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HomeMy WebLinkAbout05060040 Site Construction Plansa. c_) cV c i� c . O c� CD J 4 v G C�v C 0 tV C� rj C �t 'J i} C:l L. J �l C� r CJ u_ C_> r� C' S O C. cam.! t. U) SITE C• ST "UCTIOO LN mill � 11 •TH STF� T C� TRH 7FOAST 11 • th STR��T 1' COO LEGS A E UE w w U= WQ� �o. �o 0 1'26TN ST DR 122ND ST m o �Q Q CARMEL DR COLLEGE AVE of ►%i z o SITE >- CO J Z w c� z E 116TH ST a J W m a a w 0 w w ti � � 0 w SITE LOCATION MAP' N. T. S. SITE C• ST "UCTIOO LN mill � 11 •TH STF� T C� TRH 7FOAST 11 • th STR��T 1' COO LEGS A E UE w w U= WQ� tj T, 0 U . ^a 0 r (') 0 t � .' C1 T < 0 rD 0 Cj O C� _ID v 00 r7 C`•! E ( ��_ U c_D t: 00 0 rte-; CJ 0 0 i c G; 1< ifs 11 I - I % // . I. I / /�_ - LEGEN D - - - /( I I `` I i1J 10' B=ING UNE I a ( Z 111 ( 1 - ` fi" STRAIGHT CURB (R�W ONLY �� '��� 11 1. }54. -_ - c 11 COMBINED CONC. CURB & GUTTER I it \t ,� \\ - °. �_ i� N , \\ \ u NUMBER OF PARKING SPACES I \\ \ \ \\ \\ > O 1 \ \\ 23'� -- 0 1\ \ \\ - - - - --� I = ,' \ '54.49' 1 HANDICAPPED PARKING SPACE 11 \ \\ -_ \ -_ -_ - _. - _ -- . -. -_ . - - 20 fi 20' _ k IT - x \ \\ T� .. G 1 1NG LINE 29.5' . . i3 ... ,. ` . \ t `15'R 1 C ' - - _ • . z -- .. _.: _ _ : ___ _ ' I \1 N10 BU ID / _ -- --', : .' : 15R,. a \\ •R . . -- RETE _ CON C N 3� 51z _ ► F t �:; STE - _ - - -- __ 40.5 R \ :w NORTHER 1?Ri I 1. s - - 1. -" CV , N , . -- j - . ; I P 1 P \ \ ! Cl, _... T t � I M ; . �, ; N BICYCLE AR3CI�LG . - HT TY PAVEMENT 11 \ . _ _ 20 I 3R I L NORTHERN DRIVE 0 LTG DU F' \ Fz - .. 20' \ -- - - - -- -- - - - -- - j - s r 36' - t � - _' t - 1 ` . - - - - - - -. -1 - SPACES Y �_ i Q � _- --'4'- t 2� - - 1, -. \ V .. / . F F \ I - - \ \\ C O \ Q I 15 R ; t 15.5'R , 15.5'R 15 -'R °D 0 DUTY PAVEMENT \ _ _ - -- HEAVY \ F; H i _ ttC i .1.Y J_L�} J C_ t� - _C��1. - . 11 \ �6' I _ - I - c / . � tLC \ \ 6��\ 40'R _ -5'R I j . ► I I I ` i 1. '. I O O oho C� SITE LIGHTING FIXTURE 'i o \� F- -- - # ; -1 _4' I I - SR f ; :` - \� \\ �G 1 �. I 3' io ; I /� I i ; k I SHADED AREA REPRESENTS AREA WHICH SHALL BE \ ,; \ \\ ���f \\ y` = L ' f `�' - , #�: ��,�� �.sR �sR} I t = I W. ® \1." \\ t� . \; '� - e 20' 25' 19' , 19 # 25 7.65 : t --! i , I • li CYCLE PARKING I r I CONSTRUCTED WITH FULL -DEPTH ASPHALT PAVEMENT I 1\ . SPACES (5) - : i w Q :: ; t .I: I .. _ p \X \\ - \ I ; I , CONSTRUCTED [N ACCORDANCE WITH CITY OF CARMEL > > >.ax �� \\ \ - 18' r 18�r.. 1 X20' 1 is' PAVEMENT SPECIFICATION. 11, \ \\ _ + �I t I d :1 LAND DESCRIPTION \\ ®-°� 201 �. I ' ' I i_ t , _ , f , t r L_,-� L. Part of the Southeast Quarter of Section 35 and the Southwest Quarter of Section 36, in Township 18 11 \\ l\ 1 - , o I . ; I� I 1 I \\ \\ 1 1s ' : M ;. t � 11' - rn I t - . y . - I I ._ i� # 1. North, Range 3 East, Hamilton County, Indiana, described as follows: t Il \ =: ; -. - , I s . , - �` I 11 1t \\ \\ $ '- I SWAIN DRl ° - ; I i T� N . t- N I I k~ tr,vh i 1 , N j Y i 1 x C" Commencing at the Southeast corner of said Southeast Quarter Section; thence South 88 degrees 49 i 1 1\ o k I I _ t 1 \.:.-. J _ I I Z minutes 34 seconds West assumed bearing) along the South line of said Southeast Quarter Section a 1 " \\ 11 # _ W"�, � 1 I _ - N _ I ,j I 1 # ; I 1 9 9 t1 t 11 _ I I } -` z 1. distance of 23.00 feet; thence North 01 degrees 10 minutes 26 seconds West a distance of 100.00 feet \1 I # I 1182' 1 i , 12' _ ' : ► , I Il� 11 11 s I I I I' to the intersection of the North line of 116th Street (per "Limited Warranty Deed to the City of Carmel 11s >;y, w W \ 11 I I _ N \ 1 I I I I 1 i1 1 I o - - _•�: I : ;� Its' I recorded as Instrument number 200400022719 in the Hamilton County Recorders office) with the East 11 ` y D 11 11 ' 114 , r I ' right of way line of College Avenue (per "Dedication of Street Right -Of -Way" recorded as Instrument 0 11 §> Z II 11 + ' _ s t 3.R E 3.R I . ' W I 7.6 I I # I is' number 8742050 , being the Point of Beginning (the following five courses are along the East lines of 1 ll { �o - # 11 t I _. '' 9 n g I in in on a non -tan -tangent curve concave Easterly 1� t `; Il 11 I I { - ; I ; 4s.5 I t I # I L 1. I said College Avenue per said "Dedication"), said point being g Y iI Q II 11 1 : 10 TYP. _ I having central angle of 20 degrees 02 minutes 28 seconds and a radius of 707.00 feet; 1) thence I 11 a 11 ; -.: R I :1 02• I I. 62x I >' # 9 9 ## i Northerly along the arc of said curve a distance of 247.30 feet (said arc being subtended by a chord {� '+ W !1 ii _ I �� 1 5 I ,, #i #I I j`3S' r 13 Q t 4 I r ' ! f 46.04 feet 2 ll' 11 I - 1 _ _ I I o 0 1 ' o >v I I havin a bearing of North 08 degrees 50 minutes 15 seconds East and a length o 2 ); ) W "� I i ; _ _ 26s 6sR _ ; j : - 1 ' , 9 9 9 I{ i _ I . _ ' _ -- - - 1 C "( TttE) - -° o ' ? - rrP. c_ {$1(; _nRS}- - # - I (BY OTHERS II t I -. BY4 E�5 - -. 4 : - - istance of 100.00 feet; 3 thence North 18 {J t _ 20. 1 i . H (- -- TH _ < -- _ 1 thence North 18 degrees 17 minutes 09 seconds East a d ) I{ f r r } I 't I -°' ' p t 3'R p j f 5' R ao Cl degrees 51 minutes 31 seconds East a distance of 71.39 feet to a tangent curve concave Westerly 1 II { 11 .� 1 O /I - Q i I I 1!!!! j 1 6n I :, # I a- I i j having a central angle of 48 degrees 21 minutes 28 seconds and a radius of 162.00 feet; 4) thence Il U �� I f PO . i to ; ! I M. I s ' , n # I ; O ; _ { - t IC ll _ I I , 11 Northers aloe the arc of said curve a distance of 136.73 feet (said arc being subtended by a chord I /I 4 to I t BICYCLE PARKING : • S I I I ; I -- i I Y 9 P, II / �, having a bearing of North 05 degrees 19 minutes 13 seconds West and a length of 132.71 feet); 5 m 1 I I . SPACES (5) ' - ' I °; I � I '` # I 9 9 9 ) ) 9 i1,0 U // _ 1 =� , : I 4a5�R I f I g d // i I =iQ� I I TYP. ' 01 I li, I thence on a tangent line North 29 degrees 29 minutes 57 seconds West a distance of 111.19 feet; N . I � 11 // / l I I I I; I I 9 9 / - I ( o , I I'�I J 1 �7s.14ii# thence North 89 degrees 09 minutes 48 seconds East parallel with the South line of said Southwest II // / l N , : I # , I Quarter Section a distance of 596.48 feet; thence North 00 degrees 22 minutes 52 seconds West a 11 _ °' 18' 2I la• I 3•R 3'R I ,,, I I - { I i Q g � // ? r/ 78.73• f I i I Q I I ( j I?� i � l' b N , � / f r _ _ 20 25' 3 9' ' i 9' 25' 7.65 - - '� i 13.67' . i 1 12' 10' 12' 11' _1 .6 # + ' z I � j Z ! � � � I .- distance of 58.02 feet; thence North 89 degrees 09 minutes 48 seconds East a distance of 220.00 feet- 11 / thence South 00 degrees 22 minutes 52 seconds East a distance of 725.72 feet to the North line of 111 ' _ -" /_ _ , I ; z , Q, _ I I I ; 11 - /I I f 116th Street (per "Limited Warrant Deed to the City of Carmel recorded as instrument number / JI .c w ; I I w 5 ' I-I ;= -_= ( I ' ' remaining 4 courses being along the North � � ~ , �, . ' . i t s m � � m' t< _. I I t i 200300127285 in the Hamilton Count Recorders office); the rema g g g 4 :: 1 r # I 1 � I ,� Y / y m y _ - 3'R I - ' r I I �� 6 1r r- o I ; I r I I I , lines of said 116th Street as conveyed to the City of Carmel recorded as said Instrument number =__ JI ,. ,` / • ,r I - I - Y Y t. n, / - -- 25' S R f 3'R 1 Q 1 I Q r c' 5 }'��, I;} n Instrument number 200300127280 Personal a -� , � ./ ., o _ I 200300127285, Limited Warranty Deed recorded as I " II;: � o� ( a I � N 25' • 5 # I i ` o` i I tuber / /, _ - { I I - I o I - o I I I I� �a 1 Deed recorded as Instrument number 200300088446 and said Instrument nu !-'r, ° ;, r ., - - -�, 3 I . I I I :: I Representatives �3/ /! t 0c I I _ , f I { �I seconds West a distance of 494.22 feet; 2 �I -,- �' ' ` ' I 200400022719); 1) thence South 89 degrees 09 minutes 48 ) ' o ;,/ // ;` . 4'R to•R I 1 o c {BYOnl�s)( ! • 11? ar 5'R I I Y, :t8 12a' ' 18 _ h�' ! I I _ s I 'R I I ; •� ` z thence North 82 degrees 18 minutes 41 seconds West a distance of 66.35 feet; 3) thence North 89 ===:-- � I o + / ,° // t` FEE LANE I I :: . -. • '.: _ _ .o :. _ _ ' I I ? ; i:, 9 11 y s• u o -- -�- - -- - -' -` ... I I i 1 _ I I I I \ I ` '.iY • / may:' -1V R f ,r) I � _. j _ .j. _ : . t .. ,{ _ - , .J.+ 4 1 - - + J t degrees 13 minutes 54 seconds West a distance of 261.39 feet; 4) thence North 57 degrees 22 minutes \� 11 r ; °� ' - t j �' 7 '.:/ // ! 190'R (PRIVATE) 1st I �' I 1 i I t �-- 41 seconds West along said North line a distance of 29.80 feet to the Point of Beginning. Containing \it I( �; s ;; >/ �f` eft. _ I I 1 ,I c o � 1 I �0'R 20'R BICYCLE PARKING , ' t } sR I 12.417 acres more or less. I j f / _ - - - -- - - - - - - - - -- - -- - - - \ sPACES 5 A%. % t N . ,,,� „T ; I I BICYCLE PARKING t '' / H + ` \ () ,, 5'R I 5 , I , J ,� SPACES 5 _ - _ s r _ _ /t� ,j -- BICYCLE PARKING' �V �!l� r 0` [ } I I - C. - _ - - -._... .. -- - ' - - - - - - _ - - - L j SPACES (5) _` Ago - f 9' \ ! 1- I 1 i I I 79.334` I I t s i 0' 4 j �, 30,R1 0 2Q, i 38' 5'R o I # I Q-- 1 L. J - O 3R 3 .° \ \� 0 _ - _ HC HC _ 3 HC # i NO ! `' ., . __ 1 DEVELOPMENT SUMMARY (OFFICE RETAIL II /� ; ; 25 _ -- \ \�\ D E �! / // W __,__...,;_: _ _,. C (BY OTHERS) 2 a, 20' i i -- - - - - - -- - - - - �' - - ZO' - _ - t I I Q y 20 I �., 'LLL _ y. I It // { // 77.08 # 5'R R 5'R 5'R \ 10' I 10'R I t0'R PARKING TABULATION: OFFICE /RETAIL REGULAR SPACES SHOWN 274 H.C. SPACES SHOWN 11 PARKING SPACES SHOWN 284 ANGLED SPACES $ TOTAL: 292 BUILDING TABULATION: BLDG ff AREA 216066 S.F. f 67% BUILDING NORTH 17,182 S.F. BUILDING SOUTHWEST 29333 S.F. Second Floor) 821 S.F. BUILDING EAST 15300 S.F. TOTAL 70025 S.F. SITE COVERAGE AREA IMPERVIOUS AREA 216066 S.F. f 67% OPEN SPACE 108123 S.F. t 33% 120 GUEST SPACES 54 TOTAL 324189 S.F. f I I 1 // I // . _. I � ( - - -- - -w- \ --- --\, 50•S'R 3,R SR 10 R i I 3'R 3•R 15 R } t 5 5 R 5'R I 1- 5�R r --j --- 5 I i // . // I r 10'R f _ -_ 3,R i O•R ` - _ - I k - - - -� :- - - s - I -- - - r� ° - - - ° I J - ! - -_ d -_. III lI l 9.- ���_- ---- _------- -__ -rT �gNE -- - - -- - -- - 1 - - - --- - - - - -- - - - -- - -3 - - -- = LANE-- - - - - -I - -- I h h N I - t I 5'R 3 i F E I If li == I o 1 t I 11{ - { O -- k 1S- iU e, .AI r� L'',,Yt� _HC, I __ -._R IH _ __ _ _ 10 1 y..ilq ES llli -� -- _'I- -- 1 { ( i5R SlI i5R ... , I , t I II // / 1I . r - I I ( :• I 11' // . 4 / - / 24' I I TYP III RB A D GU 24• I 11 // _ '� I I - 0 14 I ,- I ° 10 HC � 14 + 11 // �� j - I 9' - 9, i I I ;� i 9• _ -..,_- __-_ _ .- _.. ___ I / f / - 3 I __ ... T , to . i{ .•__ ._: -: 10�R 5R t 5.`_. It fltu I /r- .,r : _ tOR� t S,R�>, - R 10R _ 10'R _ B (i �Z�- I N v N N I N # _ `� % f _ t 3'R 5•R 5'R 5'R I - I 5'R 5'R 10'R . �- v t 'R i 'R I ,n 1 0 0 � 0'R � ,o II io'R - 1o'R d- 3 I x _ A t a -n. •_ e - - ...,_ -. ..... .. _...... _ ..:. - -gin _ .. ..:.. ... ..., -. .. ..,.:.._ -... ._.- .r --... r.. -.. .e. _..... ..-: �.- +_. . -_ -, 11NQ r ,1/ a w .� T r 2tr �• M , II t? t- U' 20' 25' N 1 0 1Q ,. - I CD t o � . . I I .. . - �. -' T' 15 ii I II Q - Q • I_ O I 1� i . . O 1 24' 1 cry J' I 5.5 .. 4 2 1 � 8' I I IL�) --�, F-L %_j Z 22.5 -I 1 1 9 .� ° .�`` NO NOTE NOTE i I I � NOTE NOTE r 1 1 I r� 1 ! _ _ _ i #� #t _ _ _ 0 15 V_ 10 I 1 '� g k I 10 #1 :i''i ,J� - i Q 1 i I H oz i l ., F # I t I �• I I I= y t I - I .. 1. v_ ..._._ , . - w, . . _ _ - I , 11 11 I 3' _ r �, 5'R I i5'R 11YR 10'R S,R S,R. �10•R { 10 5� 5,R 10'R O I � 11 I -' :_•': \ \ I 3R N 5R W I -_ I i �, t ^, 1. ,� , , <' 1 I 5 c� 5 R R 5'R III _ {/ F s f I s I r X_ 1 I __< -_ - - I �' - 2 "` 9' 14T.F. 9' - -- - - - ' 14'F.F. - ' I _' - _ - - - t 38' 3 7 11- -- -- - - -- - ------------ - -___- 1 I 4= _ - -, Q Q I 111 I r ,� I --- -_ -- - - 2 - _ 7- III 11 1 - -i I- M \ 4. I i I I RY (TOWNHOMES) ;II 11 I - - .- DEVELOPMENT SUMMA 11 i _ _ D 'II III.:. {`' G I_ - - P SITE COVERAGE AREA IMPERVIOUS AREA 131,236 S.F. f 60% OPEN SPACE 85,473 S.F. f 40% 120 GUEST SPACES 54 TOTAL 1 216,709 S.F. f PARKING TABULATION: TOWNHOMES GARAGE SPACES 120 DRIVEWAY SPACES 120 GUEST SPACES 54 TOTAL: 294 ,4 N',,,,,- >,.,'A ; ,,,,,,,,,,,,, 1111 >,............ .,,,,,,, I. . >.,,,,,,,,,.,, i ,,,,,,,,,,,, ,,,,,,,, ,,,,.,,,,. I I ,,,,..._ ..,. i• ,,,,,.,,,,,, .............. I PROPO to I RIGHT OF ' EXISTING SITE ZONING: B -6 & R -1 -- 11 ' . . -. I. --- I I . . ] ZONING.- PUD 1 4 f II - T D i PROPOSED SITE Z 11 EXISTING BY CITY ,%- / \\ -- -- =- - -- -- -= N W CONCRETE OR REPAIR ANY \ \\ --------- ­­ 1) CONTRACTOR SHALL INSTALL E --- - - - - -- GAPS WITHIN THE PATHWAY. ALONG 116TH ST., WITHIN PROJECT �-�� \\ SITE. __%:%z* \\\` 2) CONTRACTOR SHALL REPAIR THE PATHWAY PER THE CITY OF __------------- CARMEL STANDARDS. .& 3) CONTRACTOR SHALL REMOVE EXISTING PATHWAY AND INSTALL HADICAP RAMPS WHERE REQUIRED, PER THE ADA STANDARDS. N-1,, ♦ ♦ ♦ + ♦ ♦ ♦ ♦ ♦ ♦ 1) CONTRACTOR SHALL REMOVE EXISTING PATHWAY. *\ ` i .,-� F1 I I ./ 11 224' NO TREES SHALL BE PLANTED WI NN ISLAND AS NOTED DUE 1:1 T O UNDERGROUND STORM WATER STORAGE UNITS LOCATIONS FZEFER TO UTILITY PLAN FDR ADDITIONAL fNFORMATION V Q: BICYCLE PARKING -- SPACES (10) -,�� 2 q PROPOSED 116th STREET WIDENING (BY OTHERS) a - - s -- - - -' 3{ y ,f $ • -�1V _a --- -- � - - - - � -- � r----- - - - - -, Z_ --- 1 (----- - - --, 11 I . I , - - ".a I _ I I ❑I I - --i, I IC- I I , I< W I �' Z > !< J I I � I� . z I I C 1- I M I � I °o> . =• I o I i �d- I I : I � :_ I 19s.ar I I Q Y t Z ' I- I3 I _ I \ ! !!! # -\ \ - t \ _ W-i- I \\ _ - � \ - _ o _ - - -a 5'R Y N - =_-_: o _ __ _______ ___- - ... ........................ .. ........ .. $e #� CONCRETE : >PATHWAY I _ - - -_ -_- - - =M VE 137f LF OF CONC. CURB & UTTER EAST 116th STREET X, 0 , �_ �:. re 0 a f tl N r F - ..c e. "� _ ffi _� �a _ - EXISTING 22' ,ASPHALT PAVEMENT --� •A ( - - - - -\ /,----------- _ - ---- - - --,1 I�------- - - - - -� I I f \ Cn En os W c N 00 air r a r- U t_ to O C -� r\ v U2 c n to _!:� 0 ui " L. •0 X qd a) d v 0) v w C c • A rn .0 • c z LL] c 0) � 7-- ' ' °o U 00 I � o a � r- _ I v 4 U) - O 0 E__4 >0 W- :♦_. C� ,+- O a 0 Q) U) a U ­t CID z Q .j W W `'`' ff Z Z< W W V LLJ J Z O Q W 0 W 48 z j w Lv :2 V) Q 0 _-C \L T_ f r T_ (/) Q W U w tai w w� =r- CCQ 1n �_ 0- Z REVISION S 1/11/06 - REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 MG 5/3/06 - REVISED STORM AND ADDED D ED BLDG. MG 06/12/06 - R,-�= PER LETTER GATED 5124/06 AND 6EETING NTH HAWON COUNTY LIG 06/13/05 - REVISED WATER PER CARMEL MG 08/23/06 nevlsed storm Inverts, gro& and odded turn one on conoge 0/11/06 - REVISED PER LETTER DATED 10/41'06 ttc ``\,`\\``` \111111tlttt11t11•11% �� ,\�AN p -� % �p ?����STfRFo I I ,` i No. = *-1 10000418 =* W - STATE OF .sue °74c -- i . NDI ANA •: �� �. % 0. •••...... -• •� _11W11/111-jWM� 01, rj!!!_�d-m- 4 2:�!f-n NORTH SCALE: 1"= 40' DRAWING: 2308c201 DATE: 12/16/05 PROJ. NO.: 2308c DRAWN BY: m9 SHEET NO.: C201 TUBE FILE # I j IIIII\..,. •\I IiIiIiI _ 11 I _,,,, % %. %% I PROPO to I RIGHT OF ' EXISTING SITE ZONING: B -6 & R -1 -- 11 ' . . -. I. --- I I . . ] ZONING.- PUD 1 4 f II - T D i PROPOSED SITE Z 11 EXISTING BY CITY ,%- / \\ -- -- =- - -- -- -= N W CONCRETE OR REPAIR ANY \ \\ --------- ­­ 1) CONTRACTOR SHALL INSTALL E --- - - - - -- GAPS WITHIN THE PATHWAY. ALONG 116TH ST., WITHIN PROJECT �-�� \\ SITE. __%:%z* \\\` 2) CONTRACTOR SHALL REPAIR THE PATHWAY PER THE CITY OF __------------- CARMEL STANDARDS. .& 3) CONTRACTOR SHALL REMOVE EXISTING PATHWAY AND INSTALL HADICAP RAMPS WHERE REQUIRED, PER THE ADA STANDARDS. N-1,, ♦ ♦ ♦ + ♦ ♦ ♦ ♦ ♦ ♦ 1) CONTRACTOR SHALL REMOVE EXISTING PATHWAY. *\ ` i .,-� F1 I I ./ 11 224' NO TREES SHALL BE PLANTED WI NN ISLAND AS NOTED DUE 1:1 T O UNDERGROUND STORM WATER STORAGE UNITS LOCATIONS FZEFER TO UTILITY PLAN FDR ADDITIONAL fNFORMATION V Q: BICYCLE PARKING -- SPACES (10) -,�� 2 q PROPOSED 116th STREET WIDENING (BY OTHERS) a - - s -- - - -' 3{ y ,f $ • -�1V _a --- -- � - - - - � -- � r----- - - - - -, Z_ --- 1 (----- - - --, 11 I . I , - - ".a I _ I I ❑I I - --i, I IC- I I , I< W I �' Z > !< J I I � I� . z I I C 1- I M I � I °o> . =• I o I i �d- I I : I � :_ I 19s.ar I I Q Y t Z ' I- I3 I _ I \ ! !!! # -\ \ - t \ _ W-i- I \\ _ - � \ - _ o _ - - -a 5'R Y N - =_-_: o _ __ _______ ___- - ... ........................ .. ........ .. $e #� CONCRETE : >PATHWAY I _ - - -_ -_- - - =M VE 137f LF OF CONC. CURB & UTTER EAST 116th STREET X, 0 , �_ �:. re 0 a f tl N r F - ..c e. "� _ ffi _� �a _ - EXISTING 22' ,ASPHALT PAVEMENT --� •A ( - - - - -\ /,----------- _ - ---- - - --,1 I�------- - - - - -� I I f \ Cn En os W c N 00 air r a r- U t_ to O C -� r\ v U2 c n to _!:� 0 ui " L. •0 X qd a) d v 0) v w C c • A rn .0 • c z LL] c 0) � 7-- ' ' °o U 00 I � o a � r- _ I v 4 U) - O 0 E__4 >0 W- :♦_. C� ,+- O a 0 Q) U) a U ­t CID z Q .j W W `'`' ff Z Z< W W V LLJ J Z O Q W 0 W 48 z j w Lv :2 V) Q 0 _-C \L T_ f r T_ (/) Q W U w tai w w� =r- CCQ 1n �_ 0- Z REVISION S 1/11/06 - REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 MG 5/3/06 - REVISED STORM AND ADDED D ED BLDG. MG 06/12/06 - R,-�= PER LETTER GATED 5124/06 AND 6EETING NTH HAWON COUNTY LIG 06/13/05 - REVISED WATER PER CARMEL MG 08/23/06 nevlsed storm Inverts, gro& and odded turn one on conoge 0/11/06 - REVISED PER LETTER DATED 10/41'06 ttc ``\,`\\``` \111111tlttt11t11•11% �� ,\�AN p -� % �p ?����STfRFo I I ,` i No. = *-1 10000418 =* W - STATE OF .sue °74c -- i . NDI ANA •: �� �. % 0. •••...... -• •� _11W11/111-jWM� 01, rj!!!_�d-m- 4 2:�!f-n NORTH SCALE: 1"= 40' DRAWING: 2308c201 DATE: 12/16/05 PROJ. NO.: 2308c DRAWN BY: m9 SHEET NO.: C201 TUBE FILE # rt) u 0- 0 u k11 0 CLI + U7 LL iJ tI t v Cn u) :J L-1 LL 1 !, ) ci .I C-) C11 O UI CD " U ,L (D t•) C`J S_ ID 0 �. �_ __D C� CC 0 [=) i CD CD > L X i` .iii'_ Fi_i , jr - C'= \jai t �} \ _ / pI I I 'i € ,{ I ; � ^, /'` r ' \-_ � `+-1 1 / �' -( fir_` r-7KI 1- ``i w a� M�, f ,{ - i 11 �" # ;, i� r�' -, PROPOSED 1 r �:, 1 - g,a=, _ .� �I- f.: � I I 1 } ry �__ WATER METER PIT s� t` ` .�� , �'� _ � F> '`J� ---- - - ---' �� � ``1, \ ' ' -.I �o Q a_ f ��- STORM SEWER S °h SPOT ELEVATION % { // � S..' i -. r`' - - - - - -- � " I ! 1,_ n• .� F Q � / (1/ ,e j -Y T- t Zj- ~----- H;�a- - -- - -_ � +<`\'\> ,=7 �`` -ii, -,_ }i if ,; a, •4J -P* - --d -i - -- ^ - - T. ,', Y ...������ - R3S - - -.- 1 �, / 1 € _ STORM INLET ` \! 1f,Y _ _ ; ,r:�- 1 CONTOUR v _ _ i r� - �� 1 . / 1651' - _ � -- ._-- l # L 7,15 48,1 4 SSD 4 L i - 1-- - - ,_ �u�'- - _ - s �f � -- -- - - - -- -- -- __..� - - -- PIPE END SECTION - _-ter - MANHOLE /INLET ' ` - s 1' - " -'- - _ - r' r. - 1 1 1 } °' `•° t \ 10 BU UW4G L04E _ � l� �/ --- _ - - __ _ --'� ___ _ _ - _ _ _ '\ - - _ - `� Y - - _ -- -- . . - - ` _ � ; I [+ )i , t i - € j jf` } € # t # 3} / --- - - - - -- UNDERDRAiN - -1_ _ -_ _ - INLET :, ` .... _- i� -_ \ `_ - -- "�- � � _'_ �- '�- .� '�� � �"� �- J .-_ ;`11 ` i.- �_ � '- �•- '- ``�'�- -� �� `- -_.._ \ `\` �,' ^ i- ,( 1 f -,, - ' Z - I , ! I t 1 i } ! f y I s`c r 1 I ,/ �3 - _ y _ r ' = _ - ,,- -- I ' ` } \ I t s' ,f 51 STRUCTURE NUMBER - _ _- = PIPE END SECTION 11 tl j J - } { } X4.75' ��` t-� \ _�.. rte' < -1- _l_' l- _ -' •l% ' i Cs .j i- _ ".` ,` _ .-f'. `.. ,•' l ', �"' �� ,,,�. s `� ,5 �� \ \ \ 'ativ -'�" f .'_ /' .,. f ' / `` € ' f{ f i YA , �,Y`.,�. <J \ - � ;� A - / i 846.59 FINISHED PAVEMENT ELEV. i ,� -2 r 1Y: �\ \ - s ;y` \ \ ,,- -Y° € # 1 ,GARAGE;�FINISHED',FLOOR� 847.09 ToP of cuRe ELEV. SPOT ELEVATION AREA /STREET LIGHT � �` \\ \;r '- � \ " r- t? 11-1 t` �\ - -- v ;5` }�. = 1849.75 TELEPHONE RISER 11 \\ = ,\ r i / ` / _ -- I # # # I 1 r o2.o FINISHED GRADE ELEVATION _ 11 1 l" r ? i I �,� \\ - _ I � `� �`" ~ _ � r� / i r _ - � � 1 I 1 I �1 I �1 > #�# ELECTRIC RISER '6 �, t\ �5� f { I it 1 \\ ' ' \\ w %� / -- / \ % / {^ < ^tip \ ``_2= . -' 83 9` �___; -- `--TII ��= 4 } '✓c; UNDERGROUND TELEPHONE a' I 1 ' ---' - # I 1% f \ `, ° ! \ .: l -. ' _ 1 ` .. , ,^ _ # <I 9. i 16 $UtLDm UNE I I 71 ..% v I l_ 6 is ; i � i - -L I i 9.2 r F, . . I t v �_ - \ i �. \ '' -_ I 20' , I - \ 1 I I i 20' # Q '1 € f - - �' - _ - ' . - . 