 t A Y. JAmhole W V11 Frame, S - -�.^1 ""i`'! Y+4P 5 -pJY >y.q1. 1.1'A.+<♦ RY-q 4 ai. �i. -d" E. '~. Y. i .: y. ,Y a o�• ri ... tA:`.. R � �` ' . �:�r s er• �'.t�tK Y°;;;r i , s> Willy y .1�(,�T� Y a- t �.y 5r Y r T •'.. �.* . .:, t _'< ! . i `i -Y :.�.� I' X �.: x MtY ' - •�+..((�] oft., .. f � ^' '�...`... ,A �.ai., � =iy"�'t • "' 3.� ;. �fA. ,rf, � .aP:�T # ,f,�... - •:,a Ra' 5 ,.'...sue.. w .: 1f WJ�,. ia" ■ i a• I.IL �,s � • d #p R t i ;eo -`' ` ..' + .e .t M`"' 4.?`'aF,r '�'.,A "a ,�>.,., ar • . . i :.+ r, .+ �. ¢" may. i ''•' «ErZt Vice/ Mi sI IIca{.macn• 26* ff._..f 4 .3 i "1� °:3 I� r.. D j - 11 r T ,y Z-41 MANHOLE CASTING SCHEDULE TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 prig DROP FOR SIZE AND LENGTH OF PIPE INDICATED SELF SEALING TABLE 1 NEENAH Pipe Diameter In. Minimum 'Time, ><x�ina Length for NCinimum Time, ft Time for Longer. Length; S 100 ft 'Specification Time for Length 15a ft -20a ft 250 ft (I) Shc�wrl, mans 3a0 Tt 350 ft ' 400 t=t DSO ft D w 0.360 L 0.854 L 1.520 L . 3.46 5:40 _ 7:34 3:46 5:40 7:34 3:46 5:40. 7:34 3:46 5:40 _ 7:34 3:46 _ 5:40 7:36 3:46 5:40: $:52 3 :46 5:42 10:08 3 :46 6:24 i 1;2,i 4 3 :48 5.4U - 7.34 :597 -3$6 .::.298 6 , 8 , 9,28 11:20 14:10 17:00 18:60. 22;47 - c • ).2$ 11:20 14:10 19:.13 26:10 34:11 9:28 _ 11:24 17:48 25:38 34:54 45 :34 9 :63 14:15 `22 :15 32;03 43:37 56:58 11:2 17:05 ' 26:27 :52:21 68:22 13:51 19:58 31:09 44:52 61:00 79:46 15:49 « 22:47 35:36 51:16 17.:48 25:38 4t?:04 57:41 78:31 - .102:33 i0 8:26 -.239 199 158 _133 114 89 2.374 L 3.418 L 5.342 L 7.682 L - 10.470 L 13.674 L 12 16 18 11:20 14:10 17:00 21: 24 19:50 22:40 17.306 1, 28:51 43:16 57:41 ' 72:0 ' 31:10 72 ' 25.852 L 3$ 27 25:30 88 C14 CD CD rn SJI..c�alrSaatiit�• 5e�ierSlaeci t'icatic�isTAblc October 30, 2001 t0 I 1 Q () 1 U isir�rAr»� rrx�► �•iri���,aa I-" 20 MW ---- -•--� L t . (4) 1° aIA.AHCHOA HOLES GASKET ON A 29* DIA. B.C. 32• A FOUn ORY COMPANY c' '. 77 t A Y. JAmhole W V11 Frame, S - -�.^1 ""i`'! Y+4P 5 -pJY >y.q1. 1.1'A.+<♦ RY-q 4 ai. �i. -d" E. '~. Y. i .: y. ,Y a o�• ri ... tA:`.. R � �` ' . �:�r s er• �'.t�tK Y°;;;r i , s> Willy y .1�(,�T� Y a- t �.y 5r Y r T •'.. �.* . .:, t _'< ! . i `i -Y :.�.� I' X �.: x MtY ' - •�+..((�] oft., .. f � ^' '�...`... ,A �.ai., � =iy"�'t • "' 3.� ;. �fA. ,rf, � .aP:�T # ,f,�... - •:,a Ra' 5 ,.'...sue.. w .: 1f WJ�,. ia" ■ i a• I.IL �,s � • d #p R t i ;eo -`' ` ..' + .e .t M`"' 4.?`'aF,r '�'.,A "a ,�>.,., ar • . . i :.+ r, .+ �. ¢" may. i ''•' «ErZt Vice/ Mi sI IIca{.macn• 26* ff._..f 4 .3 i "1� °:3 I� r.. D j - 11 r T ,y Z-41 MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT D w U DRAWN BY: CHECKED BY: L.� COMPACTED SHEET NO. C800 l- Z GRANULAR w MATERIAL U N 21.388 L 96:37 49:05 61 :17 53:26 64:38 76:55 71:13 88:10 102:12 7 89:02 107:49 128:12 $6:32 108:5a 129.18 153:8U 100:57 124:38 `150:43: 179:29 115:22 142:25 172:21 205:07 129:48 160:15 193:53 230:46 : 30 28:20 - 80 33 ' 31:10 72 ' 25.852 L 3$ 34:00 86 30.788 L isir�rAr»� rrx�► �•iri���,aa I-" 20 MW ---- -•--� L t . (4) 1° aIA.AHCHOA HOLES GASKET ON A 29* DIA. B.C. 32• A FOUn ORY COMPANY c' '. 77 t A Y. JAmhole W V11 Frame, S - -�.^1 ""i`'! Y+4P 5 -pJY >y.q1. 1.1'A.+<♦ RY-q 4 ai. �i. -d" E. '~. Y. i .: y. ,Y a o�• ri ... tA:`.. R � �` ' . �:�r s er• �'.t�tK Y°;;;r i , s> Willy y .1�(,�T� Y a- t �.y 5r Y r T •'.. �.* . .:, t _'< ! . i `i -Y :.�.� I' X �.: x MtY ' - •�+..((�] oft., .. f � ^' '�...`... ,A �.ai., � =iy"�'t • "' 3.� ;. �fA. ,rf, � .aP:�T # ,f,�... - •:,a Ra' 5 ,.'...sue.. w .: 1f WJ�,. ia" ■ i a• I.IL �,s � • d #p R t i ;eo -`' ` ..' + .e .t M`"' 4.?`'aF,r '�'.,A "a ,�>.,., ar • . . i :.+ r, .+ �. ¢" may. i ''•' «ErZt Vice/ Mi sI IIca{.macn• 26* ff._..f 4 .3 i "1� °:3 I� r.. D j - 11 r T ,y Z-41 CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE MANHOLE CASTING SCHEDULE). FINISH GRADE N x 24 DIA INFISHIELD "UNIBAND" BUTYL RUBBER 1 N r a x BACKFILL 3,000 P.S.I CONCRET PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE RIZW HENT SEAL OR SINGLE ROW OF 1" KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. R GREATER. 4 -O" �-- 6" MIN. COMPACTED #8 STONE I.D. SANITARY MANHOLE - TYPE "A" NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE MANHOLE CASTING SCHEDULE). FINISH GRADE N x 24 DIA INFISHIELD "UNIBAND" BUTYL RUBBER 1 N r a x BACKFILL 3,000 P.S.I CONCRET PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE RIZW HENT SEAL OR SINGLE ROW OF 1" KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. R GREATER. 4 -O" �-- 6" MIN. COMPACTED #8 STONE I.D. SANITARY MANHOLE - TYPE "A" NOT TO SCALE 1. CONCRETE OR STONE BEDDING TO EXTEND TO UNDISTURBED TRENCH WALLS. 2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS. 3. FOR PIPE DIA., REFER TO PLAN AND PROFILES. TRENCH WIDTH 6" MIN. 6" MIN. CONCRETE ENCASEMENT BACKFILL COMPACT #8 STONE CLASS "A -A" TRENCH WIDTH v i= 0 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. CONCRETE CRADLE BACKFILL - COMPACTED GRANULAR MATERIAL - COMPACT #8 STONE CLASS "A" TRENCH WIDTH FINISH GF' " Mr- ON INFI "UNI BUTYL Rt Z 2 N i 2 _ to K 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE AA%AIH SECTION A -A _ FLOW A COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE -6 "0 LATERAL MAIN SEWER LINE NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE MANHOLE CASTING SCHEDULE TRENCH WIDTH SELF SEALING WATERTIGHT NEENAH BACKFILL � EAST JORDAN 104572 1045WT D w U DRAWN BY: CHECKED BY: L.