8 7 u�_ UNDERGROUND ELECTRIC \\ r \ \ 1 I 13 ]5R - - ® -' .' �\ .. / /'1_: i," ^�. z4 ' ,� f / 9.9 'z I \ i .2 15'R 49.5 1. SEE MEET 'C205' FOR SOiL EROSION CONTROL INFORMATION. p } , 1 i - I } I 1 8.9 1 ' I }: �; n 1 R,, \' \\ ,`r. �,'_ �: { + 10 Buu�wO _ - �� >' _ f'TF # �„ 7.8 ri ♦ ;f I i . ,�' .. - - WATER LINE -- �.- __ ._ 1 y � \\ \ . - +_, . 3 �(} -i - t' S1_,9'J -_ .- -- O' 51.25 0.2 N O `C i r - E� tai i i t \ N � 48 ®6 i € 8.4 5 9.0 •gyp 8.7 t 49.10 i 12 `� 4•SSO - 8.3 r 8.6 2. SEE Siit�S C$Of C802 AND C$t]3 FOR SITE DETAILS. -� `` a'1\ t' \\ Y /�,� 526 fr" '1 \ ; o'' 2:5 1.80 0.7 z'--` - `V e } _^ } 1" {`- 714 4'SSD _ 1 14 4'SSa +° _0 1 Y AR�artG �, 9.4 - 3. SEE SHEET 'C901� FOR SITE SPECIFICA7lQI�IS. - ',+ �; � "- WATER VALVE 11 - I �>, f�J ,\ o \\ �; , <i '�'`1 / "4 # - 20 51. �'! I t ; .! ! M i � 1 � , OR t�' RN t {i %`r' \ SPACES (5) $9 I $. r _ # I i ; 4. ALL CONSTRUCTION WITFIW PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED _ o �, { c ' i 2. j r t t 9.1 ��' >� \\ t - ,�w - - • .,' . _ 3.0 - i o 8 t i + 20' \ I ! { - + 2 �_ IN ACCORDANCE WITH CURRENT CITY OF CARMEL STANDARD SPECIFICATIONS, _ a _ FIRE HYDRANT ` 2. EZUR t ; \\ \ - -�' �:Q` � / 2 5 �� , ' `\` { 0.3 }j �' ° I a It 0.8 1 tS.R 9.7 0 4 . 15.5R 15.5'R °' 4 49.5 1 R i ° i 8:6 �j ( " 4 f Q\ \ \ -'"'y F +mil i i i `i • 50.1 Q i _ - . _ _ LATEST ELitT`tA�. l 1 \ \` .=? -- , t \ t . - - . . - - ' , i . . _ I - ` t - - - - j r. I 1 j 'I _ € i:u �€ - - c-" 9 = "'- i -V" Y \- ' \\i ` � -- t ? " 1 -r- o � (i o -4 5. MAXIMUM LAWN SLOPE IS 3:1. _ � ,y WATER METER s. =\� o rte, /. 1 �' >' ° o I t f # 'I i 9.3 I o /' \\ �' ! ' I } = I i �` F .� ). i I- 1 0 0� x - -? ° - : € , -k-./ - 6. THE CONTRACTOR CONTACT �'t UTILITY C0�4PP,�lIES ,� `'�' \C i \ �.� N t }, i I r i I `, #' F �. r< t O> ALL j x 1! \ �YY� - \\ \� �� ; � `� j `� 1\ LO 3 i # --- a -€ - `I --':- -� I �l 5 R } I I - j ; - s #IAINS. CONDUITS, SERVICE LINES, ETC, 5 3 - GAS LINE 1 \ is +n t z ` i \' ` t \� ti 1 to p # I- ! ! iG� } #i 10' la I € ? I I I �= 71 TO LOCATE W THE " C F \\ , t, \ I ( I 1 -_ ` i I AFFECTED CONSTRUCTION AREA. EXISTING UTILITY STRUCTURES' - ^ t \\ \ \ �7 to - in I , I u, �� 7 ��-�\ \l ! \ '/ ',r \ _. _ -- i I `n o a V7 € # j `„ ,I, t- i o rn .5 +R I 5.5' O o f t M�1'\ { ;<� ' ; � �,; ARE SHOWN HERE IN ACCORDANCE WITH AVAILABLE INFORMATION. ' S �, V t 1! o , o { #_- o in o T t GAS VALVE 11 \\ \, \\ " \ } �\ I ��, r I 'ti, I -* ___= s_ ' -- ___ = -? y - = - - -- -- r` G A �N���� �001� t } t °� I -T-� { 'n d _ 1 u' € - \ ' - - --, THE LOCATION AND PROTECTION OF UTILITY STRUCTURES THEIR 5 " --0 G- GAS METER i �� r f \ \� r•,'r _ !F'� '� -?� \ ;: o O j j i 18' j # 1 I t �= 18'.` �_ 18 I^ I SUPP�tT AND I�iAtNTFNANCE QllRING (X]h1SIRUCTION {W (ERA710N 1 1`' 11 1 - 1 1 �� r' \\ \� `,� ,� ; �; } � i a �� M. - �85f.50 f I } t 1,? 3 T _ NTH APPLICABLE UTILITY COMPANY} IS THE DECIDUOUS TREE jBUSH i \\ :? - t = 1 / � l : } -4 i o in in t { I ;� I 1 I � , I € }' E EXPRESSI� 1 < \1 \ '/ ''' -' �� ---I i ; ` - € I i t } .1 z ' ;_ F5 5t� 7 I N ; I �t, \ € ' RESPONSIBILITY OF THE CONTRACTOR. �1 t I o / t, \\ ti s' -L # I \ I -I'. i _ # EVERGREEN TREE jBUSH I l I l \\ ,- `° �,' �?- - �r\ s '� tj ! j i ' __ I _ , ; -� I ' i I I `-i I ¢ _ I - ' 1 ! - t 7. TC =TOP OF CURB =TOP OF CASTING. . , 1\ O .•7-• •�� _,, / N i # rte_ ; , j 1:. € - 1 1 i j 3,I } + O , n t - . O \ i $ ,� ..{ } ' I `l ., �., + ; r� :1- c U z-I U) a cn u} Q l Qt rr� �J CV 0 C�v i L Q i C3 r1) Ci i I") v i J U) = LEGEND= ' SPOT ELEVATION X . — ��_ - - -- CONTOUR _ = MANHOLE /INLET INLET PIPE END SECTION --------- AREA /STREET LIGHT J TELEPHONE RISER MI ELECTRIC RISER U 2 UNDERGROUND TELEPHONE u'1- UNDERGROUND ELECTRIC 3� i WATER LINE WATER VALVE FIRE HYDRANT ' — WATER METER — GAS LINE GAS VALVE GAS METER 2. DECIDUOUS TREE /BUSH EVERGREEN TREE /BUSH �- TREE /SHRUB LINE --------- - - - - -- ------------- - - - --- ----------------------- - - - - -' J 1. f PROPOSED t SANITARY SEWER ,11,E SANITARY SEWER CLEANOUT -- - - - - -- STORM SEWER -- - -7- -- STORM INLET Y ELEC ELECTRIC SERVICE LINE iJNDERDRAIN rM \\ \\ WATER MAIN {,., WATER SERVICE —a,A_ — FIRE HYDRANT —tom WATER VALVE 1\ t t ,i A\ - -- WATER METER PIT A Lam! 11 j 1i 1 Z It I! II t Ld }} Il p it 'u. ; > I I { l 6 A II � 11 II it Lv l l tic') p ; it f � W fi jl 111 f 0 1! i x,11 I // a �► /� h Q if 11 r NOTES: J 1. UTILITY COMPANIES: SBC / AMERITECH o CINERGY / PUBLIC SERVICE OF INDIANA 3� i CLAY REGIONAL WASTE (SANITARY SEWER) CARMEL WATER COMPANY VECTREN I{ t' # 2. SEE MECHANICAL PLANS FOR LOCATION AND SIZE OF SANITARY DRAINS, WATER LINES AND FIRE PROTECTION WITHIN BUILDINGS. 3. PLUMBING CONTRACTOR TO VERIFY WATER PRESSURES. WATER SERVICE SIZE il l II 11 AND METER SUBJECT TO REVIEW AND REFINEMENT. FINAL WATER SERVICE SIZE fly ; ;' f ll`f AND METER SIZE TO BE DETERMINED BY PLUMBING CONTRACTOR /ARCHITECT. 4. COMPACTED GRANULAR BACKFILL REQUIRED OVER ALL UTILITIES IN PAVED AREAS. 5. THE CONTRACTOR SHALL CONTACT ALL UTILITY COMPANIES TO LOCATE ALL MAINS, /lr CONDUITS, SERVICE LINES, ETC., IN THE AFFECTED CONSTRUCTION AREA. EXISTING 6 flJ 11 /_ UTILITY STRUCTURES ARE SHOWN HERE IN ACCORDANCE WITH AVAILABLE INFORMATION. THE LOCATION AND PROTECTION OF UTILITY STRUCTURES AND FACILITIES, THEIR SUPPORT AND MAINTENANCE DURING CONSTRUCTION (IN COOPERATION WITH APPLICABLE UTILITY) IS THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 6. RCP = REINFORCED CONCRETE PIPE CLASS III 311 PVC = POLYVINYL CHLORIDE - SANITARY SEWER - ASTM D -3034, SDR -35 HCSP = HELICAL CORRUGATED STEEL PIPE - 16 GAUGE ALUMINIZED HDPE = CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (SMOOTH FLOW) 7. FLEXIBLE PIPE TO BE INSTALLED PER ASTM D -2321, CLASS 1,2, OR 3 BEDDING. ? it � RIGID PIPE TO BE INSTALLED PER ASTM C -12. w� i; jl 8. 10 LINEAL FEET OF 4" SUBSURFACE DRAIN REQUIRED EACH WAY (UPGRADE) FROM ALL STORM INLETS (UNLESS OTHERWISE NOTED ON PLANS). "C801", "C802" "C803 ". 9. FOR SITE DETAILS SEE SHEETS AND 10. FOR SITE SPECIFICATIONS SEE SHEET "C 901 ". 11. FOR SOIL EROSION AND CONTROL DATA SEE SHEET C803 . : �tQ i 11 ! '', o 12. ALL CONSTRUCTION WITHIN PUBLIC RIGHT -OF -WAY SHALL BE PERFORMED j �11 11 lj` ,fi✓ 'H IN ACCORDANCE WITH CURRENT CITY OF CARMEL STANDARD SPECIFICATIONS,l� �j '., j - LATEST EDITION. ill tl 1 �, 13. SEE MECHANICAL /PLUMBING PLANS FOR SIZE OF DOMESTIC AND FIRE PROTECTION WATER LINES. fi` I I� ''t`� I / "41 - - L f 14. PROPOSED 12" WATERLINE BY CARMEL UTILITIES TO BE INSTALLED ON THE RIGHT -OF -WAY LINES. - �I !►t if II T LEGEND= EXISTING : x SPOT ELEVATION tip. - - -- CONTOUR MANHOLE /INLET f INLET - - - - -- —� PIPE END SECTION 0 w AREA /STREET LICHT TELEPHONE RISER 0 f•j- ELECTRIC RISER Z UNDERGROUND TELEPHONE c.- - UNDERGROUND ELECTRIC WATER LINE xa-- - -�" - WATER VALVE - FIRE HYDRANT O Q WATER METER rJn - GAS LINE -_ —� -- GAS VALVE cL -, —c - GAS METER C DECIDUOUS TREE /BUSH W w U) EVERGREEN TREE /BUSH TREE /SHRUB LINE N-) v r v� a C) [r7 C c 9 r 1 0 c0 0 O rd z� , co . r7 / U L C J J S L O CV s 00 ,D i c cJ U J (it ELEC —0 PROPOSED SANITARY SEWER SANITARY SEWER CLEANOUT -- STORM SEWER -- STORM INLET ELECTRIC SERVICE LINE -- UNDERDRAIN WATER MAIN WATER SERVICE -- FIRE HYDRANT WATER VALVE --- WATER METER PIT 1 ilk 1 11 W" \\ M ll ji l ' • '• �� Ld D 11 i `i Lry �� > i! { ! Ld II LiJ if ?1! { 0 It ? j't it A lf— /j' \ I ill i / :,.. Y W! ! // //% J ;;III/ // J 0u, — J //a" t / ' 1.- =;ll -------- ---------- C) m - ' � Q wof f I r of i 0 w Z 0 f•j- Z W o� r„rmf,nr VF/ { V&VE 1 , W cN170 0 L U X ; - rn > • o 0 �0 a f � 0 . �- a > U 0 0 ai U 17F, Q wof 0 I r of i 0 w Z 0 f•j- Z W o� � ' x O Q W cy. W w U) V) ED H Q fy- .{� CO W r r 1— Q Ld 0 0) 00 r„rmf,nr VF/ { V&VE 1 , W cN170 0 L U X ; - rn > • o 0 �0 a f � 0 . �- a > U 0 0 ai U 17F, Q wof 0 of i 0 w Z 0 f•j- Z W o� � O Q W cy. W w U) V) ED H Q fy- .{� CO W r r 1— Q Ld 0 0) 00 L Jbi ) LL Z REVISIONS 1/11/06 - REVISED PER COMMENT LETTER DATED 1/10 /06 AND ADD SHEET C402 MG /3/06 ^- REVISED STORM AND DDED BLDG. MG /12/06 « REVISED PER LETTER DATED 5/24(06 AND NG MATH HALMTOtt COUNTY UG 06/13/06 - REVISED WATER PER CARMEL MG 08/23)% revised storm inerts. Bode and odded turn lane an collage 10/11/06 « RitiMD PER LETTER DATED 10/4106 UG `VVV11111t I t I I!(!1lll /!fj f/ AN �- TF RFo. �Fti No. y * 10000418 =* STATE OF ' /f`fjlffll,nf111 n t, ►IVI\``,` NO RTH SCALE: 1"= 40' DRAWING: 2308203 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: MG SHEET NO.: C204 � TUBE FILE # = LEGEND= PROPOSED r \ \}, N�.�- \Nkr, r ; = - -- --- '�------=---- - - - --� - - - - --� y , i TOP v ; CURIE, _ - 'a{. - - --•- - �i" t � \ ErSTNG 1 2e R� ` a� l y ' 1 ] / r / \ �Y_ . , L F \ � aEV., 844.52 •< � J = � , �� BI'''ER IEI-' -'�. SPOT ELEVAl10N BUILDING PAD DQ� � °� � � } s t? +T- _ - 11 T c acv. a4a2s � + _` { 1 { :. . . BiY. M. 843 a4 .1 -1 SPOT ELEVATION U,- UNDERGROUND ELECTRIC F ' "E-) ': 3 Lx +�i;,'�;, - I _� ' Y " - S_: - — - CONTOUR _ UNDERGROUND CABLE TELEVISION .,�', 1 / 100YR F.R. 100 YEAR FLOOD ROUTE X ��, — -r T / — -- jL- MANHOLE/INLET 6'- WATER LINE r >i.� MINIMUM PAD ELEVATION \ /, ` - INLET - —®- -s' WATER VALVE SWALE " // , 4'— — — — w J'� — — — _ + — — -- — — — — — — -- -- / ` - C.A. COMMON AREA / — `�� — — .� — — — — — i _ _. PIPE END SECTION _ x - FiRE HYDRANT _ ' % - . � _f � -�i r � ---� t, '� ,v 6T- SANITARY FORCE MAIN 100 YEAR ELEVATION �� -� E STi COMM qAL OEVECOPMENT� — f � # AREA /STREET LIGHT - -r' — %; ;t;- WATER METER T -�r I a- '"_ -"� `- '^ ;._ -- r-- J . �_:.. .._rP1 -� ,._ , SANITARY SEWER ' �'r�� RIPRAP � i ;, '- = -�"-- _- /, -1• UTILITY POLE,` WATER MANHOLE � ; " — — -- — ! r; _-- ` — -- — ,.� - -� -- .,�. �. -Ws'. MANHOLE �, i V'' r ; `' / _ ` TEMPORARY STONE- ' r f "y ` ^`-�- __--•� _- , ; — -- _ — UTILITY POLE WITH GUY LINE f - ± DECIDUOUS TREE/BUSH '� ` r' �Z� f ! ' -= MINIMUM FINISHED FLOOR ELEVATION ONSTRUC 0 DAVE -'` -^ 51- _ t 1 l , 3 ; - °�.';, ` SHEET 0803 - l._ — : - �' r rJ +% ' � `- - -- -- r 7 --� \ \ , - OVERHEAD ELECTRIC R TR USH. -� ��'' _ — r ! --- -- — ' :,_- v ' . EVERG EEN EE .4 ___ :.� WATER MAih1 ` \ �V SEE r _, .�.v Tay ;tom ±" i �i _- f c J ,: �: , `�,` 1 EROSION CONTROL BLANKET �� \ 'r } �I i/ — _ i -- �: ��' N" \ \ \ �- ,g r OVERHEAD TELEPHONE TREE SHRUB LINE ''`'� FIRE HYDRANT ASSEMBLY \ v PERMANENT SEEDING REQUIRED \\ -� /z i - -c OVERHEAD CABLE TELEVISION - x, x— FENCE = >hwl -1 � . n. - t... -_ OR LANDSCAPING , \i' �� = I \ ! �' ` WATER VALVE �� �z f i + - r / TELEPHONE RISER -7- 1 TEMPORARY SEED G ,� �� �- ® LEP E SE SIGN t_: - - - - - -- . ,- _ - v.;. K ,�,- =" �' « �. . > �. v z> i BLOW -OFF VALVE ,� - - n �.= i ® TRANSFORMER MAILBOX ` !1 / \\._ \' - v - .,; Y # ��, W j - SAND BAG \ f - —`-I .� � T uT UNDERGROUND TELEPHONE — "-��'" -- x.�„� ,-F.. STORM SEWER & ____� I\ \ '*� ,� 11 / f M, , I �- { 4 4 ! - ti'R \\ -r , t0'"13 NG _' v`i' ' % f f i �l 1 j d v I, v I = . I — t I 1. \ ID , t r t i ``_,t _ ` \\. ',� M_'�ti i :i I"^ -'f -_ _ f ; c- -./, : I - ' d'• i � l-t� i ' a:.'R,',,' r� � _ , ` v V 1r' i •;+v \ cr \ _ DRAINAGE, SANITARY SEWER AND UTILITY EASEMENT r < "; , F: x / � f <. _ �, -1 -= ; _ - - - - �aoRaRY SirAI� 1_ooz FIBER OPTIC CABLE - - - �_J_ 1 �, a �� — ..r,.�. �. -- INLET - _1 \_,, �- V �� i 13 , , --_- -• — - ,� o PHASE 1 & 11 IIIIIIIIIIII NOTE: ANY DISTURBED AREAS LEFT IDLE FOR UP TO FOUR (�1 L�DA��LL • HAVE A TEMPORARY SEED MIX AND �• _ - Gam , 1 / t t G ''; u.� + �- _.ii { - < ? v v v v 11 v ,•: \ „ _,-,r -' �..,, :.11 a -e;e�r D.S.L-, '-I-�' DRAINAGE SANITARY SEWER LANDSCAPE AND UTILITY EASEME T A Y �� ` :_ j�-�- \� " _ -� }{ f /"` ,, .., . ! 7 �1 . i �_ �,_ j �` ^��I' , iii' -- T� ` r _... - - i- •._;;'L a �.a, .�.a. •.c am «w '^ y - _ {.�- (51 i t STRUCTURE NUMBER \\ ,x - - n I IX __ --- — ��.- w,,:. x-� ,._ :�.� .� ,, PIPE END SECTION 1 �� - . } _ c _ I t _ �. I , w � _;.• -__�° -� \� z \ i *- \ �',i ti l; ` v-j J - -v - - - i . . _ , ": in f a' f . t Js .a -i f- e-i- -- �y ��- I- I t y J. 1 C tl •' BUILDING LINE - - - - - - SUBSURFACE DRAIN ' - ', .1 I i ' : 1,� ` . .. <I �i 1 _ i -- . +; Y _ - ,; w ��; v �% _ j - ` SANITARY SEWER EASEMENT '" �.y^ + \ / . =a �f u$, 1 �T — --- ±— _ I I r I 3 ' �-� e �-� ' .y r i �: 1 r c,-1 1 I L �( \ tr -t w v !I ti ` tir - w vl �.' +Y = � = APPROXIMATE LIMITS a r 1 -17 ' % f \1 t - — - I ►i t' I I ,� �' � n . ! c DRAINAGE AND UTILITY EASEMENT OF CONSTRUCTION 1 r� `T _ „� '� �� t = 1 , , �I ; _, # I �,t ? �I # --, r : , `� w ._. DISTURBANCE I _ \ ) -_\ r f> ; n U CL t O U cv U CL z :v U1 CI. 0 0 Ln a c� rL c� 0 0 0 CV 0 U. t.� 0 cv U ao 0 i v c U v _c U _o 0 �d y X 0 i 0 0 C�J u U7 X SITE NOTES: At PLAN INDEX SHOWING LOCATION OF REQUIRED ITEMS: SEE THESE SHEET A2 11x17 INCH PLAT SHOWING BUILDING LOT NUMBERS /BOUNDARIES AND ROAD LAYOUT /NAMES: WITH EROSION CONTROL PACKAGE A3 NARRATIVE DESCRIBING PROJECT NATURE AND PURPOSED: This is a proposed commercial and residential development which is the primary development for this site. This development involves performing site clearing, mass earthwork and the installation of site utilities (storm & sanitary sewers, water, electric, & telephone services) and concrete curb & gutter and asphalt pavement. The construction sequencing shall be as described within the Soil Erosion Control Schedule contained on the construction plan sheet titled 'Erosion Control Details & Specifications ". A4 VICINITY MAP SHOWING PROJECT LOCATION: SEE THIS SHEET A5 LATITUDE: 39. 57' 27" LONGITUDE: -86' 06' 30" A7 HYDROLOGIC UNIT CODE: 05120201090040 A8 NOTATION OF ANY STATE OR FEDERAL WATER QUALITY PERMITS: N/A A9 SPECIFIC POINTS WHERE STORMWATER DISCHARGE WILL LEAVE THE SITE: Eventually flows into Carmel Creek Via a network of storm pipes, sediment traps and underground storage units installed under the parking lot A10 LOCATION & NAME OF ALL WET LANDS,LAKES,& WATER COURSE ON AND ADJACENT TO SITE- (N) Detention Pond (S) N/o (W) N/A (E) Dry Detention Pond A11" IDENTIFY ALL RECEIVING WATER: Carmel Creek Al2 IDENTIFICATION OF POTENTIAL DISCHARGE TO GROUNDWATER: N/A A13 100 YEAR FLOODPLAINS: See sheet N/A FLOODWAYS: See sheet N/A FLOODWAY FRINGES: See sheet N/A A14 PEAK DISCHARGE (PRE - CONSTRUCTION 10yr): 9.63 CFS PEAK DISCHARGE (POST - CONSTRUCTION 10yr): 2.15 CFS A15 ADJACENT LAND USE (INCLUDING UPSTREAM WATERSHED): N COMMERCIAL DEVELOPMENT 5 RESIDENTIAL HOMESTEAD E RESIDENTIAL HOMESTEAD W COMMERCIAL DEVELOPMENT A16 LOCATIONS AND APPROXIMATE BOUNDARIES OF ALL DISTURBED AREAS: SEE SHEET C205 A17 IDENTIFICATION OF EXISTING VEGETATIVE COVER: EXISTING VEGETATION ON -SITE IS COMPRISED OF AGRICULTURAL VEGETATION A18 SOILS MAP INCLUDING DESCRIPTION AND LIMITATIONS: SEE SHEET C205 A19 LOCATION, SiZE AND DIMENSIONS OF PROPOSED STORMWATER SYSTEMS: SEE SHEET C205 A20 PLAN FOR ANY OFF -SITE CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PROJECT: N/A A21 EXISTING SiTE TOPOGRAPHY AT AN INTERVAL APPROPRIATE TO SHOW DETAILED DRAINAGE PATTERN SEE SHEET 0201 A22 EXISTING SITE TOPOGRAPHY AT AN INTERVAL APPROPRIATE TO SHOW DETAILED DRAINAGE PATTERN SEE SHEET C205 A23 PROPOSED FiNAL TOPOGRAPHY AT AN INTERVAL APPROPRIATE TO SHOW DETAILED DRAINAGE SEE SHEET C205 Construction / Storm water Pollution PrevenUm Plan (MORE THE FOUR LOTS) 61 Potential Pollutants Site Construction Petrochemicals such as diesel fuel, gasoline, oil, transmission fluid and lubricants for vehicle maintenance i n #enan ce an d usage. . trash, construction debris and material from concrete truck washout. Building Construction - Paints, stains, thinners, sealants, gasoline for generators, trash, construction debris, cleaning supplies and material from concrete truck washout. 82 Sequence describing stormwater quality measure implementation Phase I - Pre - Construction 1. Before construction, evaluate, mark, and protect important trees and associated rooting zones, unique areas (e.g. wetlands) to be preserved, and vegetation suitable for filter strips, locate existing septic fields and wells. a. Post the NOi and contact information for the person responsible for the project. b. Notify IDEM (317 - 233 -1864) and the City of Carmel, Engineering Department (317 -571 -2441 within 48 hours prior to starting earthwork. c. Designate the person responsible for site evaluations after each X' rain or larger or at least once a week. d. Schedule a pre - construction meeting with the City of Carmel Engineering Department. e. Abandon existing wells and septic systems in accordance with state, county and local regulations. Phase 11 - Construction 1. Install construction entrances at all points of ingress / egress from the site per the approved erosion and sediment control plan. a. Install fueling and maintenance area. 2. Install perimeter erosion and sediment control measures in accordance with the approved plans including- a. Silt fence around perimeter b. Diversion swales c. Wet pond along eastern property line & outfoll pipe. d. inlet protection for all existing inlets and drainage structures. 3, Start Mass Earthwork - includes rough site grading and building pad construction 4. Begin installing on -site storm sewers including stormtec underground storage units, sanitary and water lines to service site. 5. install commercial building staging area in accordance with approved plan. complete curbs, roads and parking areas stone and base course. Townhome roads shall also have base asphalt course installed. 6. Temporary seed all disturbed areas. 7. Begin building and townhome construction in accordance with phasing plan. 8. Complete parking areas upon completion of commercial buildings. 9. Final grade and install landscaping. 10. Complete final seeding. 11. Maintain erosion and sediment control practices until all disturbed areas ore stabilized. PHASE iII - Post Construction 1. Clean streets and parking areas. 2. Clean all storm sewers and sediment from the stormtec units and the pond. 3. Install Ultra- DrainGuord filters in ail inlets. 4. inspect inlets and BMP's in accordance with the BMP manual until the project is completed and turn over the responsibility to the proper organization. B3 Stable construction entrance locations and specifications (at all ingress and egress) see sheet c205 and c803A B4 Sediment control measures for sheet flow areas see sheet c205 and c803A B5 Sediment control measures for concentrated flow areas see sheet c205 and c803A B6 Storm sewer inlet protection measure location and specifications see sheet c205 and c803A 87 Runoff control measures (e.g. diversions, rock check dams, slope drains, etc.) -see sheet c205 and c803A B8 Storm water outlet protection specification see sheet c205 and c803A B9 Grade stabilization structure locations and specifications see sheet c205 and c803A 810 Location ,dimensiion,specificotions and construction details of each stormwater quality measure storm inlet are designed with 2' sumps to catch sediment B11 Temporary surface stabilization methods appropriate for each season (include sequencing) see sheet c205 812 Permanent surface stabilization specifications (include sequencing) see sheet c205 SITE CONSTRUCTION MONITORING PROGRAM INSPECTED BY: EQUICOR COMPANIES. LLC. GREG SMALL 9011 NORTH MERIDIAN STREET, SUITE 202 INDIANAPOLIS, INDIANA 46260 PHONE: (317) 573 -8100 FAX: (317) 573 -9100 813 Material Handling and spill prevention plan 1. Equipment fueling Petroleum products and fuel for vehicles are to stored in the Construction Equipment Fueling and Maintenance Area. In case of spill or leakage contractor is to immediately contain and clean up any spills with absorbent materials. Z Equipment Repair * Contractor shall make sure that all repair take place with in the Construction Equipment Fueling and Maintenance Area. * If a machine breaks down on the job site. Before repair are to start, the machine will be brought back to the Construction Equipment Fueling and Maintenance Area * All concrete truck washout should take place in o desiginoted area away from storm drains or swales. 3. Storage, Use, Disposal of solvents * Collect, remove and dispose of all construction site waste at authorized disposal E creas. A local environmental agency can identify these disposal sites. s All containers to have lids so they can be covered before periods of rain. I * Clean up spills immediately. For hazardous materials, follow clean up instructions on package. 4. Fertilizers, Usage and Handling * Phosphorous and nitrogen containing fertilizers are used on construction sites to provide nutrients necessary for plant growth, and phosphorous and nitrogen containin detergents are found in wash water from vehicle cleaning areas. Excesses of these nutrients can be a major source of water pollution. Management practices to reduce the risk of nutrient pollution include the following: * Apply fertilizers at the minimum rate and to the minimum area needed. * Work fertilizer deeply into soil to reduce exposure of nutrient to storm water runoff. * Apply fertilizer at lower application rates with higher application frequency. * Limit hydroseeding, which is the simultaneous application of lime and fertilizers. * Ensure that erosion and sediment controls are in place to prevent fertilizers and sediments from being transported offsite. 5. Solid Waste, clean -up and handling * Large amount of unused concrete shall be left in the truck and dumped at an approved site. once concrete has been poured at a job site, the contractor shall direct the drive to a designated area of the job site. That's used for construction maintenance and concrete truck wash out. the contractor will be allowed to let the concrete to harden before removing it from the site. The remainder of materials such as concrete block, wood, brick, drywall, flooring, roofing and other potentially noxious materials shall put shah be removed immediately. 6. Pesticides * The following practices should be used to reduce the risk associated with pesticides or to reduce the amount of pesticides that come in contact with storm water. * Follow all federal, state and local regulations that apply to the use, handling or disposal of pesticides. * Do not handle the materials more than necessary. * Store pesticides in a dry, covered area. * Construct curbs or dikes to contain pesticides in case of spillage. * Follow recommended application rates and methods. 7. Demolition All material (if any) resulting from site demolition to include but not limited to building, pavement, sewer, vegetation etc. shall be removed from site immediately or placed into a dumpster and removed weekly. All material safety and data sheets (MSDS) for materials used onsite should be kept with said materials. All material handling should be accomplished in accordance with Article 10 of the indiiana Administrative Code. A person knowledgeable in materials handling procedures should oversee this process onsite. In case of spill: Minor - Approximately ten gallons - contain spill to prevent material from entering storm water. Contact supervisors and designated inspectors immediately. Contaminated soil to be removed to an approved landfill. Majcr - MorE than ten gallons. Fuel trucks shall have spill control devises on hand in case of spills. Immediately conta .t the Carmel Fire Department at 911 to report any hazardous mattrial spiii. Contact supervisors and designated inspectors immediately. Provide documentation of spill response equipment and procedures to be used, ensuring procedures are clear and concise. Give step by step instructions for the response to spills at a particular facility. This pion could be presented as a procedural handbook or sign. The spill response plan should: identify th. -a responsible person for implementing the plan. Define safety measures to be taken with each kind of waste. Specify how to notify appropriate authorities such as police and fire departments, nearby hospitals, or locally owned treatment works for assistance. State procedures for containing, diverting, isolating and cleaning up spill. Describe spill response equipment to be used, including safety and clean up equipment. Update the spill preventions and control plan to accommodate any changes in the site or procedures. Regularly inspect areas where spills might occur to ensure that procedures are posted and clean up equipment is readily available, WHILE FINISH GRADING ALONG CURB - CONTRACTOR IS TO KEEP FINISHED GRADE DOWN 2' BELOW: TOP OF CURB r_ LiNE OF PAVEMENT N A _ f CONCRETE STRAIGHT CURB .814. Monitoring and maintenance guidelines for pollution prevention measures A. Silt Fence Maintenance Requirements: 1. Inspect the silt fence periodically and after each storm event. 2. If fence fabric tears, starts to decompose or in any way becomes ineffective, replace the affected portion immediately. 3. Remove deposited sediment when it reaches half the height of the fence of its lowest point or is causing the fabric to bulge. 4. Take care to avoid undermining the fence during cieanout. 5.-After the contr'ibut'ing drainage area has been stabilized, remove the fence and sediment deposits, bring the disturbed area to grade and stabilize it. B. Sandbag Curb Inlet Barrier Maintenance Requirements: 1. Inspect frequently for damage by vehicular traffic and repair if necessary. 2. Inspect after each storm event. 3. Remove sediment, without flushing, when it reaches half the height of the barrier. 4. Deposit removed sediment where it will not enter storm sewer drains. C. Block and Gravel Curb inlet Protection Maintenance Requirements: 1. After each storm event remove the sediment and replace the gravel, replace geotextile fabric if used. 2. Periodically remove sediment and tracked -on soil from the street, without flushing, to reduce the sediment load on the curb inlet protection. 3. Inspect periodically for damage and repair. Keep grates free of debris. 4. After the contributing drainage area has been stabilized, remove the gravel, wire mesh, geotextile fabric and sediment deposits and dispose of them properly. D. Erosion Control Blanket (Surface Applied) Maintenance Requirements: 1. During vegetative establishment, inspect after each storm event for any erosion below the blanket. 2. If any areo(s) shows erosion, pull back that portion of the blanket covering it, reseed the area and relay and staple the blanket. 3. After vegetative establishment check the treated area periodically. E. Temporary Gravel construction Entrance Maintenance Requirements: 1. Inspect entrance pad and sediment disposal area weekly and after storm events or heavy use. 2. Reshape as needed for drainage and runoff control. 3. Top -dress with clean stone as needed. 4. Immediately remove mud and sediment tracked or washed onto streets by brushing or sweeping. Flushing should only be used if the water is conveyed into a sediment trap or basin. 5. Repair any broken road pavement immediately. VII. Vehicle & Equipment Maintenance A. Description and Purpose: 1. Prevent or reduce the contamination of stormwater resulting from vehicle and equipment maintenance by running a *dry and clean site *. The best option would be to perform maintenance activities at on offsite facility. If this option is not available then work should be performed in designed areas only, while providing cover for materials stored outside, checking for leaks and spills, and containing and cleaning up spills immediately.. B. Suitable Applications: 1. These procedures are suitable on all construction projects where on onsite yard area is necessary for storage and maintenance of heavy equipment and vehicles. C. Limitations: 1. Onsite vehicle and equipment maintenance should only be used w ere it is impractical to send vehicles and equipment offsite for maintenance and, repair. Sends vehicles equipment offsite should be done in conjunction with a Stabilized Construction Entrance % xit. Outdoor vehicle or equipment maintenance is a potentially significant source of stormwater pollution. Activities that can contaminate stormwater include �egme repair and service, changing or replacement of fluids, and outdoor equipment storage and parking nglne fluid leaks). D. implementation: 1. if maintenance must occur onsite, use designated areas located away from drainage courses. Dedicated maintenance areas should be protected from stormwafer runon and runoff, and should be located at least 50 ft from downstream drainage facilities and watercourses. 2 Drip pans or absorbent pods should be used during vehicle and equipment maintenance work that involves fluids, unless the maintenance work is performed over on Impermeable surface in a dedicated maintenance area. 3. Place a stockpile of spill cleanup materials where it will be readily accessible. 4. All fueling trucks and fueling areas are required to have spill kits and /or use other spill protection devices. 5. Us adsorbent materials on small spills, Remove the obsorbent materials promptly and dispose of properly. 6. Inspect onsite vehicles and equipment daily at startup for leaks, and repair immediately. 7. Keep vehicles an d equipment clean- do not allow ex cess ive b uild- up of oil and grease. 8. Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, automotive batteries, hydraulic and transmission fluids. Provide secondary containment and covers for these materials if stored onsite. 9. Train employees and subcontractors in proper maintenance and spilt cleanup procedures. 10. Drip pens or plastic sheeting should be placed under all vehicles and equipment placed on docks, barges, other structures over water bodies when the vehicle or equipment is planned to be idle for more than 1 hour. 11 Properly dispose o f used oil s, fluids, lubricants, an dspill cleanup materials. s. 12. Do not place used oil in a dumpster or pour not a storm drain or watercourse. Properly dispose of or recycle used batteries. 13. Do not place used oil in a dumpster or pour into a storm drain or watercourse. 14. Properly dispose of used oils, fluids, lubricants, and spill cleanup materials. 15. Do not bury tires. 16. Repair leaks of fluids and oil immediately. MILE FINISH GRADING ALONG CURB CONTRACTOR IS TO KEEP FINISHED GRADE DOWN 2' BELOW TOP OF CURB CURB SUMP DETAIL Seasonal Soil Protection Chart Stabilization Table 0 A a Practice Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Permanent A j y�i//I/ / /// •F/ • ► Seeding Dormant B B Seeding Temporary C D ' Seeding F H710188 • ► F e• " W /t / / /// • Seeding G Mulching A = Kentucky Bluegrass 40 ibs /acre; Creeping Red Fescue 40 lbs /acre; plus 2 tons straw mulch /acre, or add Annual Ryegross 20 lbs /acre. B = Kentucky Bluegrass 60 ibs /acre; Creeping Red Fescue 60 Ibs /acre; plus 2 tons straw mulch /acre, or add Annual Ryegrass 30 lbs /acre. C = Spring Oats 3 bushel /acre. D = Wheat or Rye 2 bushel /acre. E = Annual Ryegrass 40 Ibs /acre (1 lb /1000 sq. ft.). F = Sod G = Straw Mulch 2 tons /acre. 4�1/ • Irrigation needed during June, July and /or September. •• Irrigation needed for 2 to 3 weeks after applying sod. 615 Erosion & sediment control specifications for individual building lots Construction Sequence for Building Site Erosion Control Practices Side ya droinag TEROSION CONTROL T EROSION CONTROL NOM PLAN LEGEND NOM PLAN LEGEND Property line/ - Property line/ drainage swale drainage swale @ =STONE DRIVEWAYS PRIOR TO CONSTRUCTION - � Existing drainage Finished drainage ® Tree conservation O Silt fencing GGrovel entrance G j exit pad STREET 'MAX. Curb inlet implemented in accordance with the plan and sufficient to satisfy subsection (b). protection - Drop inlet i -� protection Finished drainage Soil salvage BTree and utilization Perm Notes T. Erosion / sed' -a an nent control measures must be functional d be maintained t i hroughout construction @ seednnent 2 Maintain positive drai nog& away from the strucbme(sk g 3. Permanent seeding areas to be top - soiled, seeded, and mulched by owner at completion of construction. CONSTRUCTION Sample Erosion /Sediment Control Practice Plan for Typical GE ENTRANCE Townhome Dwelling Under Construction Side ya drainag =STONE PARKING AREA Curb inlet implemented in accordance with the plan and sufficient to satisfy subsection (b). PRIOR TO CONSTRUCTION - Existing drainage - - Finished drainage Sail salvage BTree conservation and sediment control requirements associated with activities on individual lots. U) O Silt fencing 0 (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 minimized throughout the land disturbing activities on the lot until permanent Grovel entrance j stabilization has been achieved. Z -+- (5) Clean -up of sediment that is either tracked or washed onto roads. Bulk clearing of sediment shall not include flushing the area with exit pad STREET Notes t. Erosion / sedirnernt control measures must be functional and be maintained throughout construction V Permanent seeding 2 Maintain positive drainage away from the strueLire(s). 3. Permanent seeding areas to be top - soiled, seeded, and mulched by owner at completion of construction. CONSTRUCTION Sample Erosion /Sediment Control Practice Plan for Typical CE ENTRANCE Commercial Dwelling Under Construction Sec. 7.5. (a) All storm water quality measures, including erosion and sediment control, necessary to comply with this rule must be Curb inlet implemented in accordance with the plan and sufficient to satisfy subsection (b). protection �j El Drop inlet protection W Sail salvage (1) The individual lot operator, whether owning the property or acting as the agent of the property owner, shall be responsible for erosion and utilization Notes t. Erosion / sedirnernt control measures must be functional and be maintained throughout construction V Permanent seeding 2 Maintain positive drainage away from the strueLire(s). 3. Permanent seeding areas to be top - soiled, seeded, and mulched by owner at completion of construction. CONSTRUCTION Sample Erosion /Sediment Control Practice Plan for Typical CE ENTRANCE Commercial Dwelling Under Construction Sec. 7.5. (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: W W (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. U) (2) Installation and maintenance of a stable construction site access_ 0 (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 minimized throughout the land disturbing activities on the lot until permanent stabilization has been achieved. Z -+- (5) Clean -up of sediment that is either tracked or washed onto roads. Bulk clearing of sediment shall not include flushing the area with water. Cleared 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 on 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) of this rule will be achieved when the individual lot operator: Q (A) Completes final stabilization; or � F= W (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, (Water Pollution Control Board; 3271AC 15- 5 -7.5; filed Oct 27, 2003, 10:15 a.m.: 2718 843) f- I O SECTION C - POST CONSTRUCTION STORMWATER POLLUTTiON PREVENTION PLAN 10L C1. Description of pollutants and their sources associated with the proposed land use: LAND DESCRIPTION This site is a commercial /residential development. There ore no significant sources of >� stormwater pollutants associated with this project. However, minor sources of stormwater Par t o f the Southeast Q u art e r of Sec tion 35 and the Southwest Quarter of Section 36, in Township 18 pollutants such as trash, lawn fertilizers, herbicides commonly used by commercial and North, Range 3 East, Hamilton County, Indiana, described as follows: residential landowners, car oil and gasoline from engine and fuel leaks, road sediment and grit I- con be expected to enter the storm sewer network as post construction pollutants. Commencing at the Southeast corner of said Southeast Quarter Section; thence South 88 degrees 49 minutes 34 seconds West (assumed bearing) along the South line of said Southeast Quarter Section a C2. Sequence describing stormwater quality measure implementation: distance of 23.00 feet; thence North 01 degrees 10 minutes 25 seconds West a distance of 100.00 feet To minimize potential stormwater pollutants from entering natural waterways, this development to the intersection of the North line of 116th Street (per "Limited Warranty Deed" to the City of Carmel will utilize A qua - Swirl structural BMP's In the storm sewer network to captu r e oils and r eco r de d as Instrument number 200400022719 in the Hamilton County Recorders office) with the East sediments before they enter the pond and stormtec storage units. Upon completion of right of way line of College Avenue (per "Dedication of Street Right-Of-Way" recorded as Instrument construction and site stabilization and as part of the post construction practices, the number 8742050), being the Point of Beginning, (the following five courses are along the East lines of contractor shall remove all construction fabric an d debris from the storm inlets, storm sewers, p said College Avenue per said "Dedication"), said point being on a non - tangent curve concave Easterly Aqua -swirl units, stormtec units and pond. Sediments and debris from the cleaning operation shall be disposed of at an acceptable landfill. having a central angle of 20 degrees 02 minutes 28 seconds and a radius of 707.00 feet; 1) thence: Northerly along the arc of said curve a distance of 247.30 feet (said arc being subtended by a chord C3. Description of post construction storm water quality measures having a bearing of North 08 degrees 50 minutes 15 seconds East and a length of 246.04 feet); 2) To minimize post construction stormwater pollutants from entering natural waterways, this thence North 18 degrees 17 minutes 09 seconds East a distance of 100_00 feet; 3) thence North 18 development will utilize Aqua -Swirl structural BMP's in the storm sewer network to capture oils degrees 51 minutes 31 seconds East a distance of 71.39 feet to a tangent curve concave Westerly and sediments before they enter the pond and stormtec storage units. These structural BMP having a central angle of 48 degrees 21 minutes 28 seconds and a radius of 162.00 feet; 4) thence units provide a highly effective means of capturing sediments, floating debris and oils prior to Northerly along the arc of said curve a distance of 136.73 feet (said arc being subtended by a chord discharging the stormwater into the stormtec units and pond. Refer to sheets C203 and having a bearing of North 05 degrees 19 minutes 13 seconds West and a length of 132.71 feet); 5) C803 of these plans. thence on a tangent line North 29 degrees 29 minutes 57 seconds West a distance of 111.19 feet; thence North 89 degrees 09 minutes 48 seconds East parallel with the South line of said Southwest C4. Description of maintenance guidelines for post construction stormwater quality measures: Quarter Section a distance of 596.48 feet; thence North 00 degrees 22 minutes 52 seconds West a The developer shall be responsible for maintenance and cleaning of the Aqua -Swirl BMP's in distance of 58.02 feet; thc.nce North 89 degrees 09 minutes 48 seconds East a distance of 220.00 feet: accordance with the Operation and Maintenance Manual until such time that it is turned over thence South 00 degrees 22 minutes 52 seconds East a distance of 725.72 feet to the North line of to another entity. The entity will then assume responsibility for the maintenance and cleaning 116th Street (per "Limited Warranty Deed" to the City of Carmel recorded as instrument number of the BMP's. Additionally, the developer or future owner shalt be responsible for inspecting 200300127285 in the Hamilton County Recorder's office); (the remaining 4 courses being along the North the stormtec units and pond to ensure that they are functioning properly and remove any lines of said 116th Street as conveyed to the City of Carmel recorded as said Instrument number sediment and debris that has entered into these stormwater