� COMPACTED SHEET NO. C800 l- Z GRANULAR w MATERIAL U N • U (J7 Z 3,000 P.S.I. Z ` Z CONCRET V ) C14 CD CD rn t0 I 1 Q () 1 6" MIN. 6" MIN. CONCRETE ENCASEMENT BACKFILL COMPACT #8 STONE CLASS "A -A" TRENCH WIDTH v i= 0 6" MIN. 6" MIN. FLEXIBLE PIPE BEDDING 6" MIN. 6" MIN. CONCRETE CRADLE BACKFILL - COMPACTED GRANULAR MATERIAL - COMPACT #8 STONE CLASS "A" TRENCH WIDTH FINISH GF' " Mr- ON INFI "UNI BUTYL Rt Z 2 N i 2 _ to K 6" MIN. 6" MIN. RIGID PIPE BEDDING PIPE BEDDING DETAILS NOT TO SCALE AA%AIH SECTION A -A _ FLOW A COVER AND SEAL END OF LATERAL PROPERTY OR EASEMENT LINE -6 "0 LATERAL MAIN SEWER LINE NOTES: 1. PIPE BEDDING FOR LATERALS SHALL BE THE SAME AS FOR MAIN LINE SEWER. 2. NORMAL GRADE FOR LATERALS SHALL BE 1/4" PER FOOT. 3. MINIMUM GRADE FOR LATERALS SHALL BE 1/8" PER FOOT. 4. ALL FITTINGS SHALL BE SDR 26. 5. DEPTH AT PROPERTY LINE TO BE APPROX. 5 FEET BELOW ESTABLISHED GRADE EXCEPT WHERE MAIN LINE GRADE FIXES SHALLOWER DEPTH OR WHERE BASEMENTS DICTATE A GREATER DEPTH. 6. MARK END OF LATERAL AT PROPERTY LINE WITH A METAL FENCE POST. 7. LATERAL TO BE TRACED WITH #8 GAUGE WIRE FROM THE WYE FITTTING TO THE TERMINUS CAP. LATERAL DETAIL NOT TO SCALE CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL (SEE MANHOLE CASTING SCHEDULE). PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF Y2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL. MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE - TYPE "B" NOT TO SCALE Q M Cn l- z Z w O O L,J U 0_ U Q w C- 0 w 0 > w C_ Y C_ Q cD \ F- ``������� a i�►�ii�i ••••..... Q- 1STE/� a- F• No. 10200495 STATE OF ' .,,�� /ONAl.11E�. inn► � 0 MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104572 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL (SEE MANHOLE CASTING SCHEDULE). PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF Y2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL. MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL AND OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN MANHOLES WITH PIPE INVERT DEPTHS OF 14 FT. OR GREATER. 6" MIN. CONCRETE ENCASEMENT I.D. 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE - TYPE "B" NOT TO SCALE Q M Cn l- z Z w O O L,J U 0_ U Q w C- 0 w 0 > w C_ Y C_ Q cD \ F- ``������� a i�►�ii�i ••••..... Q- 1STE/� a- F• No. 10200495 STATE OF ' .,,�� /ONAl.11E�. inn► � 0 J w D w U DRAWN BY: CHECKED BY: L.� BKR SHEET NO. C800 l- w U • U (J7 Z 0 V ) C14 CD CD rn N I Q () 00 N-) U to 00 O Z r` CT) (0 x o0 N V J l7C, pv � a> A3 (n � �` CD CD 00 ono LiJ LJ J -a rn v co W o �-. J � Q o °' C 01) CL CL W cn O z �. o N V J Q ~ W W > 0 O Z � O 0 fy U p Cn ry p ~ Z Z � O U Q z Q 0 z z O U O J S &A JOB NO. 52645 J w U DRAWN BY: CHECKED BY: TWF BKR SHEET NO. C800 S &A JOB NO. 52645 L c� L a M Ln N %D O O N M N O O J Q1 '17 _J F- 0 t; I ,--1 O M V i cn i N V) Ln d' 1.0 N Ln m L cv d co In ko CD CD N J Ql •0 J 0 te t; V 0) In Tr In I I COINC CURB !; I IL e t •r REVISED' 08- 21 2005 FAITROVE i EAR�ill Oil SIDE1\',1Lf: SURFACE �s• .r t7 ' ° P o .