detention facilities. The 200300127285, Limited 'iarranty Deed recorded as Instrument number 200300127280, Personal inspections of these facilities should occur at a minimum of quarterly for the first year and Representatives Deed recorded as Instrument number 200300088446 and said Instrument number annually thereafter. Sediments and debris from the cleaning operation shall be disposed of at 200400022719); 1) thence South 89 degrees 09 minutes 4€1 seconds West a distance of 494.22 feet; 2) an acceptable landfill thence North 82 degrees 18 minutes 41 seconds West a distance of 66.35 feet; 3) thence North 89 degrees 13 minutes 54 seconds West a distance of 261.39 feet; 4) thence North 57 degrees 22 minutes U �Q 41 seconds West along said North line a distance of 29.80 feet to the Point of Beginning. Containing 12.417 acres, more or less. LAWN AND GRASS AREA PREP AND REPLACEMENT All lawn and grass areas disturbed or damaged during construction shall be restored to original or better condition. Backfills, fills and embankments shall be brought to a subgrade level six (6) inches below finished grade. When subgrades have settled, topsoil shall be placed to a finished depth of at least six (6) inches; fine raked, and prepared for seeding. If the backfill, fill or embankment material is sand, an eight (8) inch layer of clay famished by the Contractor at his expense shall be spread over the subgrade and thoroughly mixed into the sand subgrade. The clay shall be mixed into the sand subgrade, then leveled and smoothed, Topsoil shall be placed and spread to a finished depth of at least two (2) inches, and fine rake. Commercial fertilizer 6 -12 -12 or equal shall be uniformly spread over the topsoil by a mechanical spreader and mixed into the soil for a depth of two (2) inches on areas to be seeded- This shall be done at least forty -eight (48) hours before the sowing of any seed at the rate of Forty (40) pounds per acre. The area shall then be lightly raked or harrowed until the surface of the finished grade is smooth, Ioose and pulverized. Then, the grass seed shall be sown by a mechanical seeder, and lightly raked into the surface or sown with a standard agricultural drill. The seeded areas shall be thoroughly watered with a fine spray in such a manner as not to wash out the seed. The Contractor shall use care in raking in order to avoid disturbance of the finished grade and seed distribution. MULCHING Adequate mulching material fbHotiving seeding and fertilizing shall be applied, followed by cultipacking. Mulch shall consist of: I . Dry straw or hay of good quality and at the rate of two and one -half (2 -1 IT) tons per acre; or 2. Wood cellulose or cane fiber mulch at a rate of one thousand (1,000) pounds per acre; or 3. A combination of good quality dry straw or hay free of seeds of competing plants at a rate of two and one -half (2 -1/2) tons per acre and wood cellulose or cane fiber mulch at a rate of five hundred (500) pounds per acre; or 4. Manufactured mulch materials such as soil retentian blankets, erosion control nesting, or others that may be required on special areas of high water concentration or unstable soils. When these materials are used, follow the manufacwmes recommendation for installation. EXISTING GROUND 50, 12 PERCENT SLOPE LGN �� I SITE CONSTRUCTION EQUIPMENT FUELING AND MAINTENANCE AREA m 0 rn to r- W C N 00 O o D i W .0 LL c c L -v w c '> t o � o � a t` Z U) -n a > n0 0 0 rn a U �t- co W J W W U) 0 Z -+- LL1 � W Z Q � F= W W 0 O f- I O Q z 10L Z U Q >� W C;8 O z Q U I- L W W 0 U .J � F to r r C) U Q !>J Z F- 0 v) 0 � W 1- r � w-1 _�w U �Q to F- L� n z REVISIONS r /12/06 » Rtl'1SET) PER ffM DATED 5/24/06 AND NTH FULTON COUNTY uG RF -. o 10000418 STATE OF s NN rnnunu DRAWING: 2308206 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C20 6 TUBE FILE # - J r� u_ G C) CJ CL T_ 0 Q) ii } CD c0 O C,J •J 0 U 00 O 0 L L C> O 0 r') / rte) O O CJ1 CJ U) II �� ONE 'ROAD CON XV2c3 -1 :. - • -_••• W ONE "END � i i i _�j 51.68 51. 51.181 k 151. - 1) EXMTM = LEGEND= NEW CONCRETE OR REPAIR ANY - - - - - - GAPS WITHIN 4�3 SPOT ELEVATION LUGT UNDERGROUND TELEPHONE SITE. tl —? — — — CONTOUR ,v_ UNDERGROUND ELECTRIC •. REPAIR THE PATHWAY PER THE CITY OF •. - — " -- --' MANHOLE /INLET UNDERGROUND CABLE TELEVISION vim. 3) CONTRACTOR = =11= == INLET -'v — WATER LINE HADICAP RAMPS WHERE REQUIRED, PER THE ADA STANDARDS. PIPE END SECTION WATER VALVE :- ;•:•;•:•;•:•; ♦;• 1) CONTRACTOR # AREA /STREET LIGHT EXISTING PATHWAY. FIRE HYDRANT ti -- 3 UTILITY POLE WATER METER --ii UTILITY POLE WITH GUY LINE f9_9'S4TOP OF CURB ELEV. WATER MANHOLE 99. GUnER UEV. SPOT ELEVATION _ WATER SERVICE NOTES: G OVERHEAD CABLE TELEVISION cAS METER 1.007• GRADE n ; -:,Y. "" - .x. ":`'`, FIRE Hypes SHADED AREA REPRESENTS PAVEMENT SECTION THAT SHALL BE �mma�mmm�H;Tmrul CONSISTENT WITH PAVEMENT SECTION OF 116TH STREET WHILE IS ^ TRAFFIC SIGNAL MANHOLE G DECIDUOUS TREE /BUSH SANrrARY SEWER WATER VALVE CURRENTLY UNDER CONSTRUCTION CD TELEPHONE MANHOLE T EVERGREEN TREE /BUSH a MANHOLE WATER MAIN © TELEPHONE RISER TREE /SHRUB LINE CLEANOUT .:. ® y . x DETECTOR CHECK 8 TRANSFORMER _x Y— FENCE STORM SEWER GAS MAIN OE ELECTRIC MANHOLE — — o — WOOD FENCE INLET GAS METER ' 161 ELECTRIC RISER -�- SIGN PIPE END SECTION GAS SERVICE ® CABLE TELEVISION RISER MAILBOX - - - -- SUBSURFACE DRAIN ELECTRIC LINE es OVERHEAD ELECTRIC _ • G _ GAS LINE 51 STRUCTURE NUMBER CH T OVERHEAD TELEPHONE GAS VALVE WATER MAIN ` ) TO BE RELOCATED 1• •: m 1+ M00 r W a �a 51.68 51. 51.181 k 151. - 1) CONTRACTOR SHALL :> NEW CONCRETE OR REPAIR ANY - - - - - - GAPS WITHIN THE PATHWAY_ ALONG 116TH ST., WITHIN PROJECT 116TH STREET ENTRY GRADING. � o AFTER WIDENING o .° HOT ASPHALTIC CONCRETE SURFACE #11 — HOT ASPHALTIC #8 BINDER NOTE: HOT ASPHALTIC HO ASPHALTIC #5D BASE #2 STONE REMOVAL OF ALL CURB WI TH I N HOT ASPHALTIC OR MATCH EXISTING #53 STONE WHICHEVER IS GREATER RIGHT OF WAY SHALL BE SAWCU T �.....i.. .,... ... _.. .. . .. ... - .... - ... v.. Od SKI ► :�r•:�� tea• �� ��:�� ��:�i��:� +�•��•�� • .,D COMPACTED TO 90% ASTM D-1557 BASE IDOH SECTION • PAVEMENT SECTION WITHIN RIGHT OF WAI } . t. SHADED ARM t�MTID t RIGHT OF WAY. • NEW PAVEMff IMM RIGHT OF WAY IS TD CE NNSiAUED PER CITY OF CAL STANDARDS. 116TH STREET ENTRY DETAILG� (AFTER WIDENING) On Z , oil - z 4 BARRICADES STANDARD DRUMS s .. . .� — –, SEE DETAIL THIS SHEET NOTE: (STREET STATIONING IS IN METERS) 6" STRAIGHT CURB 1) CONTRACTOR SHALL INSTALL NEW CONCRETE OR REPAIR ANY - - - - - - GAPS WITHIN THE PATHWAY_ ALONG 116TH ST., WITHIN PROJECT SITE. tl 2) CONTRACTOR •. REPAIR THE PATHWAY PER THE CITY OF •. •. - - vim. 3) CONTRACTOR SHALL REMOVE EXISTING PATHWAY AND INSTALL HADICAP RAMPS WHERE REQUIRED, PER THE ADA STANDARDS. :- ;•:•;•:•;•:•; ♦;• 1) CONTRACTOR SHALL REMOVE EXISTING PATHWAY. ma rl ..: rom �mma�mmm�H;Tmrul Wei .0 we= Mill 1• •: ® 'tea, tlrT- a■ 116TH STREET ENTRY GRADING. � o AFTER WIDENING o .° HOT ASPHALTIC CONCRETE SURFACE #11 — HOT ASPHALTIC #8 BINDER NOTE: HOT ASPHALTIC HO ASPHALTIC #5D BASE #2 STONE REMOVAL OF ALL CURB WI TH I N HOT ASPHALTIC OR MATCH EXISTING #53 STONE WHICHEVER IS GREATER RIGHT OF WAY SHALL BE SAWCU T �.....i.. .,... ... _.. .. . .. ... - .... - ... v.. Od SKI ► :�r•:�� tea• �� ��:�� ��:�i��:� +�•��•�� • .,D COMPACTED TO 90% ASTM D-1557 BASE IDOH SECTION • PAVEMENT SECTION WITHIN RIGHT OF WAI } . t. SHADED ARM t�MTID t RIGHT OF WAY. • NEW PAVEMff IMM RIGHT OF WAY IS TD CE NNSiAUED PER CITY OF CAL STANDARDS. 116TH STREET ENTRY DETAILG� (AFTER WIDENING) On Z , oil - z 4 BARRICADES STANDARD DRUMS s .. . .� — –, SEE DETAIL THIS SHEET NOTE: (STREET STATIONING IS IN METERS) 6" STRAIGHT CURB BY OTHERS) EAST 116th 1) CONTRACTOR SHALL INSTALL NEW CONCRETE OR REPAIR ANY - - - - - - GAPS WITHIN THE PATHWAY_ ALONG 116TH ST., WITHIN PROJECT SITE. tl 2) CONTRACTOR SHALL REPAIR THE PATHWAY PER THE CITY OF CARMEL STANDARDS. 3) CONTRACTOR SHALL REMOVE EXISTING PATHWAY AND INSTALL HADICAP RAMPS WHERE REQUIRED, PER THE ADA STANDARDS. :- ;•:•;•:•;•:•; ♦;• 1) CONTRACTOR SHALL REMOVE EXISTING PATHWAY. BY OTHERS) EAST 116th • • 12•_0' CLEAR MIN. EAST 11 6th STREET i irr G 4' 116TH STREET MAINTENANCE PLAN- 0 (AFTER WIDENING) (f) M v T r.. 0 z I l E 'ONE LANE ROAD AHEAD' SIGN XW20 -4 I ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20- ONE "FLAGMAN AHEAD' W/ ONE "END CONSTRUCTION- SIGN XG 2D-2 Of SIGN XW 20-7 -gym „\ tl • • 12•_0' CLEAR MIN. EAST 11 6th STREET i irr G 4' 116TH STREET MAINTENANCE PLAN- 0 (AFTER WIDENING) (f) M v T r.. 0 z I l E 'ONE LANE ROAD AHEAD' SIGN XW20 -4 I ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20- ONE "FLAGMAN AHEAD' W/ ONE "END CONSTRUCTION- SIGN XG 2D-2 Of SIGN XW 20-7 -gym a� y �. - E. T �R •i�?�T --N� C.2 0 WX N � t r ONE 'ROAD CONSTRUCTION AHEAD" SIGN XW 20-1 W/ ONE 'END CONSTRUCTION' SIGN XG 20-2 ON BACK m o rn W � C14 DO U 0 c It) 0 c 0 U) CD 0 LL_ c c LLJ -° rn '> • 0 U U ° I (D Q0-r � a� t` cn O • v W 'L :•- 0 � O 0 0 Q) W 0 U 00 W 0 U) Q W I LL, lz Z w < <> 177 Ld L d 0 LLJ Z o z Z c) Q o j♦,L] z w W w W Ix w U W Q _c co Ldr U) Q ry W r W `— U wLLI �w LL, J _~ CL'Q U) ~ 0-Z REVISIONS [ETTER 11 /06 - REVISED PER COMMEN DATED 1/10/06 AND ADD EFT C402 12/06 - REUSED PER LEfiE12 DATED 5/24/06 IINc1N IIAUiLTaN COUNIY ti/06 •- KVUD PER LETTER DATED 10/4/06 ``���� \1U111111II t 111111! /1�� N p No. *� 10000418 �* STATE OF 70NAL DRAWING: 23080401 DATE: 12/16/05 PROJ. NO.: 2308C DRAWN BY: dwp SHEET NO.: C401 ��TUBE FILE # O rrn O m O � n C C � j 24' 3" TOP S01 L 18' RADO TX J COMPACTECI '• - , f CON( ETE` < BACKFFIIL CONCRETE ROLL CURB & GUTTER NO SCALE NOTES. iNTEI�RAL CURB WTH CONCRETE PAYMNT AND /OR SIDEWALK SHALL BE SUILAR SHAPE 1,11 Wa;N ASSWATED WITH THE INSTALLATION OF THIS CURBING SHAM CONFORM TO THE LASTEST REVISION OF THE CITY OF CARMEL CONCRETE CURB POLICY. 0 1/2' PREFORMED .JOINT FILLER 24' c-) ,^ SPOT ELEVATION uG, ; UNDERGROUND TELEPHONE -3'- - - CONTOUR ®_ �! . = MANHOLE /INLET I.;4 UNDERGROUND CABLE TELEVISION mp 0 WATER LINE SLOPE TO MATCH ADJACENT CURB CD - _-= PIPE END SECTION = . WATER VALVE m� � CONUnF PAVUENT _ • :. - .. .... -- : 'A' , .� ._. . ~- CLASS CONCRETE •_ 3 FIRE HYDRANT � _ _.: UTILITY POLE m WATER METER PROPOSM o ~ 99. ToP of cuRe ELEV. SPOT ELEVATION - WATER SERVICE -i C '� WATER MANHOLE ss. cuTr>uz ELEV. -c -- OVERHEAD CABLE TELEVISION _; -`� ,- GAS METER 1.00x GRADE ..: ;.., :.. FIRE HYDRANT C^ COMPACTED SUBGRADE 0 3-#4 EPDXY COATED BARS �- - -- ; - --- - WATER VALVE TELEPHONE MANHOLE PLACED AT V C. ON C. EVERGREEN TREE /BUSH 0 MANHOLE WATER MAIN ID TELEPHONE RISER CD TREE /SHRUB LINE CLEANOUT DETECTOR CHECK ® TRANSFORMER -X x - COMBINED DEPRESSED CURB AND GU T TER ELECTRIC MANHOLE - - WOOD FENCE {� INLET GAS METER D ELECTRIC RISER NO SCALE SIGN M r ,, © CABLE TELEVISION RISER NOTES ALL WORK ASSOCIATED VATH TI-E INSTALLATION OF THIS CURBING SHALL CONFORM TO THE LASTEST REVISON OF THE CITY OF CARbLEL CONCRETE CURB POLICY. FOR LOCAL ROADS FACE OF CURB IS TO BE Q 3/4", BACK OF CURB 12 3/4" C/l * ALL OTHER ROADS FACE OF CURB IS TO BE 7 1/2', BACK OF CURB 13 1/2' CD Lo D 0 i f L _ 1 1 �, x x 1� X`.�, x` 3on - - UGE UGE X ' U 1 j ! Son X n xv X %I *? y �n Al s . 1�uonl)) O x CV If? Fti x• x > n X v xY _ O x O 'I I �a x t Y F , I � O 1 �. s`t �.� < I O O i x Wp,`t 1§1 Iv, %Fft x X_ x x 52 2 `-- --- -- - -- S1 jD 1 ' Rgip-•• �� . a� , D �R - -- �`:J - - _ : -: 3.3 x ,. SCUT f0 25 2.5 _ 2.5 x^* i 2.5 k^� 49.99 ���� -. � - • //' 9 �. / / d:3 �, (E' � QU/RED � `� � p�1) �, - `, �,, _ _ _ - _ j/, a ONTRACTOR IS TO INSTALL NEW CURB IN n^k,• SST. C �?, �.� �F � _� \> ; ti3 x�` A -MOD WiTH R- 3501 -TR SO• �. `� 0 CURB �� �� �. 49 x� / n' TC 849.63 :� �y`c\ _ �� �, ti // x • . �/ " F �' Gam/ / MF � . k -9 '� g.2 0�-, 6 � - x:,, �. 5 RCP INV. ELEV. 845.40 ?•rR 4g 4 g) �� 8 2 4 A� C a // w CURB , � ,. �-, - 9.0 � - � �, _, � �.,� /i /�, �•'. �Y , / O.}c 0/ / 632R 0.42 49.81 9.3 ' <} -. ' __. �'UVD,� 8.7 RE74Fp__� =,•y c- .IbAl:jp �HJF 4 gip\. // r\ 50.17 ^' 9.9 9• \ \ ` h CpAr# 9:3 1 4 50.8 a :: 1 - - l 49.6 4g 1 \ DEPR CURB SST . _ ODS •�/ 6 50.1 ME ' � 49 ME j SAW a1►-REQ ? = 3R un E 0 �RDG�1 8.6 3 48.1 °� a.. .. .49:3 •��� E__ 6 � ().9 M .:� r = ` �� RE o-vf 3 - --� 48.6 _ '.� /j 9.21 REFA E 46t LF EXIST. 49.81 0.0 j-- _..•- 50 66 °.1 -f 20t LF OF 48.71 CONC. CURB do GU 0 W r : TTER 49.31 9.54 DEPRESSED CURD REQUIRED o = `r SAW CUT REQ'D. a 2 bt GE CONTRACTOR SHALL CORE A 12" A V ` HOLE IN THE EXISTING INLET U � AT iNV. 845.20 AND REPLACE CASTING WITH A R- 1772 -C � L •ten �� _ � -� SEE DETAIL THESE SHE�'1 W NOTES: SHADED AREA REPRESENTS AREA WHICH SHALL BE CONSTRUCTED WITH FULL -DEPTH ASPHALT PAVEMENT CONSTRUCTED iN ACCORDANCE WITH CITY OF CARMEL PAVEMENT SPECIFICATION. COLLEGE AVENUE ENTRY DETAIL. NOTE: REMOVAL OF ALL CURB WITHIN RIGHT OF WAY SHALL BE SAWCUT., / NORTH N 1" = 40' HOT ASPHALTIC CONCRETE SURFACE #11 - HOT ASPHALTIC #8 BINDER HOT ASPHALTIC #5D BASE HOT ASPHALTIC #53 STONE HOT ASPHALTIC #2 STONE OR MATCH EXISTING WHICHEVER IS GREATER = LEGEND= ,^ SPOT ELEVATION uG, ; UNDERGROUND TELEPHONE -3'- - - CONTOUR UNDERGROUND ELECTRIC - -_ = MANHOLE /INLET I.;4 UNDERGROUND CABLE TELEVISION INLET -;; "- WATER LINE - _-= PIPE END SECTION WATER VALVE # AREA /STREET LIGHT FIRE HYDRANT -� UTILITY POLE - 5--= ,, -,r- WATER METER PROPOSM 99. ToP of cuRe ELEV. SPOT ELEVATION - WATER SERVICE -i UTILITY POLE WITH GUY LINE '� WATER MANHOLE ss. cuTr>uz ELEV. -c -- OVERHEAD CABLE TELEVISION _; -`� ,- GAS METER 1.00x GRADE ..: ;.., :.. FIRE HYDRANT C^ TRAFFIC SIGNAL MANHOLE 0 DECIDUOUS TREE /BUSH SANITARY SEWER - -- ; - --- - WATER VALVE TELEPHONE MANHOLE F . EVERGREEN TREE /BUSH 0 MANHOLE WATER MAIN ID TELEPHONE RISER TREE /SHRUB LINE CLEANOUT DETECTOR CHECK ® TRANSFORMER -X x - FENCE STORM SEWER GAS MAIN ELECTRIC MANHOLE - - WOOD FENCE {� INLET GAS METER D ELECTRIC RISER -_ SIGN PIPE END SECTION GAS SERVICE © CABLE TELEVISION RISER MAILBOX - - - - - SUBSURFACE DRAIN ELECTRIC LINE c _ OVERHEAD ELECTRIC GAS LINE 51 STRUCTURE NUMBER } OVERHEAD TELEPHONE _ -_ -.�- ;- GAS VALVE WATER MAIN W NOTES: SHADED AREA REPRESENTS AREA WHICH SHALL BE CONSTRUCTED WITH FULL -DEPTH ASPHALT PAVEMENT CONSTRUCTED iN ACCORDANCE WITH CITY OF CARMEL PAVEMENT SPECIFICATION. COLLEGE AVENUE ENTRY DETAIL. NOTE: REMOVAL OF ALL CURB WITHIN RIGHT OF WAY SHALL BE SAWCUT., / NORTH N 1" = 40' HOT ASPHALTIC CONCRETE SURFACE #11 - HOT ASPHALTIC #8 BINDER HOT ASPHALTIC #5D BASE HOT ASPHALTIC #53 STONE HOT ASPHALTIC #2 STONE OR MATCH EXISTING WHICHEVER IS GREATER W ZZ= 00 -0' �� c� --��- o� 12- V-0 ONEFIAGNI�REQD �/ `���� "VE (` - I ZZI l 75' \� ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20-1 \ p}1EA0� W/ ONE 'END CONSTRUCTION' SiGN XG 20-2 ON BACK 135 Zo-1 oNE • w o-1 xw SIGN2� 13ACK GN UCjlOt4 A}i>:AD XG 2 ON ONS� ON' SIGN 4 CONSTRUC11 . SIGN 020 - W/E ON ��E ROAD �� ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20-1 W/ ONE -END CONSTRUCTION- SiGN XG 20-2 ON BACK COLLEGE AVENUE MAINTENANCE PLAN- / NORTH 1 " =40' ONE 'ONE LANE ROAD AHEAD' SIGN XW20 -4 ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20-1 -W/ ONE 'END CONSTRUCTION' SIGN XG 20-2 ON BACK In U) O M W � Lo r- Ncoo -DIr: a or- U a In 0 Cn -0 X S` c N � W W s` 0) 2! • O U O I � O a > 0 W 'L V•- Q 0 O 0 v U d- 00 Z d �nn L.i.. W W W U :D W z Q W W W U0 Ld z O z W U Q Q W ° S (�/ a - �"_' W W Q J � U 1 -1.•J W � ILO Q � r U) W z W U W W � W LLJ =F_- fr Q �- a z REVISIONS 5/3/06 REVISED STORM AND ADDED BLDG. MI 06/12/06 -• rEvrsED PER HEM DATED 5/24/a IEEiING NTH NAYlLTON COUNTY 0/11/06 rIVwSED PER LETTER DATED 10/4/06 G \S TE O N0. *= 10000418 =A STATE OF zo ,'��rq�r►rul m►gtn������� DRAWING: 2308C40'4 DATE: 12/16/0 PROJ. NO.: 2308( DRAWN BY: dwl SHEET NO.: C402. TUBE FILE # • i �� : \- ,- ,- ,- , -, -,•Y \ :Y � -V I\ I \I\I \I \I \I \I\I\I\I \I \I\- \I\I \Ii I ,-,-,-,-,-,-,-\-,-,-,-,-,-,-\-,-,-,- � '�:� ice: \:�' i,.�:�: • • . ';:-` .'- ` \'- : %: %`\- : %: %: %: %: %` \' -: %; Wwt • • - a- • w � I W ZZ= 00 -0' �� c� --��- o� 12- V-0 ONEFIAGNI�REQD �/ `���� "VE (` - I ZZI l 75' \� ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20-1 \ p}1EA0� W/ ONE 'END CONSTRUCTION' SiGN XG 20-2 ON BACK 135 Zo-1 oNE • w o-1 xw SIGN2� 13ACK GN UCjlOt4 A}i>:AD XG 2 ON ONS� ON' SIGN 4 CONSTRUC11 . SIGN 020 - W/E ON ��E ROAD �� ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20-1 W/ ONE -END CONSTRUCTION- SiGN XG 20-2 ON BACK COLLEGE AVENUE MAINTENANCE PLAN- / NORTH 1 " =40' ONE 'ONE LANE ROAD AHEAD' SIGN XW20 -4 ONE 'ROAD CONSTRUCTION AHEAD' SIGN XW 20-1 -W/ ONE 'END CONSTRUCTION' SIGN XG 20-2 ON BACK In U) O M W � Lo r- Ncoo -DIr: a or- U a In 0 Cn -0 X S` c N � W W s` 0) 2! • O U O I � O a > 0 W 'L V•- Q 0 O 0 v U d- 00 Z d �nn L.i.. W W W U :D W z Q W W W U0 Ld z O z W U Q Q W ° S (�/ a - �"_' W W Q J � U 1 -1.•J W � ILO Q � r U) W z W U W W � W LLJ =F_- fr Q �- a z REVISIONS 5/3/06 REVISED STORM AND ADDED BLDG. MI 06/12/06 -• rEvrsED PER HEM DATED 5/24/a IEEiING NTH NAYlLTON COUNTY 0/11/06 rIVwSED PER LETTER DATED 10/4/06 G \S TE O N0. *= 10000418 =A STATE OF zo ,'��rq�r►rul m►gtn������� DRAWING: 2308C40'4 DATE: 12/16/0 PROJ. NO.: 2308( DRAWN BY: dwl SHEET NO.: C402. TUBE FILE # co Q V) V) C) V) O 0 z 860 Q Cn 850 840 I \IVI LVJ— I. LI I JLLLV 1.)V(V/`11 \L 1./V 1 ITV JVV 1 1 ILI \IV VIJYYIV J II \L/'11V1 HEADWALL OF CSX RAILROAD (NOW MONON TRAIL). CULVERT FOR CARMEL CREEK ELVE. 829.43 LATERAL NOTES: 1. WYES AND LATERALS TO BE 6" PIPE UNLESS OTHERWISE SPECIFIED. 2. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE FOOT LATERAL EXTENSION CONNECTED TO THE WYE_ THE END OF THE LATERAL SHALL BE PLUGGED OR CAPPED. 3. LATERALS RUNNING TO THE OPPOSITE SIDE OF STREET SHALL EXTEND TO WITHIN 5 FEET OF THE BUILDING LINE. 4. NO FOUNDATION OR OTHER STORM WATER DRAINS SHALL BE INTERCONNECTED TO THE SEWER LATERAL INSTALLED AND CONNECTED TO THE DISTRICT'S SANITARY SEWER. 5. CONTRACTORS SHALL LAV 14 GAUGE — STRANDED WIRE THE ENTIRE LENGTH OF THE LATERAL. WIRE IS TO BE PLACED ON TOP OF THE LATERAL. THE DISTRICT INSPECTOR WILL VERIFY PLACEMENT OF THE WIRE. AFTER INSPECTION, BEDDING IS TO BE PLACED ON TOP. GENERAL NOTES: {s 1. ANY PIPE INSTALLED AT LESS THAN MINIMUM GRADE AS SPECIFIED BY TEN STATES STANDARDS WILL NOT BE ACCEPTED BY THE CLAY TOWNSHIP REGIONAL WASTE DISTRICT. 2. ALL SANITARY SEWER WITH LESS THAN 6.5 FEET OF COVER TO HAVE AT LEAST t ONE INFILTRATION /EXFILTRATION TEST AFTER ALL UTILITIES HAVE BEEN t INSTALLED. THIS DCAM REQUIREMENT WILL BE COMPLETED PRIOR TO ACCEPTANCE FOR PUBLIC MAINTENANCE UNLESS WAIVED BY DCAM. 3. S.E. = EXCLUSIVE SANITARY SEWER EASEMENT D. & U.E. = DRAINAGE AND UTILITY EASEMENT D.S.& U.E. DRAINAGE, SANITARY SEWER AND UTILITY EASEMENT 4. MANHOLES PROPOSED TO BE INSTALLED IN UNPAVED AREAS SHALL BE CONSTRUCTED SUCH THAT THE TOP OF CASTING (T.C.) IS A MINIMUM OF THREE (3) INCHES ABOVE # THE FINISHED GRADE TO PREVENT PONDING OF WATER OVER THE CASTING. POSITIVE DRAINAGE AWAY FROM THE MANHOLE SHALL BE PROVIDED. 5. THE LOWEST FINISHED FLOOR ELEVATION SERVED MUST BE ONE (1) FOOT ABOVE THE TOP OF CASTING (T.C.) OF EITHER THE UPSTREAM OR DOWNSTREAM MANHOLE PER SECTION 13.02.A.2 OF THE CLAY TOWNSHIP REGIONAL WASTE DISTRICT STANDARDS FOR THE-,. DESIGN AND CONSTRUCTION OF SANITARY SEWERS, MAY 1989. NORTH 1" = 50' HORIZ. 1" = 5' VCERT. # O { O LO I � CD N z rn 860 w CD I d- O Cc z w Q J I w � U < I z _LD STING OPTIC z DN. /mow 850 'OMPACTED�I i GRANULAR BACKFILL REQUIRED Sanitary sewer shall be open cut for installation and Contractor must kee at least one travel lane o en at all tir, iL /, 1 l IN 1840 EXISTING 8 „ SANITARY MAIN (E) INV. ELEV. 835.56 !83 .70 —J 1 EXISTING 8” SANITARY MAIN (W) INV. ELEV. 835.51 16 +00 15 +00 14 +00 13 +00 12 +00 11 +00 10 +00 9 +00 8 +00 7 +00 6 +00 5 +00 U] NOO) W � (14 0000 o -a U) ) N w L � X Q U w _ o o° U U i a4 0 (D E-4 D ai 2 W "_ 00 .n a U li- �r- W L w W 0 ry Z n Z Q WW O U w Z Q F- I _j ° < Q � U o z w C�j z Q w w J U) LIJ F- � Q U) U t Q CO � r r I-- V) z Q W V1 t-- U w LLI � t_;..i W _j 2 F- = Q LF= az REVISIONS 1/11/06 - REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDED SHEET C402 MG 5/3/06 - REVISED STORM AND ADDED BLDG. MG 06/12/06 « REVISED PER LETTER DATED 5/24/06 AND IJETINC IM HAIRLTON COUNTY YG 06/13/06 — REVISED WATER PER CARME L MG 08/23/06 revised storm inverts, grade and added turn lane on college 10/11/06 « REVISED PER LETTER DATED 10/4/06 YG ,, �� ►A N 1111111/10/Z , aV. ..•......• • . vlO �i�ii zz No. *' 10000418 = *= STATE OF :=. %, NDIA N ��iunnunnn ► ►►►���� i»a.vYJa+t. din DRAWING: 2308501 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: MG SHEET NO.: C501 � TUBE FILE ## J� RM 209 -1. CHISELED SQUARE CUT IN SOUTHERN DOWN STREAM HEADWALL OF CSX RAILROAD (NOW MONON TRAIL). CULVERT FOR CARMEL CREEK ELVE. 829.43 LATERAL NOTES: 1. WYES AND LATERALS TO BE 6" PIPE UNLESS OTHERWISE SPECIFIED. 2. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE FOOT LATERAL EXTENSION CONNECTED TO THE WYE. THE END OF THE LATERAL SHALL BE PLUGGED OR CAPPED. 3. LATERALS RUNNING TO THE OPPOSITE SIDE OF STREET SHALL_ EXTEND TO WITHIN 5 FEET OF THE BUILDING LINE. 4. NO FOUNDATION OR OTHER STORM WATER DRAINS SHALL BE INTERCONNECTED TO THE SEWER LATERAL INSTALLED AND CONNECTED TO THE DISTRICT'S SANITARY SEWER. 5. CONTRACTORS SHALL LAV 14 GAUGE — STRANDED WIRE THE ENTIRE LENGTH. OF THE LATERAL. WIRE IS TO BE PLACED ON TOP OF THE LATERAL. THE DISTRICT INSPECTOR WILL VERIFY PLACEMENT OF THE WIRE. AFTER INSPECTION, BEDDING IS TO BE PLACED ON TOP. GENERAL NOTES: 1. ANY PIPE INSTALLED AT LESS THAN MINIMUM GRADE AS SPECIFIED BY TEN STATES STANDARDS WILL NOT BE ACCEPTED BY THE CLAY TOWNSHIP REGIONAL WASTE DISTRICT. 2. ALL SANITARY SEWER WITH LESS THAN 6.5 FEET OF COVER' TO HAVE AT LEAST ONE INFILTRATION /EXFILTRATION TEST AFTER ALL UTILITIES HAVE BEEN INSTALLED. THIS DCAM REQUIREMENT WILL BE COMPLETED PRIOR TO ACCEPTANCE FOR PUBLIC MAINTENANCE UNLESS WAIVED BY DCAM. 3, S.E_ = EXCLUSIVE SANITARY SEWER EASEMENT D. & U.E. = DRAINAGE AND UTILITY EASEMENT D.S.& U.E. DRAINAGE, SANITARY SEWER AND UTILITY EASEMENT 4. MANHOLES PROPOSED TO BE INSTALLED IN UNPAVED AREAS SHALL BE CONSTRUCTED SUCH THAT THE TOP OF CASTING THREE CIE THE FINISHED GRADE TO PREVENT PONDI G OF WATER OVER THE ASTNG.POSIITI E DRAINAGE AWAY FROM THE MANHOLE SHALL BE PROVIDED. 5. THE LOWEST FINISHED FLOOR ELEVATION SERVED MUST BE ONE (1) FOOT ABOVE THE TOP OF CASTING (T.C.) OF EITHER THE UPSTREAM OR DOWNSTREAM MANHOLE PER SECTION 13.02.A.2 OF THE CLAY TOWNSHIP REGIONAL WASTE DISTRICT STANDARDS FOR THE DESIGN AND CONSTRUCTION OF SANITARY SEWERS, MAY 1989. NORTH 1" = 50' HORIZ. 1" = 5' VERT. PROPOSED 8" PVC SE (W) INV. ELEV. 838.3E PROPOSED 8" PVC � (S) INV. ELEV. 837.-d z 5 +00 6 +00 7 +00 8 +00 9 +00 10 +00 11+00 PRIOR TO BACKFILLING, CONTRACTOR MUST COORDINATE WITH SURVEYOR TO OBTAIN AN UPSTREAM AS -BUILT INVERT ELEVATION AND ►' ACCURATE HORIZONTAL LOCATION. CONTRACTOR TO MARK END OF STUB LOCATION WITH PAINTED GREEN 2 "X4 °. 870 C C LC I-- U C i Q U 850 CONTRACTOR MUST PLUG AND SEAL END OF STUB 8" PVC SDR -35 PROPOSED 8" PVC SDR -3 , ELEV. 840.58 (N) INV. ELEV. 838.04 as i LF 0 0.45% JRE CONNECTION PROFILE — PROPOSED 8" PVC SDR -35 (W) INV. ELEV. 837.94 I I I � I O d' � cD U (n m � 0 � 0 1 o z 0� 1_o t 00 = L0 00 > w J > w J LLI U i f i z Q w U z < U) I i � � COMPACTED/ GRANULAR BACKALL `` REQUIRED PROPOSED 8 WATERMAIN� i PROPOSED 15" RC INV. ELEV. 84 .56 i B14 co; °O ALL BENCHWALLS MUST EXTEND TO CROWN OF HIGHEST INFLUENT PIPE. f i I I f 140 LF OF 8" PVC SDR -35 @ 0.45% j # 1 � f 23 LF OF 8" PVC SDR -35 @ 0.45% I 5 +00 6 +00 ROPOSED 18" RCP IV. ELEV. 841.97 CONTRACTOR MUST PLUG AND SEAL END OF STUB U) i O 0) W N N 0 C 00 O w X �C a QLL_ � U � w (3) ` ° 00 �L0 a 2 00 a� (n 0 U no �I W J l.� O ry D Z Q z Q ry Q z a LIJ LLJ �N/ Z) ry Z Ld Q W� (j Lij w wiz r ;W W Q U) U (� i i— CO r f V) W l— U ww �w =~ �Q U) >— z �j REVISIONS 1/11/06 - REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDED SHEET C402 MG 5/3/06 - REVISED STORM AND ADDED BLDG. MG 06/12/06 - RDASED PER LETTER DATED 5/24/06 AND UEDTW MTH HAULTON COUNTY UG 06/13/06 « REVISED WATER PER CARMEL MG 08/23/06 revised storm inverts, grade and added turn lane on college 0/11/06 » REVISED PER LETTER DATED 10/4/06 UG fill fill/o/k \ NAN P %. 0\STf • •�''; zz No. *= 10000418 =* STATE OF y I ANP Nz S I O N M_ 11 ►li1111 DRAWING: 2308501 DATE: 12/16/05 PROD. NO.: 2308 DRAWN BY: MG SHEET NO.: C502 :TUBE FILE ## a LC F- U. z Of F— V c -I r G V r c L U jtk 1 � i f � i ! 3 I � � i t r O } PROPOSED 12" RCP 00 oi 00 i f N I V ` # + ci a or # L (E) INV. ELEV. 843.17 (i Q i I Q 1 = 0 Z U) Q Z U) owe r7 °wby 04 wQ C-) wQ O r` 00 �� > �o � o WJ o t jo 00 Z Wo� z w =°N° # # UQ M UQ j F- i r i i t I � t F } i r t �r 52 LF OF 12" 78 LF OF 12" RCP @ 0.60% t RCP @ 0.60% 5 +00 870 Q cc z C z cs -F W X860 Q C U JJ N C �0 z JQ ( m UI X43.85 Rd� pr, I I # i 4 52 LF OF 12" 1 104 LF OF 12 RCP @ 0.65% # RCP @ 0.65% a f i 6 +00 5 +00 850 l� + it 111 f } PROPOSED 12" RCP (S) INV. ELEV. 843.17 + ° PROPOSED 18" RCP f (W) INV. ELEV. 843.17 + LU-) CY w w ED 18" RCP Lr) (E) INV. ELEV. 843.17 Ni 840 co $ X43.85 Rd� pr, I I # i 4 52 LF OF 12" 1 104 LF OF 12 RCP @ 0.65% # RCP @ 0.65% a f i 6 +00 5 +00 } Ili + it 111 1 } � i t + ° 1 1111 � # O o + 0 ' + LU-) CY w Lr) Q } Q Q? cn QZ I $ I- V) ow w oz r � # N O t1t \U i �z U i 870 f W3:> 00 > I °° , >w O >w 3 i O t jo 00 j z i CA w0 = N 'i tY z M # UQ I F- X43.85 Rd� pr, I I # i 4 52 LF OF 12" 1 104 LF OF 12 RCP @ 0.65% # RCP @ 0.65% a f i 6 +00 5 +00 z Lu + p Q \ 111Ej Ld L0 + w _ Q � w � 3 irr( �-- Q_ � �w � Sso 1 141` Q U °°'- U J '- 0) r-:5; 1111 wJN z � I\�tQU Illl w= °°w J � Illi > c J z wo- w -j X 0 w (n � -_ Z 1 I � 1111 w� a W�2 N PROPOSED 18" RCP 850 1 �111� jj W INV. ELEV. 843.17 , jl PROPOSED 12" RCP (N) INV. ELEV. 843.17 1� 843.17 f PROPOSED 18" RCP _ ic�-lol vLc-, ' 1 II I r (E) INV. ELEV. 843.17 EXISTING 15" RCP 840 (N) INV. ELEV. 843.72 (S) INV. ELEV. 843.72 840 f 111 I CONTRACTOR SHALL CORE A 12" HOLE IN THE EXISTING INLET AT 3 II 11 INV. 845.20 AND REPLACE , CASTING WITH A R- 1772 —C 10LFOF12' i ffI RCP @ 2.00 5 +00 11+00 10 +00 9 +00 8 +00 7 +00 6 +00 5 +00 NORTH SCALE: 1" = 50' HORIZ. 1" = 5' VERT. oC U M r C U RETAINNING WALL TOP OF WALL ELEV. 849.0 PROPOSED TOP OF OUTFALL--.,, ELEV. 848.00 PROPOSED OUTFALL ELEV. 847.00 PROPOSED 5" ORFICE- --- INV. ELEV. 842.0 t , l r a j f!E I I 3 # � i t _ —° m # 1 + W 7 # # Q S j I F- i J o ►- i { �`1 o0 Ld 00 # I O j > LL- t I I w i ::) } I� w0 } # 1- U w Ld >y i I I t ! pplt # tt ' I j 1 ! 842.00 841 4A i � I , i I I 9 PRO OSED 8"I ' WA RMAIN } PROPOSED 8" PVC SDR -35 ' INV. ELEV. 839.23 187 LF OF 1'5" RCP @ 0.30% 1 � E I t ett I , t 6 +00 870 Q z w 0 or- C� U- Z 10 r < 860 t- � U J-J N O J ZQ Mx 850 /— PROPOSED 18" RCP l(E) INV. ELEV. 841.44 PROPOSED 18" RCP 34r�s) INV. ELEV. 841.44 SEE HEADER D SHEET C802A 5 +00 9 +00 8 +00 7 +00 6 +00 5 +00 M I + it 111 1 1111 � tt t, � 11 tt � 11 11 11 tl 1 Il ll � 11 II 870 f � 11 ll Ntt �tt I Wil 1� 111 f lr I 870 f f lu1� WIII w oO W�2 N PROPOSED 18" RCP 850 1 �111� jj W INV. ELEV. 843.17 , jl PROPOSED 12" RCP (N) INV. ELEV. 843.17 1� 843.17 f PROPOSED 18" RCP _ ic�-lol vLc-, ' 1 II I r (E) INV. ELEV. 843.17 EXISTING 15" RCP 840 (N) INV. ELEV. 843.72 (S) INV. ELEV. 843.72 840 f 111 I CONTRACTOR SHALL CORE A 12" HOLE IN THE EXISTING INLET AT 3 II 11 INV. 845.20 AND REPLACE , CASTING WITH A R- 1772 —C 10LFOF12' i ffI RCP @ 2.00 5 +00 11+00 10 +00 9 +00 8 +00 7 +00 6 +00 5 +00 NORTH SCALE: 1" = 50' HORIZ. 1" = 5' VERT. oC U M r C U RETAINNING WALL TOP OF WALL ELEV. 849.0 PROPOSED TOP OF OUTFALL--.,, ELEV. 848.00 PROPOSED OUTFALL ELEV. 847.00 PROPOSED 5" ORFICE- --- INV. ELEV. 842.0 t , l r a j f!E I I 3 # � i t _ —° m # 1 + W 7 # # Q S j I F- i J o ►- i { �`1 o0 Ld 00 # I O j > LL- t I I w i ::) } I� w0 } # 1- U w Ld >y i I I t ! pplt # tt ' I j 1 ! 842.00 841 4A i � I , i I I 9 PRO OSED 8"I ' WA RMAIN } PROPOSED 8" PVC SDR -35 ' INV. ELEV. 839.23 187 LF OF 1'5" RCP @ 0.30% 1 � E I t ett I , t 6 +00 870 Q z w 0 or- C� U- Z 10 r < 860 t- � U J-J N O J ZQ Mx 850 /— PROPOSED 18" RCP l(E) INV. ELEV. 841.44 PROPOSED 18" RCP 34r�s) INV. ELEV. 841.44 SEE HEADER D SHEET C802A 5 +00 9 +00 8 +00 7 +00 6 +00 5 +00 M I 6 +00 870 Q z w 0 or- C� U- Z 10 r < 860 t- � U J-J N O J ZQ Mx 850 /— PROPOSED 18" RCP l(E) INV. ELEV. 841.44 PROPOSED 18" RCP 34r�s) INV. ELEV. 841.44 SEE HEADER D SHEET C802A 5 +00 9 +00 8 +00 7 +00 6 +00 5 +00 M I 870 Z: 91 LF I OF 12" Z ts /U LO 0 z 0 + C 0 + + LO Lr LO -1 < < Lu < < 0::5 Z V) LLI Z LLJ LLJ 1 Z F= 00 U) 00 LLI -8 z 0 LLI z L0 Lu W>- 0 of fr Q 0 U-1 -.1 LL4- Lo -Lu n = to I z C2 C) 0 U) U) C; L(-) Z (� "d. LLJ 0 a < 00 - z < z/Z < z 00 oQ F- Ld CC) >- 1-- B60 -3r Lj C:1 LLJ Lu > LLJ LLI I -Lj J 64 M Q� -j 0 f- V) LJ -T7 -i (N -1 0 LLI 7E + < Lf) LLI -cr " RCP @ 0.44%, r-, 0 z LLJ < < Lu LLI - 2! C) < 1z Z: Ill LLI (D -,z, LLJ 0 :2 fr- V) a: < 0 < 3: (D < < 0 I-- i� U) < 0 O U) z: po - r':�E F 86011) (n V) C14 - z LC)2 U) C14 00 LLI L0 --Ji C:)-=:- U) p: W 0 1-0 - Ci w 860 C'4 C . I ' < 0 +F- 6uj < Ono- 0 C,* 4 00- <1 0 C*q C'0 r- -4-= r- > 00 LO W CO > w CO>- > 00 Co 00 > UJ a - W 0 V) l--- 0 - < 0 > W i­- L'- I 11 II I co 0 :�: CL I C5 .' >uj 1 .1� *�- 0 0 > )� I z uj < -i LL-J V)-j Z LLI)- (C) -j 00 LLjl-- (N z LLJ -i (0 -10 CC) LLJ (N = LLJ�- r -j 00 LLI 1-017- 1-- " C4 Ld r) I (j La LLJ z Lj Lr- LLJ F- Lij 1 ti -LLI In F- 0-j I Wo -Z n 0< I -w n F- 0 -J C-) -i 850 It w U) t--:E; of U) ta� bw CL 00 n CL C14 Cr INV. ELEV. 838.92 56 LF OF 15" 171 LF OF 18" RCP @ 0.51 % 00 00 1 't j LLJ SEE STORMTEC DETAIL SHEET PROPOSED 18" RCP < Lu 1 I-PROPOSED (W) INV. ELEV. 841.66 V) In C802A FOR HEADER PIPE. 84QNFORMATION h PROPOSED 18" RCP JR L 841.95 (E) INV. ELEV. 841.66 840 8 LF OF 12" RCP @ 1.50% SEE HEADER DETAIL SHEET C802A 5+00 Lr U. C z 0. F- (f 6+00 5+00 370 Ci LLI F- 860 j V) C) C I ; Ir 850 870 Z: 91 LF I OF 12" Z ts /U I i 1,J/ z + CY) C LLJ LLJ z + L Lr < -1 or 00f, LLJ < Ir- 0::5 Z < nz (0 LLJ Q -Lr) C%4 - LLI Z 0 o Lr) i= OD M 1 Z F= 00 U) 00 jCj- C) Q >wU 0 W>- 0 LLJ j z - 0 JO r I U-1 -.1 LL4- Lo -Lu n = to I z C2 < t--:z ly U) U) C 7 : + L0 z/Z < z 1,1. �20 R4 58 0 < 0 0 Z LL- Lq -3r � I U) 72 LF OF 12", 62 LF OF 12" + < Lf) LLI -cr " RCP @ 0.44%, RCP @- 2.10% LL, Cy LLI 1z Z: Ill LLI (D -,z, LLJ 0 2f LLI 0 (f Do 6+00 5+00 370 Ci LLI F- 860 j V) C) C I ; Ir 850 870 Z: 91 LF I OF 12" Z ts /U I i 1,J/ ry z w C 0 C 8604 860 Lr Q U) -1 00 < V 0 -< --850 1, 1 11(I 0 -j 0 C) C LLl Ci LLI -Cy Lj 1+ < Z < w is -- + L0 a: < z < 0 Z: L0 z - ()0 LL1 in < 0 < 0 0 Z LL- Lq -3r + LLI + + U) w 0 + LLj -Cy + LLJ -cy ry + < Lf) LLI -cr " (D -c Y Lj to LL, Cy LLI 1z Z: Ill LLI (D -,z, LLJ 0 2f LLI 0 (f Do < 0 < 3: (D < < 0 I-- i� U) < 0 U) --LL- Z I-- z II 11 U) z: po - r':�E F 86011) (n V) C14 - z LC)2 U) (.0 V) 0 10 Lr) 0 0:2 < LLI L0 --Ji C:)-=:- U) p: W 0 1-0 - Ci w 860 C'4 C . I ' < 0 r" 6uj < Ono- 0 C,* 4 00- <1 0 C*q C'0 r- -4-= r- > 00 '000 >- u II 1I I-- jr CO > w CO>- > 00 Co 00 > UJ a - W 0 V) l--- 0 - < 0 > W i­- L'- I 11 II I co 0 :�: CL I C5 .' >uj 1 .1� *�- 0 0 > )� I z uj < -i LL-J z LLJ -j C,4 LLJ Z: Z LLI)- (C) -j 00 LLjl-- (N z LLJ -i (0 -10 CC) LLJ (N = LLJ�- r -j 00 LLI 1-017- 1-- " C4 Ld r) I (j La LLJ z Lj Lr- LLJ F- Lij 1 ti -LLI In F- 0-j I PROPOSED 18* RCP (w) INV. ELEV. 842.12 " PROPOSED 8 -Z n 0< I -w n F- 0 -J C-) -i < I, -: u') It w U) t--:E; of U) ta� U) VZZ fr 00 WIR PROPOSED 15" RCP -(NW) INV. ELEV. 843.58 0) to to 0000 Cq 0000 00 \_PROPOSED 18" RCP (SE) INV. ELEV. 843.58 840 13 LF OF 12' RCP @ 0. 317 38 LF OF 12' i i �36 LF OF 15" RCP @ 1.40% RCP @ 0.86% 35 LF OF 12" f 45 LF OF 15' I Jill RCP @ 1.91% RCP @ 0.87%, 6+00 5+00 870 870 + 00 C14 N a: 0 < 0 < < 0 < < 0 Z Ll- Z: + + Lu + zw 4 Ci + < Cf) to C%cq 00 (D Lu w Lr uwj to z C z Cy 6 Ll- 0 w 0 (0 < < w < if co 0< 0 Cf) < w U) U) U) LL < U) "4--LL- Z 00 z ,t LL- Z Lr) 0 i 0 2 CO C:)w to U-)- I-- to LLI It LLJ T-- F- L" w 0860 860 cq 6 ------- C-4 6. cr C%4 6 LLJ C; bi U71 1 0 (3iLJJ U) = F- 0-1 4- a- < U) < CO . cr to U) - U) io - CO >- 0 mi 00 CO >- C co >- CO >- 00 < cr 0 >;:�z 0 < 0 0 > LL-1 0 Li (-)c U) LLJ LL, I I. - j I LL LLJ >LLJ LLjI-- 04 LLj Z z LLI 1 0 Z LLI -j Z Lai -j OZ LLJ -j tN -j LLJ -1 0 r, -io:r, L'j 0 -j 0 r, LLJ LLI M It • LLJ Lij LLI Z z ty- -Z -Z LLJ C) < LLI Z-7 0(3 uj 6 < C) < C) < I �- (-)< LLJ V-: < F: V) V) (y- U) t 850 850 - /PROPOSE 12 ' R'-P "(S) INV. E EV. -3a58 844.15 PROPOSED 36"HEADER PIPE to -4- Go DO (E) INV. ELEV. 843.00 0") 0) U-) SEE STORMTEC DETAIL Vi - 0 CIS I SHEET C802A FOR HEADER to 0 1r, 00_00 CO 4 n PIPE INFORMATION 840 00 -00 00 cc '0- 840 --j 32 LF OF 18" 196 LF OF 1' 7 2" RCP 9 1 02% RCP @ 0.90% 20 LF OF 12 -P3 LF OF 18" RCP @ 0.90% RCP 1.05% 36 LF OF 15" RCP @ 1.00%1 8+00 7+00 6+00 5+00 In 00 Lr) U) it) Z 'all NORTH # r• � � � rJ�� r �� � rr r i � SCALE: 1" = 50' HORIZ. 1 51 VERT. I( 870 870 Z: 91 LF I OF 12" Z I I i 1,J/ ry z w C 0 C 8604 860 Lr Q U) -1 00 < V 0 -< --850 1, 1 11(I 0 -j 0 C) C LLl Ci LLI -Cy Lj 1+ < Z < w U 850 85C < Z 0 LLI LLJ -Cy < z Ci LLJ LLI -3r U) LLJ ry LLJ cr- 0 0Q U) EXST ' U) Ln3-, I 0 < z 3: 0 r 0-:- Z: Ld C V V) r-< < -94-t- 17.11 EL M- EL z 00 Lj F: -t-- f LJ 0 00 U) ��; a- 0 d Do En ��; CL C-) 0 0 LLJ>- 1 R4 i T- z z < z C) 0 I--, . LLj 3: C) 0 + W + CY 7 + + LLI Cr 0 < < CY -Cy I LLI LLJ LLI �� i i ,Q-- I i V) 0 Of V) V) < U) Q0- C14 u') i>-- Z LLI-i 0 O Z Lq -1 0 --10 LLI u') Li Ir- Lr) t-�K w- I Cr- LLI LLJ rq n z 0< -j I V) 3 7 V) F-: ZE x 4 f /'PROPOSED 30* RCP E) INV. ELEV. 842.3 ///// 36"HEADffP-FE-- 843.19 R43- 843 842.3 842.32 PROPOSED 18* RCP (w) INV. ELEV. 842.12 " PROPOSED 8 (D (n C) -i I ATERMAIN PROPOSED 00 n C14 (E) INV. ELEV. 842.95 INV. ELEV. 838.92 56 LF OF 15" 171 LF OF 18" RCP @ 0.51 % 00 00 1 't j C14 SEE STORMTEC DETAIL SHEET 1 I-PROPOSED E C802A FOR HEADER PIPE. 84QNFORMATION h muru3r-u IL WATERMAIN .51 f 843.82 4 .63 17 PROPOSED '18" RCP (N) INV. ELEV. 843.17 PROPOSED i" -WATERMAIN :'ROPOSED 8" PVC SDR-135 :INV ELEV. 840.03 162LFOF12" 52 LF OF 15" NV. ELEV. 337.51 CP 0 0. 65%114 . L F OF 12" RCP @ 0.40% 13 LF OF 12' RCP @ 0. 317 38 LF OF 12' i i �36 LF OF 15" RCP @ 1.40% RCP @ 0.86% 35 LF OF 12" f 45 LF OF 15' I Jill RCP @ 1.91% RCP @ 0.87%, 6+00 5+00 870 870 + 00 C14 N a: 0 < 0 < < 0 < < 0 Z Ll- Z: + + Lu + zw 4 Ci + < Cf) to C%cq 00 (D Lu w Lr uwj to z C z Cy 6 Ll- 0 w 0 (0 < < w < if co 0< 0 Cf) < w U) U) U) LL < U) "4--LL- Z 00 z ,t LL- Z Lr) 0 i 0 2 CO C:)w to U-)- I-- to LLI It LLJ T-- F- L" w 0860 860 cq 6 ------- C-4 6. cr C%4 6 LLJ C; bi U71 1 0 (3iLJJ U) = F- 0-1 4- a- < U) < CO . cr to U) - U) io - CO >- 0 mi 00 CO >- C co >- CO >- 00 < cr 0 >;:�z 0 < 0 0 > LL-1 0 Li (-)c U) LLJ LL, I I. - j I LL LLJ >LLJ LLjI-- 04 LLj Z z LLI 1 0 Z LLI -j Z Lai -j OZ LLJ -j tN -j LLJ -1 0 r, -io:r, L'j 0 -j 0 r, LLJ LLI M It • LLJ Lij LLI Z z ty- -Z -Z LLJ C) < LLI Z-7 0(3 uj 6 < C) < C) < I �- (-)< LLJ V-: < F: V) V) (y- U) t 850 850 - /PROPOSE 12 ' R'-P "(S) INV. E EV. -3a58 844.15 PROPOSED 36"HEADER PIPE to -4- Go DO (E) INV. ELEV. 843.00 0") 0) U-) SEE STORMTEC DETAIL Vi - 0 CIS I SHEET C802A FOR HEADER to 0 1r, 00_00 CO 4 n PIPE INFORMATION 840 00 -00 00 cc '0- 840 --j 32 LF OF 18" 196 LF OF 1' 7 2" RCP 9 1 02% RCP @ 0.90% 20 LF OF 12 -P3 LF OF 18" RCP @ 0.90% RCP 1.05% 36 LF OF 15" RCP @ 1.00%1 8+00 7+00 6+00 5+00 In 00 Lr) U) it) Z 'all NORTH # r• � � � rJ�� r �� � rr r i � SCALE: 1" = 50' HORIZ. 1 51 VERT. I( 870 870 J Z: 91 LF I OF 12" Z I I i 1,J/ ry z w C 0 C 8604 860 Lr Q U) -1 00 < V 0 -< < W 1, Y-j I 1 0 -j 0 C) C LLl Ci LLI -Cy Lj 1+ < Z < w U 850 85C J I I i 91 LF I OF 12" RCP @ 0.32% I I i 1,J/ PROPOSED 12' RCP ff ELEV 843.51 PROPOSED 12' RCP (E) INV. ELEV 843.51 840 84C 5+00 5+00 6+00 -/+UU 0+uu ZI-rulwit I w r u %J CD U) z 3: Ci 0 z 0 X rQZ: UJ < ;CL J>- 0 r- Lr) .LLI fl) fZwf I I i � � � i I I i 1,J/ 5+00 6+00 -/+UU 0+uu ZI-rulwit I w r u %J CD U) z 3: Ci 0 z 0 X rQZ: UJ < ;CL J>- 0 r- Lr) .LLI fl) fZwf I I i � � � i I I i LL. ry z w 0 > 0 < W 1, 0 1 0 -j 0 C) K) LLl Ci LLI -Cy Lj 1+ < Z < w + L0 V) < Z 0 LLI LLJ -Cy < z Ci LLJ LLI U) U) LLJ ry LLJ cr- 0 0Q U) U) Ln3-, I 0 < z 3: 0 r 0-:- Z: Ld C V V) r-< < -94-t- z 00 Lj F: -t-- f LJ 0 00 U) ��; a- 0 d Do En ��; CL C-) 0 0 LLJ>- 1 Z T- z z < z C) 0 I--, . LLj 3: C) 0 + W + CY 7 + + LLI Cr 0 < < CY -Cy I LLI LLJ LLI �� i i ,Q-- I i V) 0 Of V) V) < U) Q0- U) 0z Z CC) 30 < OLLJ Z: %- C:) 06 LL) Z LJ Z 00 < i CL C) F- r- z Z F- --t. U) "-, 0 U) cc) (n 00 O Do < C; -01-- L0 0 0- C) Lu f-f) i b> LJ LLi uj 2 i>-- Z LLI-i 0 O Z Lq -1 0 --10 LLI u') Li Ir- Lr) t-�K w- I Cr- LLI LLJ rq n z 0< -j I V) 3 7 V) F-: ZE x 4 f /'PROPOSED 30* RCP E) INV. ELEV. 842.3 ///// - - - - - - 843.5 843.19 R43- 843 842.3 842.32 PROPOSED 18* RCP (w) INV. ELEV. 842.12 " PROPOSED 8 (n C) -i I ATERMAIN U) I- PROPOSED 3" PVC SDR-35 INV. ELEV. 838.92 56 LF OF 15" 171 LF OF 18" RCP @ 0.51 % 193 LF OF 18" RCP @ 0.35% 1 111 LF OF 18" RCP @ 0.50 RCP @ 0.80% muru3r-u IL /(N) INV. ELEV. .51 f 843.82 4 .63 17 PROPOSED '18" RCP 5+00 6+00 -/+UU 0+uu ZI-rulwit I w r u %J CD U) z 3: Ci 0 z 0 X rQZ: UJ < ;CL J>- 0 r- Lr) .LLI fl) fZwf 7+00 6+00 tzit C14 r1- Z: IN, + 0 U) 0860 i< IN Lj [L o C3 .LL) :z (All 350 aus 5+00 we] Z CY w Lo 0 860 CO a- U) < U-1 -j 0 -j C) r, Lu = to < cc) I '', PROPOSED 15" RCP f-(SW) INV. ELEV. 844.02 - PROPOSED 15" RCP (E) INV. ELEV. 844.02 840 5+00 U) C) M Lp C%4 CC) E--4 E 9 r I 0 L) C: CIO Cn 0 a LL- C LLJ C: (0 0 0 00 1 0 Lr) (1) > 0 0 0 O Ld .j Ld W :D LL. ry z w 0 > 0 < W 1, 0 1 0 -j 0 C) K) LLl Ci LLI -Cy Lj 1+ < Z < w + L0 V) < Z 0 LLI LLJ -Cy < z Ci LLJ LLI U) U) LLJ ry LLJ cr- 0 0Q U) U) Ln3-, I 0 < 3: 0 r 0-:- Z: Ld C V V) r-< < -94-t- z 00 Lj F: -t-- -LLJ "d-L > LLJ co a- 0 00 U) ��; a- 0 d Do En ��; CL C-) 0 0 LLJ>- 1 Z z LLI >- C) z L -j 00 C-4 LL1l.- Ln to LLI 1-- to . LLI 1") (n C) -i I U) I- muru3r-u IL /(N) INV. ELEV. .51 f 843.82 4 .63 17 PROPOSED '18" RCP (N) INV. ELEV. 843.17 PROPOSED i" -WATERMAIN PROPOSED 8" PVC SDR-35 :INV ELEV. 840.03 162LFOF12" 52 LF OF 15" 1RCP @ 0.50% CP 0 0. 65%114 . L F OF 12" RCP @ 0.40% � ` i i 7+00 6+00 tzit C14 r1- Z: IN, + 0 U) 0860 i< IN Lj [L o C3 .LL) :z (All 350 aus 5+00 we] Z CY w Lo 0 860 CO a- U) < U-1 -j 0 -j C) r, Lu = to < cc) I '', PROPOSED 15" RCP f-(SW) INV. ELEV. 844.02 - PROPOSED 15" RCP (E) INV. ELEV. 844.02 840 5+00 U) C) M Lp C%4 CC) E--4 E 9 r I 0 L) C: CIO Cn 0 a LL- C LLJ C: (0 0 0 00 1 0 Lr) (1) > 0 0 0 O Ld .j Ld W :D LL. ry z w 0 > 0 J z -j 0 C) < z < - < Lli Lj 0 Z w LLJ V) < U) (0 ry 0 U) Ld V) 1-- F- C) w L,j L--L31 LIi < REVISIONS 5/3/06 REVISED STORM AND ADDED BLDG. MG 06/12/06 - REVISED PER I-EM DATED 5/24/06 AND UEETNG VAN HAULTION COLNTY MG 06/13/06 - REVISED WATER PER CARMEL /23/06 revised storm inverts, grade MG nd added turn lone on college - FEYMO PER I.ETIM DATED 10/4/06 UG jXXI1111111111till/I 00 ,\0 - NN P % .......... XSTQ No. 10000418 1� STATE OF z . .... ........ 0 AL DRAWING- 2308701 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: MG SHEET NO.: C702 TUBE FILE # ftwm� J 0_ 0 c� E`J - CL s c� Ul CL 0 0 L7 CL z CL LX) 0 cD O 0 CV t c� cc C-) 00 O n (`J :J cll u _o �V CD PI) C`J i Q C`J e L U; ;y lire 7-Fcck C` Curb t 5 X' -X'-O' G V;n. _ 1 1' -' FreFpr tbwns ..S'co'� Tom-' %iL I 1,(7ft ' i� C�'I - - :fa 5:_j_RC!1K .. 117•• 4 Tcp Scl y t~ ? Eackfiil j - • 1� �Prepered Sub;rc 4 e TYPICAL SIDEWALK SECTION NOT TO SCA THE SPACE BEHIND THE CURB S*'"LL BE FILLED 'I SUITA9L MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED G IN DEPTH. SU --GRADE OR BASE UNDER ALL CURBS, SIDE1IALKS, AND DRIVES SHALL BE COMPA'CTED IN ACCORDANH WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. Tco'ed C- Sewed JC'..s l Thickness Clcss .g r Ccncrete -' I lr %.Iln :T.Jr:1 S'dewc ',k SuiU 15:th Divewas Sha'I Hive V-.: •rvn Thickness 01 F Or Thickness Of Dr,ve.roy 14rich Ever is Greater. CONCRETE SIDEVIALK II TO SCALE CITY OF CARMEL STANDARDS SIDEWALK DETAILS rEVISEO - FIGUYE 10 -14 t � K Kr }aay jiint -� NOTES s7 0 �° D J � a ( O_?t'i vt=13 � ?