° O o � � ' Sl,'OCR.iBk:,1CGRC(:A7F. o° o o° O o o O o o° DL£TU �',1FIlES o O• O O O• I�h� 6M joD••D a ••0•.0 a �! •O a •O •e •O�� •y�D •O•eQ n •0 •P ,��7Gi �e •v s ,o a •� � 11 e •e a •e •e / e • o � o � e • 14 WASHED G141 \'1:1. , �` ./�ti'. o •. o • . o . o ORC•L.1SS ",l" )��� e• Dee oe o0 oe• 6 0 o el •\ /h O O I I.e .el 1[L� IV' d�PIPLpl:1.11b'Tilt 1:" �I11. {" CORRL•C,1TY•11 POISF:iTIi•I.T'.NE I'l!'!; 71TE SC, eoafermiag la seuJua 4x7.19 of the InJiana Dryrsrtmat arTnnrC•ttatlor, Standud Sptdfiatioas -2^p6 ImWU�tl�n of uairnlr�la shill conform w scctka i IN of rbc lud'ura Drpartment O(7ranparblioo StsuduJ Spcc(fintioas t�aJcnitsu+ slut ast lx inrtsilcd anti fi ins! �rsJiu� and cumpacifaa V cnmplctni on lubgrmic. :1.•7 canlualnitino of nDJt7drsin hsciti>fA shall be rer;ottJ pdorlD Imtsllatloa or a••xyue (rasa lledcrdr:3ar rhsli ral he inrtsJlcd Danz Dtii "q(cs Intsled 6enrul Ibe DDdtr>inlas ire io glue: (tt. esterraslnr, slarwltrrcrs,ssn;lltfltAltt,K1� PIPE. UNDERDRAIN KO SGILE C C T.�AIYIILTO�t COUNTY HIG�TYAY DEPARTMEl�iT Spacing shall be 5' on curve radii. . �•.• RLCOJIE�DED• rim- ul.torp!•�tl cr<;o nr: rsN.•ect. a.�rt sr:>lvu:utu ei,:Lv (MIN.) , 1 ETT-1--i a�r►aro,� � �rr,os :e��s�'.r. esrzs o � 0 �. • • Ili 1" H.A.C. SURFACE #11 3° H.A.C. BINDER #9 -- 5' COMPACTED STONE BASE #53 4" COMPACTED STONE SUB -BASE #2 COMPACTED SUBGRADE PAVEMENT COMPOSITIONS NOT -TO -SCALE OFFICE OF THE HAMILTON COUNTY SURVEYOR EXISTING GRADE f.:. 3" TOP SOIL: \���\�� 1 "R .. ' __:TT-T 1 �„- =-�� -� I � . I _..r• -.� .III � � Ili =111 III I I I � T• �. ' • ' " PROPOSED GRADE III - UNDERCUT SWALE BY 0.2 .I 11 I I I III I I I I I I ( I -- III lil Ilf III III- TO ALLOW FOR FUTURE SILTING'I I I f I ( I I 11 1 1 1 1 1 1 1 II I III III Ill III III. III UNDERDRAIIIS REQUIRED IN SWALES WITH LESS THAN 1i SLOPE EXISTING GRADE Spacing shall be 5' on curve radii. . �•.• 1 r ir1� 1 rrr I 3 (I m.I (MIN.) , 1 ETT-1--i �. • • Ili t .r. -.--� 1 1 I I I I I I I! I I I - �' PROPOSED GRADE ,`•I• STANDARD PLAN • 1.• ' UNDERCUT SWALE BY 0.2 • III I a o 0 TO ALLOW FOR FUTURE SILTING (( 11 1-•-1 1 1---1 1 1 1 III III III III O 111 �gO 8 GRAVEL C.J 0 - Ooh� O - 0 x a QOOD O PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.57 GRADIENT. SEE DEVELOPMENT PLAN FOR SIZES (6" MINIMUM) AND INVERT ELEVATIONS. 3' TYPICAL SWALE DETAIL (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISED. 1 FEB 2002 STANDARD PLAN - APPROVED: "DATE v KENTON C. WARD, AMILTON CO U TY SURVEYOR 6" 24' 6" 18" f.:. 3" TOP SOIL: \���\�� 1 "R .. ' :1 SLOPE 1/4* PER F001 BACKFILL IhI III • a..� a to ° 0 a 0 0 x 0 ° 0 a 0 ° 0 x 0° 0• o° 0• c SUBGRADE AGGREGATE • 0 °0 0 °0 • O 00 . 0 00 • 0 00 • o 00 DEPTH VARIES 100 a O 0 • 0 ° 0 • 0 ° 0 • 0 00 • 00 • E� ' 6" NOTES. Expansion pmts aye required of Storm Inlets. Contraction joints should be installed at 10' spacings. Spacing shall be 5' on curve radii. Contraction joints shall be tooled or sawn in continuously poured curbs to a depth of 1/2" min. TYPICAL COMBINED CURB & GUTTER WITH REVERSED SLOPE GUTTER NO SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REVISED: � STANDARD PLAN RECOMENDED: , �- _ HAWLTON COUNTY ENGINEER DATE C-5 APPROVED- 5 -0 >> 5)-0))- w z SIDEWALK 4" THICK SLOPE 1 /4" FT. y y 4" MIN. GRANULAR MATERIAL TEMPORARY SEEDING SHALL BE DONE IN ACCORDANCE WITH SECTION 621 OF I.D.O.H. SPECIFICATIONS WITHIN THE STREET RIGHT -OF -WAY. VARIABLE 26' -0" TO 36' -0" FROM CURB TO CURB 2' -0" 10' MIN. 2' -0" 6 2 "x8" WOOD RAILS I.S.H.C. SIGN XR -1 ** _ WHITE * CLOSED 4 "x4" WOOD POST REFLECTIVE SHEETING I ORANGE REFLECTIVE SHEETING a I GRADE LEVEL 1/4" 4 "x4" WOOD POST 0 2 "x4" WOOD BRACES = (2 PER POST) `V SANDBAGS (MIN. 2 BAGS 1' -0" PER POST) / 6' -0" "x4" WOOD POST 0 THRU BOLTS � 6" LARGE WITH WASHI i" " 2 "x8" WOOD RAILS 0 �n 1/8" STEEL PLATES 4 "x4" =VEL GENERAL NOTES iQ ALL WOOD POST AND SUPPORT MEMBERS Q5 REFER TO SECTION 800 OF THE INDIANA SHALL BE PAINTED WITH TWO (2) COATS STATE HIGHWAY COMMISSIONS STANDARD OF WHITE PAINT. SPECIFICATIONS AND LATEST ADDITION OF © LOCATION OF BARRICADE AS PER PLANS INDIANA MANUAL OF UNIFORM TRAFFIC 03 *REFLECTIVE SHEETING TO BE IN ACCORDANCE CONTROL DEVICES. WITH I.S.H.C. STANDARD SPECIFICATION 912.10. Q WHEN THE PROPOSED EXTENSION OF THE ® ** SEE I.S.H.C. STANDARD DETOUR SIGNS SHT. 3. STREET IS TO BE a) LESS THAN TWO (2) YEARS USE THE SANDBAGS ON POSTS b) GREATER THAN TWO (2) YEARS USE THE GROUND POSTS. STANDARD BARRICADE DETAIL w cn C:) RESIDENTIAL STREETS ONLY 2'- 0" d • •• 4 STONE BASE TO EXTEND UNDER CURB 4'79S.A III III 50' R/W 30' -0" 13' - 0)y SLOPE: 1/4" FT. ' ���rt•• 7/4.. / FT. COMPACTED /\ /\ , SUBGRADE � \\ / /A \\� /� \�/ TYPICAL STREET CROSS — SECTION NOT -TO -SCALE 6' -0" & 10' -0" SLOPE ASPHALT P ITH TO ROAD OR TOWARD TOP 0 BANK OF DITCH 1/4 /FT. MIN. • •_ ,i . .. .•• t. 1. ••: .. .. ASPHALT PATH 12-3/4"t A PAVEMENT SURFACE d. d a d da a� 3" TOPSOIL, SEED OR SOD AS REQUIRED '. • " • � • _ • a. d. o •. a d d T� . A FT. MIN. 3" TOPSOIL • ROLL CURB &GUTTER 4" M1N• GRANULAR STONE BASE TO . � . TYPE I MATERIAL EXTEND UNDER CURB ..�'• :.'• �IQ Q . .r (I III III• » SIDEWALK 4" [HICK SLOPE 1Z491 ¢I°°I wo _j 0 W U cy- � U � Q 0 w Q CD W \ f- %�.� � p. R I NEhrq�1,4#'�. :102005: STATE OF S /pNAL E� �.�. SYD. BINDER NO. 8, V TYPICAL ASPHALT 110# SYD. BITUM SURFACE N0. 11. LV ON 6" 18" PEDESTRIAN PATH X- SECTION 5� COMPACBEDU AGGREGATE BASE, SIZE N0. 