� °D •4° °p o °p o °D a �O tY1-r 0 and tl" far cc•ncrctc 1 i 1 ► - v LEGEND shod Nct Exceed , L eo o c T = tiortaal paremcnl depth K K =YKOJ Joint ---'� Ft 1.25 Tures I Dxr =: 6'^S l3 3 4-2:a d 1,r1 cs Tco'ed C- Sewed JC'..s l Thickness Clcss .g r Ccncrete -' I lr %.Iln :T.Jr:1 S'dewc ',k SuiU 15:th Divewas Sha'I Hive V-.: •rvn Thickness 01 F Or Thickness Of Dr,ve.roy 14rich Ever is Greater. CONCRETE SIDEVIALK II TO SCALE CITY OF CARMEL STANDARDS SIDEWALK DETAILS rEVISEO - FIGUYE 10 -14 z 6" I.i`t. ► 6' t3- 'r � Li? �— I L IIu ;: j i Ca.OAcTq IN i tFITS �� Il - • > _ i 1 =i � 1.. 1�1��, I 00 • to O0 o Q^. 0 p0 C O Q I I a v�— • � f I S_ ► F O�'a 0 p0 Ooo Op0 ?ii .'�0•u0�o0ac0 a1 o o n o o IC oC�DO o0 0 . D co 30 co 0 a o n 0 NOTES: ec, s =cr F-4z ae :e•Zrii et 5':so 1 -i'_ts i,,.�;. -��+� jci.'•z s+��i :t rs:_ ^3 c. Iy ;s. COMBINED CONCRETE CURB & GUTTER (TYPE Il) HAMILTON COUNTY HIGHWAY DEPAP,T1MENT FE4tS'DT: STr1DAn FLAN ..:r;rx Ca. 17 I � K Kr }aay jiint -� NOTES s7 0 �° D J � a ( O_?t'i vt=13 � ?� °D •4° °p o °p o °D a �O tY1-r 0 and tl" far cc•ncrctc 1 i 1 ► - N , LEGEND , L Tw;S !!�.xd3 N e: lu T = tiortaal paremcnl depth K K =YKOJ Joint ---'� Ci.,i'CC; : j:,% -tS b! t4 t! 9t S.a'1 iR Dxr =: 6'^S l3 3 4-2:a d 1,r1 cs i I' 1CAL R011 CURB DETAIL WITH �" Cn•famcd j P.EVERSrD SLOPE GUTTER z 6" I.i`t. ► 6' t3- 'r � Li? �— I L IIu ;: j i Ca.OAcTq IN i tFITS �� Il - • > _ i 1 =i � 1.. 1�1��, I 00 • to O0 o Q^. 0 p0 C O Q I I a v�— • � f I S_ ► F O�'a 0 p0 Ooo Op0 ?ii .'�0•u0�o0ac0 a1 o o n o o IC oC�DO o0 0 . D co 30 co 0 a o n 0 NOTES: ec, s =cr F-4z ae :e•Zrii et 5':so 1 -i'_ts i,,.�;. -��+� jci.'•z s+��i :t rs:_ ^3 c. Iy ;s. COMBINED CONCRETE CURB & GUTTER (TYPE Il) HAMILTON COUNTY HIGHWAY DEPAP,T1MENT FE4tS'DT: STr1DAn FLAN ..:r;rx Ca. 17 I � K Kr }aay jiint -� NOTES s7 0 �° D J � a ( O_?t'i vt=13 � ?� °D •4° °p o °p o °D a �O tY1-r 0 and tl" far cc•ncrctc 1 i 1 ► - N , LEGEND , L Tw;S !!�.xd3 N e: lu T = tiortaal paremcnl depth K K =YKOJ Joint ---'� Ci.,i'CC; : j:,% -tS b! t4 t! 9t S.a'1 iR Dxr =: 6'^S l3 3 4-2:a d 1,r1 cs i I' 1CAL R011 CURB DETAIL WITH �" Cn•famcd j P.EVERSrD SLOPE GUTTER HAI;,4 ►LTOy COUNTY HIGH;`JAY DEPARTI: ENT n•: 1 —a � 2 00 ENCLOSURE (SEE SITE PLAN FOR MATERIAL) - 1"X 6" CEDAR OR PINE ELEVATION TO MATCH I iv EDGE OF PAVEMENT = -_ - - -- 8"0 METAL � z SLEEVE iv 4" SLAB W /6 "X6" NO. 8/8 WWF LEG DETAIL SEE SITE PLAN CURB TAPERS FROM DEPRESSED TO TYP. CURB 4" #2 STONE 4X4 POST 12" 6" CONCRETE PAD 2' =0" WIDE Q a ► - - - I I THICKENED 4 " CONC. PAD AT I' I PAVEMENT a s I C 1 /8 " /FT.- SLOPE -► I A 1/2 ,, + + + I • A n +++ E �. + ±+ � ' -SEE LEG DETAIL -- - - -_j- 6 "X6" 6/6 WWF - -- �4= 8" WIDE I THICKENED SLAB SEE SITE PLAN - -- - -- - -- --i REFER TO PLAN SHEET C 201 REFER TO PLAN SEE PVM'T SEE SITE PLAN SHEET C201 DETAIL UMPSTER PAD 4" CONC REACTION PAD 6" CONC. 4 6X6 -6/6 WWF � 6' +r • -.= 2 - #6X 11' -8 "@ 4 "0 C i~ SECTION A— A NOTE: STONE STRIP FOR ISLAND INSTALLATIONS ONLY WITHIN PARKING AREAS, PAVEMENT WELL EXTEND TO CONCRETE PAD AND POSTS INSTALLED IN ASPHALT WITH CONCRETE CAP. TRASH PAD DETAIL 9„ ° 0 O 0 _Z 0 i it? tD I N GALVANIZED STEEL SIGN �-I_ • GALVANIZED STEEL POST 0.5' O.D. MAX. 1" CONC. WASH � 6' (O.D.) DIA. GALV. PIPE FILLED W/ CONC. (PAINT SAFETY YELLOW) FURN. BY STEEL CONTR. INST. BY CONC. CONTR. o CONC. WASH PVM'T, ... �-\ •_' _ l ' 1' -6" DIA. I ti_ CONC. FOOTING 0 I #6 X 1' -2° LONG t , " REINF. BAR E.W. HANDICAP SIGN DETAIL r5t NOTE: ALL STRIPES TO BE 10° DIA. 4" PAINTED WHITE. � \I 3�j 4" TYP. 18" RAD. HANDICAPPED SYMBOL NOTES: i. ALL FACILITIES FOR THE DISABLED SHALL CONFORM WITH THE AMERICANS WITH DISABILITIES ACT AND ALL REVISIONS. 2. THE CHARACTERS AND THE BACKGROUND OF SIGNS SHALL BE EGGSHELL. MATTE, OR OTHER NON -GLARE FINISH. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND LIGHT CHARACTERS ON DARK BACKGROUND ARE PREFERRED. 3. CONTRAST LEVELS OF SYMBOLS TO BACKGROUND 70 BE tL MINIMUM OF 70% . 7e.2 TYPICAL ALLEY SECTION HOT ASPHALTIC CONCRETE SURFACE #11 HOT ASPHALTIC #8 BINDER HOT ASPHALTIC HOT ASPHALTIC #5D BASE #2 STONE HOT ASPHALTIC OR MATCH EXISTING #53 STONE WHICHEVER IS GREATER Lii ii Yii •: i/ C -i• • -i• ir' o-i, •.i. >♦- •.� •.�„ Cdr �- .. .. .. 1 �� ter/ �, I� . gr om MFINM F�Ww ii Iva" " p go �, N 00 om � . I I I I 7 \\�7 \, 777 7 ► 10' 20 10' 10' 1" OF 11A SURFACE 1/4"/ft. W2" OF 9A SURFACE 6" OF #53 CRUSHED STONE COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% MIMS MINE, ASTM D -1557 BASE IDOH SECTION 303 PAVEMENT SECTION WITHIN RIGHT OF WAY RAMP 4b' WALK FACE OF CURB --1 1 t • '° • • ' •" 0 2' WIDE TACTILE WARNING REQUIRED a O!' PAVEMENT =- cD 0 0 2" CONC. ROLL CURS � 1- ASPHALT PAVEMENT (SEE DETAIL, THIS SHEET) SUBSURFACE DRAIN (AS REQUIRED, SEE SITE DEVELOPMENT PLANS) ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 110 # /SYD 330 /SYD Ice MULTI --USE PATH DETAIL IDOH SECTION 403 IDOH SECTION 403 HOT ASPHALTIC HOT 12" 10' -0 "ASPHALT COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% ASTM D -1557 BASE IDOH SECTION 303 HEAVY DUTY PAVEMENT SECTION ON SITE PLAN INDOT SECTION 403 INDOT SECTION 403 HOT ASPHALTIC HOT ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 BINDER 1" COMPACTED AGGREGATE BASE INDOT SECTION 303 2 1/2" co COMPACT SUBGRADE TO 90% ASTM D -1557 TYPICAL PAVEMENT SECTION ON SITE 2' CURB AND GUTTER �--- 1 :12 MAX. SLOPE a' cork. SIDEWALK RIGHT -OF -WAYS 25' RAD. 25' RAD. 4' WIDE SIDEWALK 1%2" PREFORMED NOTE: - -_ JOINT FILLER HANDICAPPED RAMP - CONSTRUCTION SHALL BE I - IN ACCORDANCE WITH LATEST A.D.A. STANDARDS LF PLAN VIEW PAVEMENT RAMP 4' WALK SEE PAVEMENT 12 (MAX) 20 OR FLATTER SECTION DETAIL 1 r- IF SECTION A -A NOTES: 1. CONCRETE FOR RAMP TO MATCH SITE CONCRETE SPECIFICATIONS WITH 6X6,10/10 W.W.F. 2- AGGREGATE TO BE COMPACTED TO 90% OF MODIFIED PROCTOR (ASTM, D7557) OR AS SPECIFIED BY SOILS REPORT 3. CONTRACTOR TO COMPLY WITH AMERICANS WITH DISABILITIES ACT REQUIREMENTS WHEN CONSTRUCTING FACILITIES FOR HANDICAP ACCESSIBILITY. HANDICAP RAMP PLAN VIEW 4' MIN. 0' to 6'8" WIDTH OF RAMP 0' to 6'8" OPE 12:1 - SLOPE 12:1 r, SECTION B -B � 1» CONC. WASH ( g" DIA. PIPE FILLED W/ CONC. ° (PAINT SAFETY YELLOW) � FURN. BY STEEL CONTR. Lo -J tai U) Ix ► I T /PAVING INST_ BY CONC. CONTR. ► I _ CONC. WASH 1' -6" DIA. •�•�- `► CONC. FOOTING 1 - -.�; =: } •; #6 X 1, -2„ LANG � '•�• • �• ► ^ REINF. BAR E.W. NT PIPE BOLLARD VARIABLE EXPANSION JOINTS 24' -0" O.C. SEE SITE PL LIJ { •. "� y In • • SCORE (SEE DETAIL) 4" CONCRETE WALK 1/2" EXPANSION JOINT (SEE DETAIL) COMPACTED SUBGRADE TO 90% STANDARD PROCTOR NOTE: LEVELING COURSE MAY BE USED CONCRETE WALK SECTION ON -SITE ONLY 100'-0" TOP OF CURB f �-- TRANSVERSE -� PAVEMENT EXPANSION BOTTOM OF CURB JOINTS TRANSVERSE CONTRACTION JOINTS CURB JOINT DETAIL 8.339 + 59 = 13.33% > 11 io 59 MAXIMUM 0 lr0 � @ 0.4"1 PROVIDE 2' -0" LEVEL STRIP IF ALGEBRAIC PROVIDE CURB AS REQUIRED. MAY N DIFFERENCE EXCEEDS 119 BE MONOLITHIC WITH LEVEL STRIP 0 QO 0 o.s' * -1.4• ' CHANGE OF GRADE SQUARE PATTERN SECTION A -A 2' 2' 2' TRUNCATED DOMES USED IN DETECTABLE WARNINGS DETAIL OF RAMP GROOVES a DETECTABLE WARNING BRICK BRUSHED SAND MIXTURE SETTING BED SLOPF 12.1 CONCRETE BASE PAVEMENT DEU=AM ON WALiKIWI SWAM THE MATERIAL SHALL CONTRAST VISUALLY MATH ADJOINING SURFACES, EITHER UGHT -ON -DARK, OR DARK -ON -UGHT. THE MATERIAL USED TO PROVIDE CONTRAST SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. BRICK SQUARE CONSTRUCTION (i#5 SPA. ®18' PI 1 PAVEMENT ], THESE DIMENSIONS ARE RASED ON A bin CURB HEIGHT THEY SHALL BE PROPORTIONAU_Y ADJUSTED FOR OTHER CURB HEIGHTS. 2, WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION TO THE WIDTH SHOWN SUCH WIDTH MAY BE DECREASED TO A MINIMUM OF 0 3, THE BOTTOM nr;P OF THE CURB RAMP HA I B FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER NE A. LANDING AREAS AT THE TOP OF CURB RAMPS SHALL HAVE MAXIMUM GROSS SLOPE OF 50:1 IN ANY DIR CTION. MEN SI INFEASIBILITY PRECLUDES A LANDING SLOPE OF 50:1 IN ANY DIRECTION, THE SLOPE PFRPENDICU! AR TO THE CURB FACE SHALL NOT EXCEED 50-1 5, IF SITE INFEASIBILITY PR I tmF CONSTRUCTION TO THE WIDTH SHOWN E LANDING WIDTH MAY BE DECREASED TO 3' -0" MINIMUM THE RUNNING CONSTRUCTION OF CURB I SLOPE OF THE CURB RAMP MAY BE STEEPENED TO A MAXIMUM OF 10:1 FOR IF SEPARATED FROM RAMP A MAXIMUM 61N. RISE f, DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH OF IRA 1 tO Z, ALGEBRAIC DIFFERENCE IN RARE BETWEEN THE BASE OF CURB RAMP AND THE GUTTER SHALL BE LIMITED TO LESS THAN 10% IF IT IS NOT PRACTICAL 2'-0' -0 WIDE LEVEL STRIP SHALL B PROVIDED. SEE DETAIL KETCH. 1' -6w #5 x 2' -0" ALTERNATE CURB CONSTRUCTION SIDEWALK RAMP DETAILS � m o rn v w .� X a� v LL_ � c q •rn .a • i� WC (0 0 L) U ° I r` a � o 0 Ci U mot' �r ao U) W LL ::) z W Q W 0 O z U Q 0 W W C�3 Z C) U � J LJLJ W w � W �Q �- W U) U W 1� (0 (n r Q w (lJ r t- � - U Lwi! J � W CL REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # � K Kr }aay jiint -� NOTES (t} t7' for amcn:tc ctinitcr curb. tY1-r 0 and tl" far cc•ncrctc i ccYltrl curb, tyfc G N , LEGEND , L T = tiortaal paremcnl depth K K =YKOJ Joint ---'� �" Cn•famcd j joint tiller K i; -c rtc'� c 1 —a � •—.— •t. � • s�,—� Y 1 1 i.� Y`.i. .. -. s_4.a r • t . �. •�' — K t:cyagy join. SECTION a —j Ity apcctficd 'lacinblc, Q to I�" -- I-•• ---• T TerinbIc, Q Lo t �" ' ' • • .� ..� F -' ` . '• Ij° R • � � I It, DEl'•CT'.ifNT OF TI:A.VS1VG:AT10Ft ' `', . CONCRETE CENTER CURBS .... �� - ,. .'_�• - T �' L TYPE C & D ,;��•- � APRIL Iflas ' Kc!r►ny Joint -�'' & &A. •--- S S;A \M-AR7 rr,mntvG tro.E 605- CNCC -83 • ,` � vwu-•. Stu: rxm x nr, IV7W 1•e•TJ i!.lnrsrsll !_ near vi, f. Jtu' -Js " :s ��~Cf�•� �./ n.�..:.ofr to -d_ -n_ rl ra ,+i hti �• t ,i,:,. 17IOIil11 r•ea[N7 ►-0.=. . TYPICAL ALLEY SECTION HOT ASPHALTIC CONCRETE SURFACE #11 HOT ASPHALTIC #8 BINDER HOT ASPHALTIC HOT ASPHALTIC #5D BASE #2 STONE HOT ASPHALTIC OR MATCH EXISTING #53 STONE WHICHEVER IS GREATER Lii ii Yii •: i/ C -i• • -i• ir' o-i, •.i. >♦- •.� •.�„ Cdr �- .. .. .. 1 �� ter/ �, I� . gr om MFINM F�Ww ii Iva" " p go �, N 00 om � . I I I I 7 \\�7 \, 777 7 ► 10' 20 10' 10' 1" OF 11A SURFACE 1/4"/ft. W2" OF 9A SURFACE 6" OF #53 CRUSHED STONE COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% MIMS MINE, ASTM D -1557 BASE IDOH SECTION 303 PAVEMENT SECTION WITHIN RIGHT OF WAY RAMP 4b' WALK FACE OF CURB --1 1 t • '° • • ' •" 0 2' WIDE TACTILE WARNING REQUIRED a O!' PAVEMENT =- cD 0 0 2" CONC. ROLL CURS � 1- ASPHALT PAVEMENT (SEE DETAIL, THIS SHEET) SUBSURFACE DRAIN (AS REQUIRED, SEE SITE DEVELOPMENT PLANS) ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 110 # /SYD 330 /SYD Ice MULTI --USE PATH DETAIL IDOH SECTION 403 IDOH SECTION 403 HOT ASPHALTIC HOT 12" 10' -0 "ASPHALT COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% ASTM D -1557 BASE IDOH SECTION 303 HEAVY DUTY PAVEMENT SECTION ON SITE PLAN INDOT SECTION 403 INDOT SECTION 403 HOT ASPHALTIC HOT ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 BINDER 1" COMPACTED AGGREGATE BASE INDOT SECTION 303 2 1/2" co COMPACT SUBGRADE TO 90% ASTM D -1557 TYPICAL PAVEMENT SECTION ON SITE 2' CURB AND GUTTER �--- 1 :12 MAX. SLOPE a' cork. SIDEWALK RIGHT -OF -WAYS 25' RAD. 25' RAD. 4' WIDE SIDEWALK 1%2" PREFORMED NOTE: - -_ JOINT FILLER HANDICAPPED RAMP - CONSTRUCTION SHALL BE I - IN ACCORDANCE WITH LATEST A.D.A. STANDARDS LF PLAN VIEW PAVEMENT RAMP 4' WALK SEE PAVEMENT 12 (MAX) 20 OR FLATTER SECTION DETAIL 1 r- IF SECTION A -A NOTES: 1. CONCRETE FOR RAMP TO MATCH SITE CONCRETE SPECIFICATIONS WITH 6X6,10/10 W.W.F. 2- AGGREGATE TO BE COMPACTED TO 90% OF MODIFIED PROCTOR (ASTM, D7557) OR AS SPECIFIED BY SOILS REPORT 3. CONTRACTOR TO COMPLY WITH AMERICANS WITH DISABILITIES ACT REQUIREMENTS WHEN CONSTRUCTING FACILITIES FOR HANDICAP ACCESSIBILITY. HANDICAP RAMP PLAN VIEW 4' MIN. 0' to 6'8" WIDTH OF RAMP 0' to 6'8" OPE 12:1 - SLOPE 12:1 r, SECTION B -B � 1» CONC. WASH ( g" DIA. PIPE FILLED W/ CONC. ° (PAINT SAFETY YELLOW) � FURN. BY STEEL CONTR. Lo -J tai U) Ix ► I T /PAVING INST_ BY CONC. CONTR. ► I _ CONC. WASH 1' -6" DIA. •�•�- `► CONC. FOOTING 1 - -.�; =: } •; #6 X 1, -2„ LANG � '•�• • �• ► ^ REINF. BAR E.W. NT PIPE BOLLARD VARIABLE EXPANSION JOINTS 24' -0" O.C. SEE SITE PL LIJ { •. "� y In • • SCORE (SEE DETAIL) 4" CONCRETE WALK 1/2" EXPANSION JOINT (SEE DETAIL) COMPACTED SUBGRADE TO 90% STANDARD PROCTOR NOTE: LEVELING COURSE MAY BE USED CONCRETE WALK SECTION ON -SITE ONLY 100'-0" TOP OF CURB f �-- TRANSVERSE -� PAVEMENT EXPANSION BOTTOM OF CURB JOINTS TRANSVERSE CONTRACTION JOINTS CURB JOINT DETAIL 8.339 + 59 = 13.33% > 11 io 59 MAXIMUM 0 lr0 � @ 0.4"1 PROVIDE 2' -0" LEVEL STRIP IF ALGEBRAIC PROVIDE CURB AS REQUIRED. MAY N DIFFERENCE EXCEEDS 119 BE MONOLITHIC WITH LEVEL STRIP 0 QO 0 o.s' * -1.4• ' CHANGE OF GRADE SQUARE PATTERN SECTION A -A 2' 2' 2' TRUNCATED DOMES USED IN DETECTABLE WARNINGS DETAIL OF RAMP GROOVES a DETECTABLE WARNING BRICK BRUSHED SAND MIXTURE SETTING BED SLOPF 12.1 CONCRETE BASE PAVEMENT DEU=AM ON WALiKIWI SWAM THE MATERIAL SHALL CONTRAST VISUALLY MATH ADJOINING SURFACES, EITHER UGHT -ON -DARK, OR DARK -ON -UGHT. THE MATERIAL USED TO PROVIDE CONTRAST SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. BRICK SQUARE CONSTRUCTION (i#5 SPA. ®18' PI 1 PAVEMENT ], THESE DIMENSIONS ARE RASED ON A bin CURB HEIGHT THEY SHALL BE PROPORTIONAU_Y ADJUSTED FOR OTHER CURB HEIGHTS. 2, WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION TO THE WIDTH SHOWN SUCH WIDTH MAY BE DECREASED TO A MINIMUM OF 0 3, THE BOTTOM nr;P OF THE CURB RAMP HA I B FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER NE A. LANDING AREAS AT THE TOP OF CURB RAMPS SHALL HAVE MAXIMUM GROSS SLOPE OF 50:1 IN ANY DIR CTION. MEN SI INFEASIBILITY PRECLUDES A LANDING SLOPE OF 50:1 IN ANY DIRECTION, THE SLOPE PFRPENDICU! AR TO THE CURB FACE SHALL NOT EXCEED 50-1 5, IF SITE INFEASIBILITY PR I tmF CONSTRUCTION TO THE WIDTH SHOWN E LANDING WIDTH MAY BE DECREASED TO 3' -0" MINIMUM THE RUNNING CONSTRUCTION OF CURB I SLOPE OF THE CURB RAMP MAY BE STEEPENED TO A MAXIMUM OF 10:1 FOR IF SEPARATED FROM RAMP A MAXIMUM 61N. RISE f, DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH OF IRA 1 tO Z, ALGEBRAIC DIFFERENCE IN RARE BETWEEN THE BASE OF CURB RAMP AND THE GUTTER SHALL BE LIMITED TO LESS THAN 10% IF IT IS NOT PRACTICAL 2'-0' -0 WIDE LEVEL STRIP SHALL B PROVIDED. SEE DETAIL KETCH. 1' -6w #5 x 2' -0" ALTERNATE CURB CONSTRUCTION SIDEWALK RAMP DETAILS � m o rn v w .� X a� v LL_ � c q •rn .a • i� WC (0 0 L) U ° I r` a � o 0 Ci U mot' �r ao U) W LL ::) z W Q W 0 O z U Q 0 W W C�3 Z C) U � J LJLJ W w � W �Q �- W U) U W 1� (0 (n r Q w (lJ r t- � - U Lwi! J � W CL REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # Lii ii Yii •: i/ C -i• • -i• ir' o-i, •.i. >♦- •.� •.�„ Cdr �- .. .. .. 1 �� ter/ �, I� . gr om MFINM F�Ww ii Iva" " p go �, N 00 om � . I I I I 7 \\�7 \, 777 7 ► 10' 20 10' 10' 1" OF 11A SURFACE 1/4"/ft. W2" OF 9A SURFACE 6" OF #53 CRUSHED STONE COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% MIMS MINE, ASTM D -1557 BASE IDOH SECTION 303 PAVEMENT SECTION WITHIN RIGHT OF WAY RAMP 4b' WALK FACE OF CURB --1 1 t • '° • • ' •" 0 2' WIDE TACTILE WARNING REQUIRED a O!' PAVEMENT =- cD 0 0 2" CONC. ROLL CURS � 1- ASPHALT PAVEMENT (SEE DETAIL, THIS SHEET) SUBSURFACE DRAIN (AS REQUIRED, SEE SITE DEVELOPMENT PLANS) ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 110 # /SYD 330 /SYD Ice MULTI --USE PATH DETAIL IDOH SECTION 403 IDOH SECTION 403 HOT ASPHALTIC HOT 12" 10' -0 "ASPHALT COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% ASTM D -1557 BASE IDOH SECTION 303 HEAVY DUTY PAVEMENT SECTION ON SITE PLAN INDOT SECTION 403 INDOT SECTION 403 HOT ASPHALTIC HOT ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 BINDER 1" COMPACTED AGGREGATE BASE INDOT SECTION 303 2 1/2" co COMPACT SUBGRADE TO 90% ASTM D -1557 TYPICAL PAVEMENT SECTION ON SITE 2' CURB AND GUTTER �--- 1 :12 MAX. SLOPE a' cork. SIDEWALK RIGHT -OF -WAYS 25' RAD. 25' RAD. 4' WIDE SIDEWALK 1%2" PREFORMED NOTE: - -_ JOINT FILLER HANDICAPPED RAMP - CONSTRUCTION SHALL BE I - IN ACCORDANCE WITH LATEST A.D.A. STANDARDS LF PLAN VIEW PAVEMENT RAMP 4' WALK SEE PAVEMENT 12 (MAX) 20 OR FLATTER SECTION DETAIL 1 r- IF SECTION A -A NOTES: 1. CONCRETE FOR RAMP TO MATCH SITE CONCRETE SPECIFICATIONS WITH 6X6,10/10 W.W.F. 2- AGGREGATE TO BE COMPACTED TO 90% OF MODIFIED PROCTOR (ASTM, D7557) OR AS SPECIFIED BY SOILS REPORT 3. CONTRACTOR TO COMPLY WITH AMERICANS WITH DISABILITIES ACT REQUIREMENTS WHEN CONSTRUCTING FACILITIES FOR HANDICAP ACCESSIBILITY. HANDICAP RAMP PLAN VIEW 4' MIN. 0' to 6'8" WIDTH OF RAMP 0' to 6'8" OPE 12:1 - SLOPE 12:1 r, SECTION B -B � 1» CONC. WASH ( g" DIA. PIPE FILLED W/ CONC. ° (PAINT SAFETY YELLOW) � FURN. BY STEEL CONTR. Lo -J tai U) Ix ► I T /PAVING INST_ BY CONC. CONTR. ► I _ CONC. WASH 1' -6" DIA. •�•�- `► CONC. FOOTING 1 - -.�; =: } •; #6 X 1, -2„ LANG � '•�• • �• ► ^ REINF. BAR E.W. NT PIPE BOLLARD VARIABLE EXPANSION JOINTS 24' -0" O.C. SEE SITE PL LIJ { •. "� y In • • SCORE (SEE DETAIL) 4" CONCRETE WALK 1/2" EXPANSION JOINT (SEE DETAIL) COMPACTED SUBGRADE TO 90% STANDARD PROCTOR NOTE: LEVELING COURSE MAY BE USED CONCRETE WALK SECTION ON -SITE ONLY 100'-0" TOP OF CURB f �-- TRANSVERSE -� PAVEMENT EXPANSION BOTTOM OF CURB JOINTS TRANSVERSE CONTRACTION JOINTS CURB JOINT DETAIL 8.339 + 59 = 13.33% > 11 io 59 MAXIMUM 0 lr0 � @ 0.4"1 PROVIDE 2' -0" LEVEL STRIP IF ALGEBRAIC PROVIDE CURB AS REQUIRED. MAY N DIFFERENCE EXCEEDS 119 BE MONOLITHIC WITH LEVEL STRIP 0 QO 0 o.s' * -1.4• ' CHANGE OF GRADE SQUARE PATTERN SECTION A -A 2' 2' 2' TRUNCATED DOMES USED IN DETECTABLE WARNINGS DETAIL OF RAMP GROOVES a DETECTABLE WARNING BRICK BRUSHED SAND MIXTURE SETTING BED SLOPF 12.1 CONCRETE BASE PAVEMENT DEU=AM ON WALiKIWI SWAM THE MATERIAL SHALL CONTRAST VISUALLY MATH ADJOINING SURFACES, EITHER UGHT -ON -DARK, OR DARK -ON -UGHT. THE MATERIAL USED TO PROVIDE CONTRAST SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. BRICK SQUARE CONSTRUCTION (i#5 SPA. ®18' PI 1 PAVEMENT ], THESE DIMENSIONS ARE RASED ON A bin CURB HEIGHT THEY SHALL BE PROPORTIONAU_Y ADJUSTED FOR OTHER CURB HEIGHTS. 2, WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION TO THE WIDTH SHOWN SUCH WIDTH MAY BE DECREASED TO A MINIMUM OF 0 3, THE BOTTOM nr;P OF THE CURB RAMP HA I B FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER NE A. LANDING AREAS AT THE TOP OF CURB RAMPS SHALL HAVE MAXIMUM GROSS SLOPE OF 50:1 IN ANY DIR CTION. MEN SI INFEASIBILITY PRECLUDES A LANDING SLOPE OF 50:1 IN ANY DIRECTION, THE SLOPE PFRPENDICU! AR TO THE CURB FACE SHALL NOT EXCEED 50-1 5, IF SITE INFEASIBILITY PR I tmF CONSTRUCTION TO THE WIDTH SHOWN E LANDING WIDTH MAY BE DECREASED TO 3' -0" MINIMUM THE RUNNING CONSTRUCTION OF CURB I SLOPE OF THE CURB RAMP MAY BE STEEPENED TO A MAXIMUM OF 10:1 FOR IF SEPARATED FROM RAMP A MAXIMUM 61N. RISE f, DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH OF IRA 1 tO Z, ALGEBRAIC DIFFERENCE IN RARE BETWEEN THE BASE OF CURB RAMP AND THE GUTTER SHALL BE LIMITED TO LESS THAN 10% IF IT IS NOT PRACTICAL 2'-0' -0 WIDE LEVEL STRIP SHALL B PROVIDED. SEE DETAIL KETCH. 1' -6w #5 x 2' -0" ALTERNATE CURB CONSTRUCTION SIDEWALK RAMP DETAILS � m o rn v w .