53 TOPSOIL 2 R. 2 "R. 4 SLOPE 1/4" PER FOOT T W . Tr.r'r rviSTING 'Q p d ° XISTING GRADE 00° 000 00 0000 000 w O O Q+3D R �O w STANDARD FULL DEPTH GRANOLA BACKFILL DETAILS CHAIR BACK CURB DE AIL TRANSITION TO GRAS NOT -TO -SCALE will 4 LIMITS OF FULL DEPTH GRANULAR BACKFILL SHOULDER, TOPSOIL, SEED w OR SOD, AS REQUIRED TO z J MATCH EXISTING GRANULAR PAVEMENT WI TH VARIABLE GRANULAR Z BACKFILL BACKFILL J SHOULDER SECTION CURB SECTION ALL CUTS MADE IN OR UNDER ANY ROAD SURFACE SHALL BE BACKFILLED WITH B. BORROW WHERE A CUT EITHER TRANSVERSES OR PARALLELS THE ROAD SURFACE. GRANULAR BACKFILL SHALL BE PLACED IN THAT PORTION OF THE CUT. THE ENTIRE EXCAVATED AREA WITHIN THE RIGHT -OF WAY. COMPACTED BACKFILL � 0) O°°° o° COMPACTED 6„ 0 °° ° � o °ocp p ° #53 STONE S°oo°o o o _. 0 0 0O Fc COMPACTED SUBGRADE Iii PLAN STA 4-r- C ---------- ----�- COMPACTED SUBGRADE rirat�i;tPi t:J�S1ii EacYtfER OAIE •, `• 24 fts r�r"Ltc+r tt:ur+i M SIDEWALK, TOPSOIL, SEED 1 OR SOD, AS REQUIRED TO MATCH EXISTING 100' TOP OF CURB PAVEMENT BOTTOM OF CURB TRANSVERSE EXPANSION JOINTS TRANSVERSE CONTRACTION JOINTS * * * ** WHEN BUILT IN CONDUCTION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER SHOULD BE TIED TO THE PAVEMENT BY 1/2" ROUND DEFORMED BARS AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION JOINTS SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD BE INSTALLED AT 20 FOOT SPACING. 1, CURB JOINT DETAIL TOPSOIL c,ar " 3" 10" COMPACTED BACKFIL BACK OF CURB 5' -0" MIN. GRADED LAWNS TOP SOIL CHAIR BACK CURB DETAIL WITH GUTTER 4 5" NOT -TO -SCALE Q0 0 \ r LrJ LL F- RESIDENTIAL STREETS ONLY 2'- 0" d • •• 4 STONE BASE TO EXTEND UNDER CURB 4'79S.A III III 50' R/W 30' -0" 13' - 0)y SLOPE: 1/4" FT. ' ���rt•• 7/4.. / FT. COMPACTED /\ /\ , SUBGRADE � \\ / /A \\� /� \�/ TYPICAL STREET CROSS — SECTION NOT -TO -SCALE 6' -0" & 10' -0" SLOPE ASPHALT P ITH TO ROAD OR TOWARD TOP 0 BANK OF DITCH 1/4 /FT. MIN. • •_ ,i . .. .•• t. 1. ••: .. .. ASPHALT PATH 12-3/4"t A PAVEMENT SURFACE d. d a d da a� 3" TOPSOIL, SEED OR SOD AS REQUIRED '. • " • � • _ • a. d. o •. a d d T� . A FT. MIN. 3" TOPSOIL • ROLL CURB &GUTTER 4" M1N• GRANULAR STONE BASE TO . � . TYPE I MATERIAL EXTEND UNDER CURB ..�'• :.'• �IQ Q . .r (I III III• » SIDEWALK 4" [HICK SLOPE 1Z491 ¢I°°I wo _j 0 W U cy- � U � Q 0 w Q CD W \ f- %�.� � p. R I NEhrq�1,4#'�. :102005: STATE OF S /pNAL E� �.�. SYD. BINDER NO. 8, V TYPICAL ASPHALT 110# SYD. BITUM SURFACE N0. 11. LV ON 6" 18" PEDESTRIAN PATH X- SECTION 5� COMPACBEDU AGGREGATE BASE, SIZE N0. 53 TOPSOIL 2 R. 2 "R. 4 SLOPE 1/4" PER FOOT T W . Tr.r'r rviSTING 'Q p d ° XISTING GRADE 00° 000 00 0000 000 w O O Q+3D R �O w STANDARD FULL DEPTH GRANOLA BACKFILL DETAILS CHAIR BACK CURB DE AIL TRANSITION TO GRAS NOT -TO -SCALE will 4 LIMITS OF FULL DEPTH GRANULAR BACKFILL SHOULDER, TOPSOIL, SEED w OR SOD, AS REQUIRED TO z J MATCH EXISTING GRANULAR PAVEMENT WI TH VARIABLE GRANULAR Z BACKFILL BACKFILL J SHOULDER SECTION CURB SECTION ALL CUTS MADE IN OR UNDER ANY ROAD SURFACE SHALL BE BACKFILLED WITH B. BORROW WHERE A CUT EITHER TRANSVERSES OR PARALLELS THE ROAD SURFACE. GRANULAR BACKFILL SHALL BE PLACED IN THAT PORTION OF THE CUT. THE ENTIRE EXCAVATED AREA WITHIN THE RIGHT -OF WAY. COMPACTED BACKFILL � 0) O°°° o° COMPACTED 6„ 0 °° ° � o °ocp p ° #53 STONE S°oo°o o o _. 0 0 0O Fc COMPACTED SUBGRADE Iii PLAN STA 4-r- C ---------- ----�- COMPACTED SUBGRADE rirat�i;tPi t:J�S1ii EacYtfER OAIE •, `• 24 fts r�r"Ltc+r tt:ur+i M SIDEWALK, TOPSOIL, SEED 1 OR SOD, AS REQUIRED TO MATCH EXISTING 100' TOP OF CURB PAVEMENT BOTTOM OF CURB TRANSVERSE EXPANSION JOINTS TRANSVERSE CONTRACTION JOINTS * * * ** WHEN BUILT IN CONDUCTION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER SHOULD BE TIED TO THE PAVEMENT BY 1/2" ROUND DEFORMED BARS AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION JOINTS SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD BE INSTALLED AT 20 FOOT SPACING. 1, CURB JOINT DETAIL TOPSOIL c,ar " 3" 10" COMPACTED BACKFIL BACK OF CURB 5' -0" MIN. GRADED LAWNS TOP SOIL CHAIR BACK CURB DETAIL WITH GUTTER 4 5" NOT -TO -SCALE Q0 0 \ r LrJ LL F- L,J U U � Cn > o CD CV 00 � etatr• CD CO Q � J z �� ' N Q � X 48 Cn CD D W C rn � a� DO l� W O F- � _� Q o W Z I— o o z � o N V Z v tdJ O' co D Q 17.5" LOW POINT w � Q � OA � b 6 "a 3" 100 � 2.5 #53 0 0 ° °° °II o 0 0 0 o 0 00 � � 9 COMPACTED 6 o O a osc$o ° #53 STONE III. ��= ���ll�ll U 24" COMPACTED SUBGRADE CONCRETE ROLL CURB &GUTTER (TYPE I) NOT -TO -SCALE THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE oenrrn ui I nvroc ninr m cvrrrn c" I ni ncoru f[CV(V IRGU CLC VIM VIV MIVV .Vrvlr MlilG1J IIV LI�ILI \J Ivvl Iv LnvLly v � v� i. `� � SUBGRADE UNDER ALL CURB ,SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE 5' -0" MIN. 4" MIN. 3" I ( PREP Ffl � IRI; A F I PROPERTY LINE TYPICAL SIDEWALK SECTION NOT -TO -SCALE O WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. I 5'_0,1, 50 Q z Q z z Q U z Q i— Q z 19_0» R/W o z z o w w � � Z � � Qf w Q J � W W O J —I J V) V) w � W I � 1- a o In 6' -0" BETWEEN TRANSVERSE Z N o � SOIL r- � � JOINTS � r- � Q U I 48' -0" BETWEEN EXPANSION JOINTS (MAX.) DRAWN BY: CHECKED BY: _ _ _ _ •... ,� TWF BKR :*. ..; •.•. . '• .• ... •.• ..,. .. , •. • _ '•.:..:•.;'. •, :.. :, SHEET N0. � t4" MIN. CONCRETE SIDEWALK NOT -TO -SCALE S & A JOB N0. 52645 5' -0" MIN. 4" MIN. 3" I ( PREP Ffl � IRI; A F I PROPERTY LINE TYPICAL SIDEWALK SECTION NOT -TO -SCALE O WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. I 5'_0,1, 50 Q z Q z z Q U z Q i— Q z 19_0» R/W o z z o w w � � Z � � Qf w Q J � W W O J —I J V) V) w � W I � 1- a o In 6' -0" BETWEEN TRANSVERSE Z N o � SOIL r- � � JOINTS � r- � Q U I 48' -0" BETWEEN EXPANSION JOINTS (MAX.) DRAWN BY: CHECKED BY: _ _ _ _ •... ,� TWF BKR :*. ..; •.