� X a� v LL_ � c q •rn .a • i� WC (0 0 L) U ° I r` a � o 0 Ci U mot' �r ao U) W LL ::) z W Q W 0 O z U Q 0 W W C�3 Z C) U � J LJLJ W w � W �Q �- W U) U W 1� (0 (n r Q w (lJ r t- � - U Lwi! J � W CL REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # I I I 7 \\�7 \, 777 7 ► 10' 20 10' 10' 1" OF 11A SURFACE 1/4"/ft. W2" OF 9A SURFACE 6" OF #53 CRUSHED STONE COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% MIMS MINE, ASTM D -1557 BASE IDOH SECTION 303 PAVEMENT SECTION WITHIN RIGHT OF WAY RAMP 4b' WALK FACE OF CURB --1 1 t • '° • • ' •" 0 2' WIDE TACTILE WARNING REQUIRED a O!' PAVEMENT =- cD 0 0 2" CONC. ROLL CURS � 1- ASPHALT PAVEMENT (SEE DETAIL, THIS SHEET) SUBSURFACE DRAIN (AS REQUIRED, SEE SITE DEVELOPMENT PLANS) ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 110 # /SYD 330 /SYD Ice MULTI --USE PATH DETAIL IDOH SECTION 403 IDOH SECTION 403 HOT ASPHALTIC HOT 12" 10' -0 "ASPHALT COMPACT SUBGRADE COMPACTED AGGREGATE TO 90% ASTM D -1557 BASE IDOH SECTION 303 HEAVY DUTY PAVEMENT SECTION ON SITE PLAN INDOT SECTION 403 INDOT SECTION 403 HOT ASPHALTIC HOT ASPHALTIC CONCRETE SURFACE #11 CONCRETE #9 BINDER 1" COMPACTED AGGREGATE BASE INDOT SECTION 303 2 1/2" co COMPACT SUBGRADE TO 90% ASTM D -1557 TYPICAL PAVEMENT SECTION ON SITE 2' CURB AND GUTTER �--- 1 :12 MAX. SLOPE a' cork. SIDEWALK RIGHT -OF -WAYS 25' RAD. 25' RAD. 4' WIDE SIDEWALK 1%2" PREFORMED NOTE: - -_ JOINT FILLER HANDICAPPED RAMP - CONSTRUCTION SHALL BE I - IN ACCORDANCE WITH LATEST A.D.A. STANDARDS LF PLAN VIEW PAVEMENT RAMP 4' WALK SEE PAVEMENT 12 (MAX) 20 OR FLATTER SECTION DETAIL 1 r- IF SECTION A -A NOTES: 1. CONCRETE FOR RAMP TO MATCH SITE CONCRETE SPECIFICATIONS WITH 6X6,10/10 W.W.F. 2- AGGREGATE TO BE COMPACTED TO 90% OF MODIFIED PROCTOR (ASTM, D7557) OR AS SPECIFIED BY SOILS REPORT 3. CONTRACTOR TO COMPLY WITH AMERICANS WITH DISABILITIES ACT REQUIREMENTS WHEN CONSTRUCTING FACILITIES FOR HANDICAP ACCESSIBILITY. HANDICAP RAMP PLAN VIEW 4' MIN. 0' to 6'8" WIDTH OF RAMP 0' to 6'8" OPE 12:1 - SLOPE 12:1 r, SECTION B -B � 1» CONC. WASH ( g" DIA. PIPE FILLED W/ CONC. ° (PAINT SAFETY YELLOW) � FURN. BY STEEL CONTR. Lo -J tai U) Ix ► I T /PAVING INST_ BY CONC. CONTR. ► I _ CONC. WASH 1' -6" DIA. •�•�- `► CONC. FOOTING 1 - -.�; =: } •; #6 X 1, -2„ LANG � '•�• • �• ► ^ REINF. BAR E.W. NT PIPE BOLLARD VARIABLE EXPANSION JOINTS 24' -0" O.C. SEE SITE PL LIJ { •. "� y In • • SCORE (SEE DETAIL) 4" CONCRETE WALK 1/2" EXPANSION JOINT (SEE DETAIL) COMPACTED SUBGRADE TO 90% STANDARD PROCTOR NOTE: LEVELING COURSE MAY BE USED CONCRETE WALK SECTION ON -SITE ONLY 100'-0" TOP OF CURB f �-- TRANSVERSE -� PAVEMENT EXPANSION BOTTOM OF CURB JOINTS TRANSVERSE CONTRACTION JOINTS CURB JOINT DETAIL 8.339 + 59 = 13.33% > 11 io 59 MAXIMUM 0 lr0 � @ 0.4"1 PROVIDE 2' -0" LEVEL STRIP IF ALGEBRAIC PROVIDE CURB AS REQUIRED. MAY N DIFFERENCE EXCEEDS 119 BE MONOLITHIC WITH LEVEL STRIP 0 QO 0 o.s' * -1.4• ' CHANGE OF GRADE SQUARE PATTERN SECTION A -A 2' 2' 2' TRUNCATED DOMES USED IN DETECTABLE WARNINGS DETAIL OF RAMP GROOVES a DETECTABLE WARNING BRICK BRUSHED SAND MIXTURE SETTING BED SLOPF 12.1 CONCRETE BASE PAVEMENT DEU=AM ON WALiKIWI SWAM THE MATERIAL SHALL CONTRAST VISUALLY MATH ADJOINING SURFACES, EITHER UGHT -ON -DARK, OR DARK -ON -UGHT. THE MATERIAL USED TO PROVIDE CONTRAST SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. BRICK SQUARE CONSTRUCTION (i#5 SPA. ®18' PI 1 PAVEMENT ], THESE DIMENSIONS ARE RASED ON A bin CURB HEIGHT THEY SHALL BE PROPORTIONAU_Y ADJUSTED FOR OTHER CURB HEIGHTS. 2, WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION TO THE WIDTH SHOWN SUCH WIDTH MAY BE DECREASED TO A MINIMUM OF 0 3, THE BOTTOM nr;P OF THE CURB RAMP HA I B FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER NE A. LANDING AREAS AT THE TOP OF CURB RAMPS SHALL HAVE MAXIMUM GROSS SLOPE OF 50:1 IN ANY DIR CTION. MEN SI INFEASIBILITY PRECLUDES A LANDING SLOPE OF 50:1 IN ANY DIRECTION, THE SLOPE PFRPENDICU! AR TO THE CURB FACE SHALL NOT EXCEED 50-1 5, IF SITE INFEASIBILITY PR I tmF CONSTRUCTION TO THE WIDTH SHOWN E LANDING WIDTH MAY BE DECREASED TO 3' -0" MINIMUM THE RUNNING CONSTRUCTION OF CURB I SLOPE OF THE CURB RAMP MAY BE STEEPENED TO A MAXIMUM OF 10:1 FOR IF SEPARATED FROM RAMP A MAXIMUM 61N. RISE f, DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH OF IRA 1 tO Z, ALGEBRAIC DIFFERENCE IN RARE BETWEEN THE BASE OF CURB RAMP AND THE GUTTER SHALL BE LIMITED TO LESS THAN 10% IF IT IS NOT PRACTICAL 2'-0' -0 WIDE LEVEL STRIP SHALL B PROVIDED. SEE DETAIL KETCH. 1' -6w #5 x 2' -0" ALTERNATE CURB CONSTRUCTION SIDEWALK RAMP DETAILS � m o rn v w .� X a� v LL_ � c q •rn .a • i� WC (0 0 L) U ° I r` a � o 0 Ci U mot' �r ao U) W LL ::) z W Q W 0 O z U Q 0 W W C�3 Z C) U � J LJLJ W w � W �Q �- W U) U W 1� (0 (n r Q w (lJ r t- � - U Lwi! J � W CL REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # ON SITE 2' CURB AND GUTTER �--- 1 :12 MAX. SLOPE a' cork. SIDEWALK RIGHT -OF -WAYS 25' RAD. 25' RAD. 4' WIDE SIDEWALK 1%2" PREFORMED NOTE: - -_ JOINT FILLER HANDICAPPED RAMP - CONSTRUCTION SHALL BE I - IN ACCORDANCE WITH LATEST A.D.A. STANDARDS LF PLAN VIEW PAVEMENT RAMP 4' WALK SEE PAVEMENT 12 (MAX) 20 OR FLATTER SECTION DETAIL 1 r- IF SECTION A -A NOTES: 1. CONCRETE FOR RAMP TO MATCH SITE CONCRETE SPECIFICATIONS WITH 6X6,10/10 W.W.F. 2- AGGREGATE TO BE COMPACTED TO 90% OF MODIFIED PROCTOR (ASTM, D7557) OR AS SPECIFIED BY SOILS REPORT 3. CONTRACTOR TO COMPLY WITH AMERICANS WITH DISABILITIES ACT REQUIREMENTS WHEN CONSTRUCTING FACILITIES FOR HANDICAP ACCESSIBILITY. HANDICAP RAMP PLAN VIEW 4' MIN. 0' to 6'8" WIDTH OF RAMP 0' to 6'8" OPE 12:1 - SLOPE 12:1 r, SECTION B -B � 1» CONC. WASH ( g" DIA. PIPE FILLED W/ CONC. ° (PAINT SAFETY YELLOW) � FURN. BY STEEL CONTR. Lo -J tai U) Ix ► I T /PAVING INST_ BY CONC. CONTR. ► I _ CONC. WASH 1' -6" DIA. •�•�- `► CONC. FOOTING 1 - -.�; =: } •; #6 X 1, -2„ LANG � '•�• • �• ► ^ REINF. BAR E.W. NT PIPE BOLLARD VARIABLE EXPANSION JOINTS 24' -0" O.C. SEE SITE PL LIJ { •. "� y In • • SCORE (SEE DETAIL) 4" CONCRETE WALK 1/2" EXPANSION JOINT (SEE DETAIL) COMPACTED SUBGRADE TO 90% STANDARD PROCTOR NOTE: LEVELING COURSE MAY BE USED CONCRETE WALK SECTION ON -SITE ONLY 100'-0" TOP OF CURB f �-- TRANSVERSE -� PAVEMENT EXPANSION BOTTOM OF CURB JOINTS TRANSVERSE CONTRACTION JOINTS CURB JOINT DETAIL 8.339 + 59 = 13.33% > 11 io 59 MAXIMUM 0 lr0 � @ 0.4"1 PROVIDE 2' -0" LEVEL STRIP IF ALGEBRAIC PROVIDE CURB AS REQUIRED. MAY N DIFFERENCE EXCEEDS 119 BE MONOLITHIC WITH LEVEL STRIP 0 QO 0 o.s' * -1.4• ' CHANGE OF GRADE SQUARE PATTERN SECTION A -A 2' 2' 2' TRUNCATED DOMES USED IN DETECTABLE WARNINGS DETAIL OF RAMP GROOVES a DETECTABLE WARNING BRICK BRUSHED SAND MIXTURE SETTING BED SLOPF 12.1 CONCRETE BASE PAVEMENT DEU=AM ON WALiKIWI SWAM THE MATERIAL SHALL CONTRAST VISUALLY MATH ADJOINING SURFACES, EITHER UGHT -ON -DARK, OR DARK -ON -UGHT. THE MATERIAL USED TO PROVIDE CONTRAST SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. BRICK SQUARE CONSTRUCTION (i#5 SPA. ®18' PI 1 PAVEMENT ], THESE DIMENSIONS ARE RASED ON A bin CURB HEIGHT THEY SHALL BE PROPORTIONAU_Y ADJUSTED FOR OTHER CURB HEIGHTS. 2, WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION TO THE WIDTH SHOWN SUCH WIDTH MAY BE DECREASED TO A MINIMUM OF 0 3, THE BOTTOM nr;P OF THE CURB RAMP HA I B FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER NE A. LANDING AREAS AT THE TOP OF CURB RAMPS SHALL HAVE MAXIMUM GROSS SLOPE OF 50:1 IN ANY DIR CTION. MEN SI INFEASIBILITY PRECLUDES A LANDING SLOPE OF 50:1 IN ANY DIRECTION, THE SLOPE PFRPENDICU! AR TO THE CURB FACE SHALL NOT EXCEED 50-1 5, IF SITE INFEASIBILITY PR I tmF CONSTRUCTION TO THE WIDTH SHOWN E LANDING WIDTH MAY BE DECREASED TO 3' -0" MINIMUM THE RUNNING CONSTRUCTION OF CURB I SLOPE OF THE CURB RAMP MAY BE STEEPENED TO A MAXIMUM OF 10:1 FOR IF SEPARATED FROM RAMP A MAXIMUM 61N. RISE f, DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH OF IRA 1 tO Z, ALGEBRAIC DIFFERENCE IN RARE BETWEEN THE BASE OF CURB RAMP AND THE GUTTER SHALL BE LIMITED TO LESS THAN 10% IF IT IS NOT PRACTICAL 2'-0' -0 WIDE LEVEL STRIP SHALL B PROVIDED. SEE DETAIL KETCH. 1' -6w #5 x 2' -0" ALTERNATE CURB CONSTRUCTION SIDEWALK RAMP DETAILS � m o rn v w .� X a� v LL_ � c q •rn .a • i� WC (0 0 L) U ° I r` a � o 0 Ci U mot' �r ao U) W LL ::) z W Q W 0 O z U Q 0 W W C�3 Z C) U � J LJLJ W w � W �Q �- W U) U W 1� (0 (n r Q w (lJ r t- � - U Lwi! J � W CL REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # VARIABLE EXPANSION JOINTS 24' -0" O.C. SEE SITE PL LIJ { •. "� y In • • SCORE (SEE DETAIL) 4" CONCRETE WALK 1/2" EXPANSION JOINT (SEE DETAIL) COMPACTED SUBGRADE TO 90% STANDARD PROCTOR NOTE: LEVELING COURSE MAY BE USED CONCRETE WALK SECTION ON -SITE ONLY 100'-0" TOP OF CURB f �-- TRANSVERSE -� PAVEMENT EXPANSION BOTTOM OF CURB JOINTS TRANSVERSE CONTRACTION JOINTS CURB JOINT DETAIL 8.339 + 59 = 13.33% > 11 io 59 MAXIMUM 0 lr0 � @ 0.4"1 PROVIDE 2' -0" LEVEL STRIP IF ALGEBRAIC PROVIDE CURB AS REQUIRED. MAY N DIFFERENCE EXCEEDS 119 BE MONOLITHIC WITH LEVEL STRIP 0 QO 0 o.s' * -1.4• ' CHANGE OF GRADE SQUARE PATTERN SECTION A -A 2' 2' 2' TRUNCATED DOMES USED IN DETECTABLE WARNINGS DETAIL OF RAMP GROOVES a DETECTABLE WARNING BRICK BRUSHED SAND MIXTURE SETTING BED SLOPF 12.1 CONCRETE BASE PAVEMENT DEU=AM ON WALiKIWI SWAM THE MATERIAL SHALL CONTRAST VISUALLY MATH ADJOINING SURFACES, EITHER UGHT -ON -DARK, OR DARK -ON -UGHT. THE MATERIAL USED TO PROVIDE CONTRAST SHALL BE AN INTEGRAL PART OF THE WALKING SURFACE. BRICK SQUARE CONSTRUCTION (i#5 SPA. ®18' PI 1 PAVEMENT ], THESE DIMENSIONS ARE RASED ON A bin CURB HEIGHT THEY SHALL BE PROPORTIONAU_Y ADJUSTED FOR OTHER CURB HEIGHTS. 2, WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION TO THE WIDTH SHOWN SUCH WIDTH MAY BE DECREASED TO A MINIMUM OF 0 3, THE BOTTOM nr;P OF THE CURB RAMP HA I B FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER NE A. LANDING AREAS AT THE TOP OF CURB RAMPS SHALL HAVE MAXIMUM GROSS SLOPE OF 50:1 IN ANY DIR CTION. MEN SI INFEASIBILITY PRECLUDES A LANDING SLOPE OF 50:1 IN ANY DIRECTION, THE SLOPE PFRPENDICU! AR TO THE CURB FACE SHALL NOT EXCEED 50-1 5, IF SITE INFEASIBILITY PR I tmF CONSTRUCTION TO THE WIDTH SHOWN E LANDING WIDTH MAY BE DECREASED TO 3' -0" MINIMUM THE RUNNING CONSTRUCTION OF CURB I SLOPE OF THE CURB RAMP MAY BE STEEPENED TO A MAXIMUM OF 10:1 FOR IF SEPARATED FROM RAMP A MAXIMUM 61N. RISE f, DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH OF IRA 1 tO Z, ALGEBRAIC DIFFERENCE IN RARE BETWEEN THE BASE OF CURB RAMP AND THE GUTTER SHALL BE LIMITED TO LESS THAN 10% IF IT IS NOT PRACTICAL 2'-0' -0 WIDE LEVEL STRIP SHALL B PROVIDED. SEE DETAIL KETCH. 1' -6w #5 x 2' -0" ALTERNATE CURB CONSTRUCTION SIDEWALK RAMP DETAILS � m o rn v w .� X a� v LL_ � c q •rn .a • i� WC (0 0 L) U ° I r` a � o 0 Ci U mot' �r ao U) W LL ::) z W Q W 0 O z U Q 0 W W C�3 Z C) U � J LJLJ W w � W �Q �- W U) U W 1� (0 (n r Q w (lJ r t- � - U Lwi! J � W CL REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # REVISIONS 1/11/06 •r REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 M /12/06 « RFYtSED PER LETTER DATED 5/24/06 AND C MtTH HAlI1TON COUNTY YG 0 /11 /06 « REyiSEp PER (FTiFJt DATED 1014/06 YG D�A�GISTE • ' .41�/��'% No. *' 10000418 STATE OF DRAWING: 2308C801 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: TUBE FILE # 0 U 0 rs J7 ri 0 0 c =n J CL CL in 0 c.t ( -o 0 CD 0 0 Co CDc.1 r� P7 c -; cif ti rri cV i 0 1­) C`1 Vi EDGE OF PAVEMENT. CURB, GUTTER OR SIMILAR STRUCTURE MIN. 6' TOPSOIL IN THE PUBLIC R/W TO ENSURE GRASS GROWTH � 41 J \ ' EARTH BACKFILL I t MIN. 1.25 BC+12' LEGEND I` Bc = OUTSIDE DIAMETER \ MIN. D = INSIDE DIAMETER 12 d = DEPTH OF BEDDING #8 CRUSHED STONE - - MATERIAL BELOW PIPE BEDDING MATERIAL ONLY; _ HAND TAMPED OR WALKED INTO PLACE. NOTES: 1. ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6' TO 12' BALANCED LIFTS. 2. A MINIMUM 9" CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. PLASTIC PIPE (PVC & HDPE) TRENCH DETAIL GREATER THAN 5' FROM EDGE OF PAVEMENT (REV. PER C.T.R.W.D.) EDGE OF PAVEMENT, CURB, GUTTER OR SIMILAR STRUCTURE ' MIN_ 6' TOPSOIL IN THE PUBLIC R/W TO ENSURE GRASS GROWTH :...' i y/ LEGEND I \ \� Bc = OUTSIDE DIAMETER MIN. 1.25 Bc +12' I D = INSIDE DIAMETER I d = DEPTH OF BEDDING EARTH BACKFILL MATERIAL BELOW PIPE DEPTH OF BEDDING 4 1t�I� ,� II k \ MATERIAL BELOW PIPE 'B' BORROW OR EQUIV. i �7 D (d)MIN. GRANULAR MATERIAL + 27" & SMALLER 3' COMPACTED TO 95% 1/6 c 30" TO 60" 4' STANDARD PROCTOR = d 66' & LARGER 6' DENSITY. , NOTES: 1. ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6" TO 12" BALANCED LIFTS. 2. A MINIMUM 9' OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE - REINFORCED CONCRETE PIPE (RCP) TRENCH DETAIL GREATER THAN 5' FROM EDGE OF PAVEMENT EDGE OF PAVEMENT, CURB, GUTTER OR SIMILAR STRUCTURE S MIN. 6" TOPSOIL IN THE PUBLIC R/W TO ENSURE GRASS GROWTH "B" BORROW OR EQUIV- GRANULAR MATERIAL COMPACTED TO 95% MIN. 1.25 Bc +12" LEGEND STANDARD PROCTOR Bc = OUTSIDE DIAMETER DENSITY. \ :; M2: D = INSIDE DIAMETER d = DEPTH OF BEDDING #8 CRUSHED STONE MATERIAL BELOW PIPE BEDDING MATERIAL ONLY; HAND TAMPED OR WALKED ' INTO PLACE. : g NOTES: 1. ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6" TO 12" BALANCED LIFTS. 2. A MINIMUM 9" CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. PLASTIC PIPE (PVC & HDPE) TRENCH DETAIL WITHIN 5' OF EDGE OF PAVEMENT (REV. PER C.T.R.W.D.) EDGE OF PAVEMENT, CURB, GUTTER OR SIMILAR STRUCTURE S MIN. 6' TOPSOIL IN THE PUBLIC R/W TO ENSURE ±: • GRASS GROWTH LEGEND \ _ \ Bc = OUTSIDE DIAMETER MIN. 1.25 Bc+t2' D = INSIDE DIAMETER d = DEPTH OF BEDDING MATERIAL BELOW PIPE "B" BORROW OR EQUIV. �` \ DEPTH OF BEDDING GRANULAR MATERIAL MATERIAL BELOW PIPE COMPACTED TO 95% D (d)MIN. STANDARD PROCTOR 27' & SMALLER 3' DENSITY. 30" TO 60" 4' Ell _ d 66" & LARGER 6" aa• NOTES: 1. ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6" TO 12' BALANCED LIFTS. 2. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. REINFORCED CONCRETE PIPE (RCP) TRENCH DETAIL WITHIN 5' OF EDGE OF PAVEMENT PLYWOOD MARINE �•z. i\ MARK POTABLE & NON- POTABLE SYSTEM -150 PS1 TEST PRIES 4" 6" 8" 10" 12" 16" A 90' 1.1 2.6 4.6 7.5 10.4 18.2 8 45' 0.7 1.4 2.5 4.0 5.7 9.3: C (22 1/2') W W f I NOTES: 1. ABOVE TABLE INDICATES CU. FT. OF CONC. REQUIRED WITH SOIL PRESSURE OF 2000 P.S.F. MIN. 2. PLACE PAPER OR PLASTIC BETWEEN FITTING & CONCRETE. 3_ ALL CONCRETE TO BE 18" MIN. THICKNESS FROM FITTING TO SOIL. THRUST BLOCK TABLE STEAMER CONNECTION GRADE FIRE HYDRANT MUELLER—," CENTURION OR EQUAL COMPACTED BACKFILL DRAIN (KEEP OPEN) VALVE BOX UNDISTURBED EARTH GATE VALVE CRUSHED STONE WATER MAIN M.J. TEE CONCRETE THRUST BLOCK CONCRETE THRUST BLOCK J CRUSHED STONE PIPE SIZE PER PLANS (EXTENDS HALF -WAY UP SIDE OF PIPE) NOTE: VALVE TO BE PLACED ON MAIN SIDE OF STREET FIRE HYDRANT ASSEMBLY SEWER WATER 18' MINIMUM --,j A 10' MINIMUM WATER SEWB , , IF LESS THAN 18' VERTICAL SEPARATION BETWEEN TOP OF SEWER LINE AND BOTTOM( OF WATER LINE, THE SEWER PIPE SHALL BE WATER MAIN GRADE PIPE FOR A MINIMUM OF 10' IN EACH DIRECTION, WITH JOINTS AS FAR AS FROM WATER LINE AS POSSIBLE. WATER & SEWER INTERSECTION DETAIL 18' MINIMUM V °_.4 a° 3500 PSI CONCRETE - °• ° • _ ° • ° : / \ \ / \ \ / \\ - °' \ \ \\ Perspective Yew earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH BOTTOM OF TRENCH NOTE: TO BE USED WHEN CLEAR DISTANCE (FROM EXTERIOR PIPE DIAMETER TO EXTERIOR PIPE DIAMETER) BETWEEN SANITARY SEWER PIPING (MAINS, LATERALS, FORCE MAINS, ETC.) AND ALL OTHER PIPES IS 1$' OR LESS, PER ENGINEER'S DIRECTION, OR WHERE NOTED ON IRE CONSTRUCTION PLANS. A MINIMUM CLEAR DISTANCE OF 3' MUST BE PROVIDED TO MAINTAIN STRUCTURAL INTEGRITY OF THE CONCRETE. CONCRETE MUST NOT COME INTO CONTACT WITH FORCE MAIN. AT LEAST 3' OF SAND MUST BE PLACED AS A CUSHION AROUND THE FORCE MAW. IF THE CONFLICT IS BETWEEN A WATER MAIN AND ANY SANITARY SEWER PIPING, 18" CLEARANCE MUST BE MAINTAINED OR NOTE ABOVE APPLIES AND ONLY GRANULAR FILL MAYBE USED. CONCRETE CRADLE DETAIL OUTSIDE CLEANOUT PLUG GRADE ///— & ADAPTER 6" PVC PIPE 1/8 BEND 45' (6" X 6 ") 6" SEWER LATERAL CLEANOUT TYPE I 30 1/2- DIA. PLACE 1/2" DIA. EXTRUDABLE 1' PREFORMED GASKET MATERIAL RISER RING THICKNESS IN EACH KEYWAY ( SEE DETAIL) e -12 1 /4 1/4' OUTSIDE DIA. 34" OR 36" t so' O A i tr 1 24 I.D. -,-� 4 30 1/8' DIA. 27 3/4" 34" O.D. PLAN VIEW SECTION "A' -'A" SECTION 'A' -'A" PRECAST CONCRETE PLACE 1/2" DIAMETER ADJUSTING RING OR EXTRUDABLE PREFORMED FLANGE OF CASTING GASKET MATERIAL IN PRECAST CONCRETE KEYWAY ( SEE DETAIL ). ADJUSTING RING OR FLANGE OF CASTING NORMAL 1/2" BUM RUBBER BASE EXTRUDABLE PREFORMED O GASKET MATERIAL (TYP.) 4 SEE SPECS. I NOMINAL 1/2" BUTYL RUBBER BASE EXTRUDABLE PREFORMED GASKET MATERIAL (TYP.) SEE SPECS. PLAN VIEW GASKET DETAIL GASKET DETAIL ADJUSTING RING DETAIL I i I A MIN. 4" DIA. PIPE CLEANOUT W TRUNK LINE SHALL BE INSTALLED WITHIN THREE NOTE: 1/8 BEND TO BE ::) W INSTALLED AT THIS POINT (3) FEET OF OUTSIDE BUILDING WALL. o TO LATERAL IS REQUIRED V) LATERAL MIN. A PLUG SPECIFIED BY THE PIPE MANUFACTURER SHALL BE USED TO F- Ld 0 SIZE 6" BUILDING LATERAL 1/8 BEND MIN. SIZE 4" ENSURE 100% WATERTIGHTNESS. W U Q o W W f I \ W I f I 1/8 BEND VI � COMPACTION OF GRANULAR j T. 0 BACKFILL IS CRITICAL UNDER j -� WYE AND BEND. IF PROPER W COMPACTION CANNOT BE r ACHIEVED, PLACE A MIN. OF 6" 3' FROM j OF CLASS B CONCRETE AROUND I v 1/8 BEND. BUILDING (TYP.) > I W � PLAN VIEW 1 C.I. LOCATOR MIN. FALL ROD OR MAGNETIC 1/4" PER FOOT TAPE INSTALLED PER SEC. 7.02 —C LBELL HOLES SHALL BE PROVIDED UNDER PIPE RIGHT —OF —WAY LINE ELEVATION SERVICE CONNECTION FOR SHALLOW SEWERS (LESS THAN 15' DEEP) 0 W z NOTE: 1/8 BEND TO BE ::) W INSTALLED AT THIS POINT WHEN 90 DEFLECTION o TO LATERAL IS REQUIRED W U a 45 °WYE (6 "X6 ") 5' MAX. (❑ } PLAN (NOT TO SCALE) OUTSIDE GRADE CLEANOUT /0" PLUG & ADAPTER /x ' - 6" PVC PIPE 1/4 BEND 6" BUILDING DRAIN PIPE (SEWER LATERAL) ---� SECTION CLEANOUT TYPE II MANl14LE CASTING SCHEDULE 1 MANUFACTURER SELF SEALING ±WATERTIGHT _ :: NEB ENAH ! R -1642A R- 1916 -F1 ! EAST JORDAN i 04522 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 i/2 KENT SEAL, OR SING ROW OF 1" KENT SEAL (SEE .MANHOLE CASTING SCHEDULE). ,gNISH GRADE PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS 1NFISHIELD "UNIBAND" INTERIOR JOINTS AND LIFT HOLES BUTYL RUBBER SHALL BE SEALED WITH NON - SHRINK GROUT PER SPECS, NO GROUT ABOVE TOP OF CONE SECTION SET BARREL .•CIN TS i . Di RUBBER TYPE GASKET c EQUAL TO ASTM C --443 AND ON DOLIBLE ROW OF KEiV' SEAA<_ OR SCCLE ROW1 Or 1" KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE A. 13ENCHWALL SHALL BE CLASS 'B" CONC. 4 BENCHWAL? HEIGHT SHALL BE 80% OF PIPE DIA. _ _ i' :MA }t'OLE TO Pi?= C0 =CT;ON °CATS. �.: :I4CLJ NG LATERALS, 5;•iALE BE A -LoaY, RA _ - .SEAL. ,'b: APPROVC0 EWAr PRESS -SEAl AND OTHER FLEXIBLE 800 i FLEXIBLE PLE s USED 1,N. '4iNtOL_S :1}i PIL=E ;SHA` s T 3OE '• IINiERT D =PTHc :4 ; i_ OR G= cFATT-R- _ 6' 3M{IN. COMPACTED #8 STONE .b _..- .....- _ ............. )A NI %ARY I ,�r`INH �LE -- TYVP "A ZS NOT TO SCALE- UIN ALL UU 15, KUAUS I HA I KLC,IUIKL I HE EXISTING PAVEMENT TO BE REMOVED THE DETAIL AS SHOWN BELOW SHALL BECOMVE A PART OF THIS PERMIT. X00) w v CO C °- v 0 U) J L X (1) v LL- c c LLJ 0 L) U 0 l a4 L0 D� o .v E­4 > w C:. o0 0 0 0 <Aenk 3 a� v U' mot• d- �t- aa � U Ww 7w W -- I != WE Q REVISIONS 1/11/06 — REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 MG 06/12/06 - WASM >M tETU DATED 5/24AX AM G NTH HAL11TON COUNTY uG `\`\\`"1y1111U111lNN/N /Il /� GXSTE • '��'''% 9F' RFO •;� No. *� 10000418* —0% STATE OF : =- 4nnnlullnnnn���t DRAWING: 23OBC803 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C802 BE FILE # W W it ::) W i L > V) WW 00 F- Ld 0 <z Q !— W U Q o W W W W r , � W VI � � Q T. 0 � J V ^ L f -� � r a W � U Ww 7w W -- I != WE Q REVISIONS 1/11/06 — REVISED PER COMMENT LETTER DATED 1/10/06 AND ADDE SHEET C402 MG 06/12/06 - WASM >M tETU DATED 5/24AX AM G NTH HAL11TON COUNTY uG `\`\\`"1y1111U111lNN/N /Il /� GXSTE • '��'''% 9F' RFO •;� No. *� 10000418* —0% STATE OF : =- 4nnnlullnnnn���t DRAWING: 23OBC803 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C802 BE FILE # U CL u v I� i 1 t`S CL O O u; c� �tn c, z a r� N O O 0 r D On r7 O cc 0 (fj CD c (j C :v U i a _7 O 43 a� fJ cv M O C: C� S > U� 14" OD (Shown) 16° OD Al 1 93" Pipe coup " ng-� by CCntra.°•rr. 12' !Ong Stub -cut by IS1arLfac ,rer. 13' DIA::' ORIFICE - 6" MIN. WALL THICKNESS 13' DIA. ORIFICE (330.0m) INV. ELEV. 834.97 (254.499m) _L7 r ' Sc 2 SM3 PIxn 61-ar FCt_ 93" 90 314" Pipe COLT rag by centrtor. 