•. . '• .• ... •.• ..,. .. , •. • _ '•.:..:•.;'. •, :.. :, SHEET N0. � t4" MIN. CONCRETE SIDEWALK NOT -TO -SCALE S & A JOB N0. 52645 Utility st6p uuuuy strip i r i 51dow alk '----TYPE K TYPE G TYPE G J NOTE.: cludeS the raMPL and INDIANA DEPARTMENT OF TRANSPORTATION P I The curb ramp ty e in flare L d ro'Ides as indicated by tha hatched lines of 5* L LOCATION PLAN FOR Flared -side idawalk curb ramp next SIDEWALK-CURB RAMPS on the detsils. A top level landing for every -:C to utility strip gha soddod. iPp7LEMIJER 2003.. curb ramp shall be provided, STANDARD bR►VV1NG NO, E 604-SWCR-Oi 2, For details of sidewalk curb types see 5. Sao Steindard Drawings I- 604-SWCR-02 fQr r Standard Drawings a 04-SWC R-03 to -11 General Notos. N 0 C ITATI W ,od within � 316 The curb ramps shall be plac "-mv A. CA4 the marked crosswalk area. rl M cv Ln In C:) C:) N 11� rq 0 01 C:) Cn 00 U 0) N V) In Nr 9.0 Ln r-4 -SWCR-02 $cc Standiard Drawing F- 604 07 .: . . .......... PfIlL abic waininQ. ;, - I.. . -.- .. for cictait.0 of file fj6tiaCt, nee.,: :jcc 604-SWCR-02 &C. torq1ta-mato eutb coristniction. Indiwt6d sirea donotcr. pay finlltk 10. See Staridsrd Vrawing E 604-SWCR-01 4P Cry and .02 fof Locallon Plan and Gcnaral Notes r 5p;cxivc1y. tgw TO (D -7 x, AAA wee Q SIDEWALK 610PO 12: 1 leprafonned joint .nilor RAMP CONSTRUCTION DETAIL DeIwUiabto waming cleffien18 Goding bed Conuctc base InI40fiall cUrb pAVEMENT, INDIANA DEPARTMENT OF TRANSFURTATION SIDEWALK CURB RAMP TYPE k SEPTEMBER ?M-1 s-TANDARD DRAWING NO. G 604-SSWCR-03 : No. 41 Wwm xTAmmwi uft".Lk PAW ede AArwa L., 2wnr Q NOTES 't @6 See Standard Drawing E 604-SWCR-02 for groove datails. 7) See Standard Drawing E 604-SWCR-02 for details of the detectable warnings. Ut3 Indicated area denotes pay limits. 9, Sea Standard Drawing E 604-SWCR-03 for typical ramp constRiction details. 10. Sea Standard Drawing E 604-SWOR-01 and -02 for Location Plan and General Notos respectively. Sidewalk %0 preformed r' 1\ ;''` * joint rillar IdP r rol'o X� 16 '44, INDIANA DEFARIMLN 810EWALk O Tr SEPTEI 14� r 0.0. ,q DARD DRAWING Q m co V) wZ 0 0 5; LLJ V) 0 Lii CD CD 00 rf) Ld CU 00 0 Z < � V) a' V) J 00 46 5; UJ x 48 V) C c- • U --) CD CZ) 00 CK C)-) •5 C)o Y cr_ o C) 0 _J ZD CY) a_ co C) LLJ < O.RIN lof•, %% % 00 ftft No. 10200495 to a STATE OF -Zo *.ItVD MP- '"% S16NAL '''///JJ1111111���`` r co V) 0 L1J CD CD 00 rf) CU 00 0 Z < � '� a' V) J 00 46 x 48 V) C c- • U --) CD CZ) 00 LIJ LLJ C)-) •5 C)o UJ o C) 0 _J ZD CY) a_ V) O � o (of) ~ w w � o z � 0 I-- C) 0 ry I-- z Z � UP) 0 C) 0 0 -i LLJ 1-5 DRAWN BY: CHECKED BY: TWF B-KR SHEET NO. S & A JOB NO. 52645