12' long Stu` -out by iMai Lrf lrt L - -- „ -- ixtte' - - -- f ` f f 14° OD (Shown) shut Ira Arrhad 160 OD Vent �f !� Re rforc er nent Ia'�gr Con;t Base Pic° e Frame and Cbver Cp rfanu`?ctza�r. ` (° G`e�a) 32" Rim O'fY tiOrtS b n''c`i finished crd-- HDPE r�s can be Feld Grazik'Ri, -nL_ _ cut by Can rz#or•. veit Varies RI�,r IIT swm Cutlet 6V 24" f� • r hiald _ FrWM .R2W IM r _ r �1 :•_ _ pL•.,.,�. {Opp\ 1.ta lVltt t,. 'f•-.• ; -R :r Ma 1 .: _uaiu c,c ��� WW.L: ICil:Yl lt.ti.V111 f s.'y - - ? 12" •� � 3 f4M*M a fra me & C era tl�f( una stiuf d Sc,'i For H -20 Traftic L=dlng Areas NT5 _tancr P Aqua -Swirl Concentrator Model AS -6 On -Line Standard Detail NEENAH R -4899 ANGLE FRAME CAST IN PLACE FOR NEENAH R- 4884 -A DRAINAGE GRATE 1. THIS DETAIL IS PROVIDED FOR BIDDING PURPOSES ONLY. FINAL DESIGN TO BE DONE BY STRUCTURAL ENGINEER 30" PLAN VIEW NEENAH R -4899 ANGLE FRAME PROPOSED LIP CAST IN PLACE FOR NEENAH R- 4884 -A ELEV. 840.23 DRAINAGE GRATE NEENAH R -4899 ANGLE FRAME 30" CAST IN PLACE FOR NEENAH R- 4884 -A PROPOSED LIP a DRAINAGE GRATE ELEV. 839.40 (255.849m) a ;� 6" MIN. WALL e ., THICKNESS 4" RCP OUTLET PIPE (450.0m) IV. ELEV. 834.80 (254.447m) n 13' DIA. ORIFICE (330.0m) INV. ELEV. 834.97 (254.499m)�; eaa -e « i E_ 4 Ai ° 24' RCP OUTLET PIPE (450.0m INV. ELEV. 834.80 (254.447m) 0 MANHOLE BASE SET ON 8-OF #8 OR #2 STONE MANHOLE BASE SET (6" THICK WALL & 8- BOTTOM) ON 8-OF #8 OR 12 STONE (6" THICK WALL & 8" BOTTOM) SECTION A -A CINERGY POND OUTLET CONTROL STRUCTURE _(MODIFIED INLET) DETAIL NOT TO SCALE NEENAH R -4899 ANGLE FRAME A CAST IN PLACE FOR NEENAH R- 4884 -A DRAINAGE GRATE 0 IS' RCP OUTLET PIPE 4' DIA. ORIFICE 30" - - - - - 1. THIS DETAIL IS PROVIDED FOR BIDDING PURPOSES ONLY. FINAL DESIGN TO BE DONE BY STRUCTURAL ENGINEER. 0_1 42" 30" PLAN VIEW NEENAH R -4899 ANGLE FRAME PROPOSED LIP CAST IN PLACE FOR NEENAH R- 4884 -A ELEV. 848.00 DRAINAGE GRATE ORNAMENTAL BRICK NEENAH R -4899 ANGLE FRAME ORNAMENTAL BRICK AROUND STRUCTURE 30 CAST IN PLACE FOR NEENAH R- 4884 -A PROPOSED LIP '� AROUND STRUCTURE DRAINAGE GRATE LL ELEV. 847 -00 6" MIN. WALL THICKNESS 5' DIA. ORIFICE INV. ELEV. 842.00 18' RCP OUTLET PIPE INV. ELEV. 842.00 6" MIN. WALL ° •_ THICKNESS a o j e I a4 Al i ] - - a ° -,d Aa 0 -a 5' DIA. ORIFICE 18" RCP OUTLET PIPE INV. ELEV. 842.00 INV. ELEV. 842.00 a-• - '-•'d -- MANHOLE BASE SET MANHOLE BASE SET ON 8 -OF #8 OR #2" STONE ON 8 -OF #8 OR #2 STONE (6' THICK WALL & 8 BOTTOM) (6' THICK WALL & 8" BOTTOM) • SECTION A -A OUTLET CONTROL STRUCTURE No. 737 MODIFIED INLET DETAIL NOT TO SCALE • P: s€ :tom 3r3zj 5� sl-, FIw-t f:, 10314"OD(SI 12 3/4" Ol Pipe COLIpW ,g by Ccnrtra=r. 12' long Stir by r.1aru� r P:p a C014ing by Ccntra=r_ 12° Icng Stub -o .,t 17Y LC1'e'- 10 3/4' OD (Shown) 12 3/4" OD t ad EZlZas mm by I-40-nut= Rim elE'J'd 0115 rr=xit fins.'- d (S- Det_':s) 32" grade. HDPE ri„ --„rs can be field CLt by Grade (Rim) - ----- _ -_ - -- Vent Riser Vanes i e 104" 6$n 54i rat Outlet Ar> red Baffles i. v ■. -�v ■.o.��L WdL1iRJ NiL�� Shield �-,nDr ^I M i?i/ F�c(Ql }v'^rI7Li = cs -r�z A ua- Svvirl Concentrator Model AS -4 On -Line Standard Detail ,.-c��4't�.lc�t JS P�t�! H�. f 4•.i�3 sY C�.1 r�_-tA� ''�•[t.7 ORNAMENTAL BLOCK WALL (DESIGN BY OTHERS) TOP OF WALL OUTFACE/ WALL DETAIL TOP OF WALL FISTING FRAME AND COVER AS SPECIFIED ON STORM PLAN & PROFILES PRECAST CONCRETE ADJUSTER RINGS IF NEEDED (4 MAX.) (SEE` ADJUSTING RING DETAIL) ASPHALTIC MASTIC OR BUM RUBBER SEAL BETWEEN JOINTS. STANDARD PRECAST MANHOLE CAP OR CONE 2' -O" DIA MANHOLE PIPE PIPE TURNS DIA_ 'F' DIA. 'G' (PAVED AREAS) 96` 48' GREA TER THAN 45 -W 96' 54' -66' UP TO 60' 84' 1 42" GREATER THAN 45' -90' 84* 48" UP TO 45• 72 42 " -48" UP TO 45' 60' 33 " -36" STRAIGHT THRU 60" 7' -33" GREATER THAN 45 -90' 5. 4' -0' DIA. r�a� rRrml 5' DRAIN (PAVED AREAS) _ Qrd � ftsers can _ ca Cc t by COntrctc;. PRECAST MANHOLE BOTTOM 16' TYP. Luiung cye RES1 ENT PACKING TO AVOID SHEAR BOOT I EFFECT PIPE STAINLESS STEEL r ' :: t '= -`•� . Pip? coupling (Rotated for Clarity) CONCRETE REDUCER CAP Varies Riser Venn t FULL HEIGHT MANHOLE by Contractor. It 0 -RING GASKET - ASPHALTIC o Ld TEPS AS SPECIFIED C;3 MASTIC OR BUM RUBBER 1- Ld _j W � W 1---. (n SEAL BETWEEN M.H. JOINTS Q U I by Manurzciurer- Nome it W DIA. 'F" (L PREFORMED HOLE TO MAX. OF a. PIPE O.D. +6' W/NON- SHRINK r r o '- w CEMENT GROUT r (!a Q a I = W - SLOPE 1/2' PER FOOT MIN. 4" DIA. NOTE: SUBSURFACE - MANHOLE CONFORMS TO TILE, "T" STUB .G ASTM C -478 WHERE REQ'D. -NO BRICK OR BLOCK WILL Q�Q BE ALLOWED IN MANHOLE PRECAST CONCRETE ' •. - r �.. MANHOLE BASE 3' MIN. .j Ar ct ,ed � .� ,. ,: •. - ... • -� .. � •. �: Vent 8' MIN. 3' MIN. 6$" STORM MANHOLE /INLET TYPE MANHOLE BASE SET "F" ON 6" OF #8 OR #2 STONE POND DETAIL STANDARD NOTE: Flaw: 1;.0 cfs C-!��� } $ Sto . . 910 qa% Please see accompanied Aqua -Swirl specirica Lion notes. * See Site Plan for actual system orientation. Pipe coupling by Contractor. 12" long Stub aut by i lanufact•4rer., Max 20" Manhole Frame & Cover Detail For H -20 Traffic Loadina Areas NTS 132" tIan CeFRrM.ea1 COVe by 1'tanufactur ei rLift:n E 119 5/8' (See Deta ls) >, n Rim e eyz50rs to malcl� fnisf�1 d Eye 32 32 HD r = b� f d r331I+es Plan View d asiii DES -t-1 �`� Ll Scz�e 13:a TN r•.+ =_- s- .3.,�= +;:- r_; -t+, JS. Pan:ffl ta. 6524473 and rt Pa`_�,x TYPICAL PAVEMENT SECTION (SEE DETAIL FOR DIMENSIONS) NO. 8 COURSE AGGR. REQ'D. AMOCO 4535 GEOTEXTILE cn S' PERF. CORRUGATED POLYETHYLENE TUBING (ASTM F 405) MIN. SLOPE 0-20% W r�a� rRrml SUBSURFACE DRAIN (PAVED AREAS) _ Qrd � ftsers can _ ca Cc t by COntrctc;. PRECAST MANHOLE BOTTOM BAND FLEXIBLE Luiung cye RES1 ENT PACKING TO AVOID SHEAR BOOT I EFFECT PIPE STAINLESS STEEL r ' :: t '= -`•� . Pip? coupling (Rotated for Clarity) Riser Varies Riser Venn t O by Contractor. It W o Ld W C;3 12" long Stub -out 1- Ld _j W � W 1---. (n w Q U by Manurzciurer- A MaX 20" OD r r Reinforced � r (!a Q W ICp S:vri In'p-_ S:•: r t In'et 114" .j Ar ct ,ed � Vent 24" 6$" Reinforcement e ", .. A Phom (888) 344 -9D44 1' Lau �l ltl Y t2gonal Base Plate www.aquasilieldinc-com 12" Bedding - - - - =- Section A- = Undisturbed Sr,' I - ua -Swirl Concentrator Model AS -9 On -Line Standard Detail TYPICAL PAVEMENT SECTION (SEE DETAIL FOR DIMENSIONS) NO. 8 COURSE AGGR. REQ'D. AMOCO 4535 GEOTEXTILE cn S' PERF. CORRUGATED POLYETHYLENE TUBING (ASTM F 405) MIN. SLOPE 0-20% NOTES: 1. FLEXIBLE CONNECTORS SHALL CONFORM TO ASTM C -923 2. THE CAST -IN -PLACE INFLATABLE GASKET SHALL CONFORM TO ASTM C -923 3. ALL CONNECTIONS SHALL PROVIDE A WATERTIGHT SEAL BETWEEN THE PIPE AND MANHOLE THE CONNECTOR SHALL BE THE SOLE ELEMENT RELIED UPON TO ASSURE A FLEXIBLE WATER TIGHT SEAL OF THE PIPE TO THE MANHOLE rim W Ljj D SUBSURFACE DRAIN (PAVED AREAS) _ KOR -N -AL EQUAL EXPANDING PRECAST MANHOLE BOTTOM BAND FLEXIBLE _ RES1 ENT PACKING TO AVOID SHEAR BOOT I EFFECT PIPE STAINLESS STEEL r ' :: t '= -`•� . EXTERNAL CLAMP '• - - 6' MIN. #2 STONE O PIPE CONNECTION TO MANHOLE NOTES: 1. FLEXIBLE CONNECTORS SHALL CONFORM TO ASTM C -923 2. THE CAST -IN -PLACE INFLATABLE GASKET SHALL CONFORM TO ASTM C -923 3. ALL CONNECTIONS SHALL PROVIDE A WATERTIGHT SEAL BETWEEN THE PIPE AND MANHOLE THE CONNECTOR SHALL BE THE SOLE ELEMENT RELIED UPON TO ASSURE A FLEXIBLE WATER TIGHT SEAL OF THE PIPE TO THE MANHOLE rim W Ljj D Ll z PIPE 0 - a Co a A - d e- CLASS 'A' CONCRETE INLET STRUCTURE BASE SET NOTE 6' CONC. PRECAST OR ON 6- OF #8 OR #2 STONE POURED u+ PLACE INLET TYPE "J" CASTING AS SPECIFIED MANHOLE TOP TOP OF ORIFICE PLATE 0 846.35 •' = { 12' HDPE PIPE 15" RCP } STORMTECH UNITS 15' INV. =8 2.00 t2' V. =84200 4' ORIFICE 4' UNDERDRAIN FROM O ELEV. 842-00 STORMTECH UNITS O ELEV. =84204 WEST OUTLET CONTROL STRUCTURE No.736 4- MIN NO. 8 COURSE AGGR. REQ'D. AMOCO 4535 GEOTEXTILE 1 6' PERT CORRUGATED '- POLYETHYLENE TUBING (ASTM F 405) MIN. SLOPE 0.027 _ -1. SUBSURFACE DRAIN I PAVED AREAS) F INLET CASTING OR GRATE Ec FRAME AS SPECIFIED 2 t5 RE -BARS pp��� v 4. 36 LONG �+T CONCRETE PIPE }yONN['CI SPACERS OR SOLID m `' PER TABLE 404 -1 CONCRETE BLOCK do ;., "' OF SPECIFICATIONS MORTAR PER DPW " •- SPECIFICATIONS z W ;t SEE NOTE 2 to =: BELOw MAX. PIPE DIA.= 24" FM CLASS -A--/INLET STRUCTURE BASE SET CONCRETE NOTE: ON 6" OF 18 OR 12 STONE 6' CONC. PRECAST OR POURED IN PLACE NOTES: 1. DIMENSIONS SHOWN W CONFORIJAAICE WITH WDWJA DEPT. OF TRANSPORTATION (INDOT) SPECIFICATIONS. 2- POURED BENCHWALL AND PIPE CONNECTION VARY WITH BOX TYPE SPECIFIED. 3. HE GHT OMEN" WAY VARY AS REQUIRED 13Y SITE CONDITIONS. INLET TYPE "E" � A. -. o ' `• A 4 : 6" CONC. PRECAST OR CLASS "A" NOTE. CONCRETE POURED IN PLACE MANHOLE BASE SET ON 6" OF #8 OR #2 STONE INLET TYPE "A" (MODIFIED CASTING AS SPECIFIED -� •?_ _ TOP OF ORIFICE MANHOLE •' •: ' _ - - PLATE 0 844.75 •: . 12' HDPE PIPE 15' RCP STORMTECH UNITS 15' INV. =B 1.95 12" V.= 841.95 • .: 3 1/2' ORIFICE 4- UNDERDRAIN FROM O ELEV. 841.95 STORMTECH UNITS O ELEV.= 841.95 EAST OUTLET CONTROL STRUCTURE No.738 � � tn t1_ o rn W � N oD r- 0- ►-� 0 r �Ln O - 0 � J ui v cn .O X °' Q v m 0 U C c A _°- 0 Ern o 0 U U p 1 o r- Z U) 0 a >0 W •L 4- Q 0 _ O 0 0 3 0 U OD I- F U W W W3 W W Q U) tl Z REVISIONS 8/23/06 revised storm inverts, grade d added turn Lane on college ``````���»iEUtt rrrrrrrr��rrr����i No. *' 10000418 =* STATE OF s71aa`11a*t. B•P.n DRAWING: 23080803 DATE: 12/16/05 PROD. NO.: 2308 DRAWN BY: dwp SHEET NO.: C803 CUBE FILE # W Ljj D z z< WWRR 0 V W J Q O Q Q It W o Ld W C;3 z 1- Ld _j W � W 1---. (n w Q U r r r � r (!a Q W I- F U W W W3 W W Q U) tl Z REVISIONS 8/23/06 revised storm inverts, grade d added turn Lane on college ``````���»iEUtt rrrrrrrr��rrr����i No. *' 10000418 =* STATE OF s71aa`11a*t. B•P.n DRAWING: 23080803 DATE: 12/16/05 PROD. NO.: 2308 DRAWN BY: dwp SHEET NO.: C803 CUBE FILE # I STORM GRATE CORK 2 CON DANDY CURB SACK'' OPTIONAL OUTFLOV PORTS RAPS DETAII• OF INLET SEDILtENT CONTROL DEVICE WM CURB FILTER 3 PROJEC'IL DR BY CM/STAM 1WM DR WO: STORM bisill GRATE 41 MANAGEABLE 2 FOOT CONTAIID1ENT AREA t� L L a v LL- J C) u� J n u cs C: O C 0 v ,"; ro 0 i v c. U r i 0 c� 0 I� co n C) r�. v5 DANDY SACK` STRA i S OPTIONAL OVERFLOW PORTS DUMPING STRAPS -STORY INLET i s i I 3 i tt tikNI a�.lL ?; �� 11 i ,i 't. 2 .T i..A i;_._!_.. ..., +_A...._.....`.: t-`v >,nom ., vi._CI... i:! LiSL`_ }._.S 1C �.. 1. BEGINNING AT THE TOP OF THE AND SMOOTH ENOUGH TO PROTECT FABRIC FROM TEARING. 3. 1 • °.t> ..:?t:.C� 'J_ ",�.: � in3', ?•� °,. �Q i ;1 ^ „'`5 - _ j I 4. 7 i DEFINED, THE FILTER (OF GRAVEL LAYER) AND RIP RAP SHOULD EXTEND TO THE TOP OF THE BANK (EXHIBIT 3.41 -B). i 4 Y IF THE GEOTEXTiLE FABRIC TEARS WHEN PLACING THE RiPRAP, REPAIR IMMEDIATELY BY LAYING AND STAPLING i -) M 0 Z A PIECE OF FABRIC OVER THE DAMAGED AREA, OVERLAPPING THE UNDAMAGED AREAS AT LEAST 12 IN. -i MAKE SURE THE TOP OF THE RIPRAP APRON IS LEVEL WITH OF SLIGHTLY BELOW THE RECEIVING STREAM. ( RIPRAP SHOULD NOT RESTRICT THE CHANNEL OR PRODUCE AN OVERFALL) 7. i S a n _ 8., _ L. C.'. a D''- i _: C6 f + j _. - -- I r - ? . 4-33, _3 -a . e I h D 4 3 � 1 t - r - - �r =T- U - r _ i ^.Sae >.3 '. ct i �` =_ - ` rF D Yt s* -- i 0. 1 0 Z .. _ -, W U ? _ ::-? i t 5 3 T.i c= Me r :, r -- Q - 3 f v i O V) 12 •..� < _i •: s-'G i) j `3-7 [ •Win• i1 F i_. iecr S�ren�n�'l �.. a A -4 ;- 0 ` :[: 1 -a a ", c - - - - ST , ; . t 4 - - f r^ n f 3 j..� -t }.-} -__ f • i;•� 1 .s 1 49 1 - V) oi is -%t . • AND L. .r .'i 1 .ii E E tom;: t[.-t` A C bRE D r; al.f I S.A. '< `?/ A _\ I I ., vi._CI... i:! LiSL`_ }._.S 1C �.. 1. BEGINNING AT THE TOP OF THE AND SMOOTH ENOUGH TO PROTECT FABRIC FROM TEARING. 3. 1 • °.t> ..:?t:.C� 'J_ ",�.: � in3', ?•� °,. �Q i ;1 ^ „'`5 - _ F_... -. ..-.'a � -'.'l PIECE BY AT LEAST 1 FT. 4. INSTALL THE RIPRAP TO THE LINES AND ELEVATIONS SHOWN IN THE DESIGN. IF THE CHANNEL IS POORLY DEFINED, THE FILTER (OF GRAVEL LAYER) AND RIP RAP SHOULD EXTEND TO THE TOP OF THE BANK (EXHIBIT 3.41 -B). 5. IF THE GEOTEXTiLE FABRIC TEARS WHEN PLACING THE RiPRAP, REPAIR IMMEDIATELY BY LAYING AND STAPLING U. A PIECE OF FABRIC OVER THE DAMAGED AREA, OVERLAPPING THE UNDAMAGED AREAS AT LEAST 12 IN. 6. MAKE SURE THE TOP OF THE RIPRAP APRON IS LEVEL WITH OF SLIGHTLY BELOW THE RECEIVING STREAM. ( RIPRAP SHOULD NOT RESTRICT THE CHANNEL OR PRODUCE AN OVERFALL) 7. i S a n _ 8., 1 1 (t L. C.'. a D''- i ? CI } _. - -- I r - ? . W a- _3 1 -: � 1 t - _ - J f � V W o N1 0 Z Q W U Q LL1 O V) 12 •..� < 7 �R \ '�_�• ` :[: 1 -a a ", c Z } t 4 - - V) O Ld } r t z, -. 1 f .i ✓ �J ; { t f ..'1 r :., r I i - -- I z T ; s ,v, _.. ,... i< ..,, �. .tip ,^:iii .�: �; !`,... ::'`� 'e...a l..F U�. i'..+.s. ".i �. •. .�,..���v.. :L 7 { 1 PRACTICE 3.41 ROCK CHUTE REQUIREMENTS CONTRIBUTING DRAINAGE AREA: 100 ACRES MAXIMUM. (EXHIBIT 3.41 -B AND C) CAPACITY: PEAK RUNOFF FROM 110 -YR. FREQUENCY, 24 -HR. DURATION STORM EVENT. APRON: DESIGN DEPENDS ON CHANNEL DEFINITION (SEE EXHIBIT 3.41 -B), BUT IS LONG ENOUGH TO DISSIPATE RUNOFF ENERGY, SET ZERO GRADE, STRAIGHT AND ALIGN 11TH THE RECEIVING STREAM. (IF SITE CONDITIONS REQUIRE A CURVE, SET IT NEAR THE UPSTREAM END.) FOUNDATION: GEOTEXTiLE FABRIC FOR STABILIZATION AND FILTRATION OR WELL- GRADED GRAVEL FILTER LAYER AT LEAST 6 IN. THICK. SEE SHEET 0202 FOR LOCATIONS OF OUTLET PROTECTION REQUIRED APRON AT ZERO GRADE r r A M 130 HEMP �tt�tttta�I�• at. � � aaaa. �• �,. i• EXHIBIT 3.41 -B. PIPE OUTLET APRONS FOR A APRONS FOR A CHANNEL (LEFT) THAT IS NOT MATERIALS' HARD, ANGULAR, AND HIGHLY WEATHER - RESISTANT RIPRAP STONE OF SiZE AND GRADATION THAT WILL VATHSTAND THE VELOCITIES OF THE CHUTE (SPECIFIC GRAVITY AT LEAST 2.5; SIZE AS SPECIFIED iN DESIGN.) THICKNESS: 12 iN. MINIMUM OR TWO TIMES THE d50 STONE DIAMETER, WHICHEVER IS GREATER. OUTLET: STABLE. INSTALLATION 1. EXCAVATE THE APRON AREA SUBGRADE BELOW DESIGN ELEVATION TO ALLOW FOR THICKNESS OF THE FILTER SLOPE GRADIENT (OR GRAVEL LAYER) AND THE RIPRAP. (THIS OVER - EXCAVATION GREATLY INCREASES THE AMOUNT OF SPOIL) 2. COMPACT ANY FILL USED M THE SUBGRADE TO THE DENSITY OF THE SURROUNDING UNDISTURBED MATERIAL. 1. BEGINNING AT THE TOP OF THE AND SMOOTH ENOUGH TO PROTECT FABRIC FROM TEARING. 3. PLACE THE GEOTEXTILE FABRIC (OR GRAVEL LAYER) ON THE COMPACTED AND SMOOTHED FOUNDATIONS. IF Rt A 6` DEEP, X 6` wiDE TREK PAVE1tE7tT 02 EIQSTtIiG GRADE BACKFlLL AND COMPACT TRENCH MORE THAN ONE FABRIC PIECE IS NEEDED, THE UPSTREAM PIECE SHOULD OVERLAP THE DOWNSTREAM PIECE BY AT LEAST 1 FT. 4. INSTALL THE RIPRAP TO THE LINES AND ELEVATIONS SHOWN IN THE DESIGN. IF THE CHANNEL IS POORLY DEFINED, THE FILTER (OF GRAVEL LAYER) AND RIP RAP SHOULD EXTEND TO THE TOP OF THE BANK (EXHIBIT 3.41 -B). 5. IF THE GEOTEXTiLE FABRIC TEARS WHEN PLACING THE RiPRAP, REPAIR IMMEDIATELY BY LAYING AND STAPLING U. A PIECE OF FABRIC OVER THE DAMAGED AREA, OVERLAPPING THE UNDAMAGED AREAS AT LEAST 12 IN. 6. MAKE SURE THE TOP OF THE RIPRAP APRON IS LEVEL WITH OF SLIGHTLY BELOW THE RECEIVING STREAM. ( RIPRAP SHOULD NOT RESTRICT THE CHANNEL OR PRODUCE AN OVERFALL) 7. BLEND THE RIPRAP SMOOTHLY TO THE SURROUNDING GRADE. 8., STABILIZE ALL DISTURBED AREAS- IMMEDIATELY FOLLOWING INSTALLATION, MAINTENANCE INSPECT ROCK CHUTES AFTER STORM EVENTS FOR STONE DISPLACEMENT AND FOR EROSION AT THE SIDES AND ENDS OF THE APRON. MAKE NEEDED REPAIRS IMMEDIATELY; USE APPROPRIATE SIZE STONE, AND DO NOT PLACE THEM ABOVE FINISHED GRADE I- _ SEE PLAN FOR LIMITS I 2• -0• MIN. !OQ� J� �N 2` -0' MIN- �P+ ti 12 ry ANCHOR FABRIC GEOTEXTiLE ` 18" MIN. DEPTH ` - 1 ANCHOR `" NOTE: SEE PLANS AND SPECIFICATIONS TRENCH 2' -0' 1 FOR SIZE OF RIPRAP. RIPRAP DETAIL _ PRACTICE 3.64 SANDBAG CURB INLET SEDIMENT BARRIER PURPOSE TO TRAP SEDIMENT ON PAVED STREETS THAT RECEIVE RELATIVELY SMALL RUNOFF FLOWS, PREVENTING IT (EXHIBIT .164 -A) FROM BEING TRANSPORTED FURTHER DOWN THE STREET OR INTO AN INLET. NOTES- (1) TRAPPING SEDIMENT AT A CURB INLET WILL BE DIFFICULT IF EROSION /SEDIMENT CONTROL MEASURES ARE NOT INSTALLED TO REDUCE THE VOLUME OF SEDIMENT REACHING THE INLET. (2) THIS PRACTICE CAN BE USED IN CONJUNCTION WITH OTHER CURB INLET SEDIMENT CONTROLS. REQUIREMENTS LOCATION: ON CURBED PAVED STREET DOWN GRADE FROM LIGHT CONSTRUCTION ACTIVITY (e.g., iNDMDUAL (EXHIBIT 3.64 -8) HOME) AND ABOVE THE INLET. CONTRIBUTING DRAINAGE AREA: 1 ACRE MAXIMUM. CAPACITY: RUNOFF FROM A 2 -YR. FREQUENCY, 24 -HR. DURATION STORM EVENT ENTERING THE STORM DRAIN WITHOUT BYPASS FLOW. HEIGHT: 1--3 LAYERS OF SANDBAGS (AS NECESSARY) LENGTH; AS NEEDED TO INTERCEPT RUNOFF (3 FT. MINIMUM). TRAFFIC BARRICADES (OPTIONAL): AS NEEDED TO PREVENT VEHICLES FROM HITTING THE BARRIER. RUNOFF GAP BETWEEN BAGS' ACTS AS A SPILLWAY SANDBAGS OVERLAP ONTO THE CURB EXHIBIT 3.64 -B. DETAIL OF A SANDBAG CURB SEDIMENT BARRIER TO PROTECT A CURB INLET. INSTALLATION 1. FILL BAGS APPROXIMATELY HALF FULL WITH SAND OR FiNE GRAVEL 2. UPSLOPE FROM THE CURB INLET, LAY THE BAGS TIGHTLY END TO END IN A ROW CURVING FROM THE CURB AND AWAY FROM THE INLET. 3. OVERLAP THE BARRIER ONTO THE CURB, AND EXTEND IT A MINIMUM OF 3 FT. INTO THE STREET TO INTERCEPT THE RUNOFF 4. IF USING MORE THAN ONE ROW, OVERLAP THE BAGS WITH THE ROW BENEATH. AND LEAVE A ONE -BAG GAP iN THE MIDDLE OF THE TOP ROW TO SERVE AS A SPILLWAY. 5. FOR ADDITIONAL STORAGE CAPACITY, CONSTRUCT A SERIES OF SANDBAG BARRIERS ALONG THE CURB SO EACH MAINTENANCE *INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. *INSPECT AFTER EACH STORM EVENT. ;REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER *DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. COMMON VEHICULAR HAZARD IF BARRIER IS TOO HIGH OR TOO LONG -- CONSIDER USiNG TRAFFIC BARRICADES. CONCERNS VEHICULAR DAMAGE TO BARRIER -- REPAIR IMMEDIATELY. SANDBAGS NOT PLACED TIGHTLY TOGETHER -- RESULTS IN POOR TRAP EFFICIENCY. DRAINAGE AREA TOO LARGE -- RESULTS IN POOR TRAP EFFICIENCY AND /OR SEDIMENT OVERLOAD. APPROACH TOO STEEP - CAUSES HIGH FLOE VELOCITY RESULTING IN POOR TRAP EFFICIENCY AND SANDBAGS DiSLODGtNG; USE A DIFFERENT INLET PROTECTION PRACTICE. SEDIMENT NOT REMOVED FOLLOWING A STORM EVENT--RESULTS IN INCREASED SEDIMENT TRACKING, TRAFFIC HAZARD, AND EXCESSIVE PONDING. A f 3- j B C 1 STAPLE PER SO. M. 1 1/2 STAPLES PER SO. M 2 STAPLES PER SO. YD, GENERAL STAPLE RECOLGAJaMATIONS 300 250 z� B SLOPE 2W Fr LENGTH ISO Q C G C 125 1100 yp 50 \ B 25 EROSION CONTROL MAT INSTALLATION NOTE: INSTALL NCIRI i A!lERS M S150 EROStM CONTROL BLANKET OR APPROVED EQUAL CKNOWL sr SLOPE GRADIENT NOTES. 1. BEGINNING AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET Rt A 6` DEEP, X 6` wiDE TREK PAVE1tE7tT 02 EIQSTtIiG GRADE BACKFlLL AND COMPACT TRENCH AFTER STAPLING. 2 THE EDGES OF PARALLEL BLANKETS �T�APLED �NTt1 APPROx TYPICAL SECTION EROSION CONJ.� BLA � rs uusT BE MAT INSTALLATION AT TOP OF NE7; U. END OVER END (SHINGLE STYLE) N1TH W APPROX 6' OVERLAP. STAPLE THROUGH U. OVERLAPPED AREA APPROX. 12' APART. EROSION CONTROL MAT INSTALLATION DETAIL PRACTICE 3.01 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE /EXIT PAD PURPOSE TO PROVIDE A STABLE ENTRANCE / EXIT CONDITION FROM THE CONSTRUCTION SITE. TO KEEP MUD AND SEDIMENT OFF PUBLIC ROADS. REQUIREMENTS MATERIALS- 2 -3 iN. WASHED STONE (INDOT CA NO. 2) OVER A STABLE FOUNDATION. (EXHIBIT 3.01 -B) THICKNESS 6 IN. MINIMUM WIDTH: 20 FT. MINIMUM OR FULL WIDTH OF ENTRANCE /EXIT ROADWAY. WHICHEVER IS GREATER. LENGTH: 50 FT, MINIMUM. THE LENGTH CAN BE SHORTER FOR SMALL SITES SUCH AS FOR INDIVIDUAL HOME WASHING FACILITY (OPTIONAL): LEVEL AREA WITH 3 IN. WASHED STONE MINIMUM OR A COMMERCIAL RACK, AND WASTE WATER DIVERTED TO A SEDIMENT TRAP OF BASIN (PRACTICE: 3.72). GEOTEXTiLE FABRIC UNDERLINER: MAY BE USED UNDER WET CONDITIONS OF FOR SOILS WITHIN A HIGH SEASONAL WATER TABLE TO PROVIDE GREATER BEARING STRENGTH. PUBUG ROAD 6 IN. (MiN.)J GEOTEXIILE FABRIC TO STABILIZE FOUNDATION (ESPECIALLY IMPORTANT WHERE WETNESS IS ANTICIPATED) 2-3 E G COARSE AGGREGATE \\ AGGREGATE 50 FT. (MIN.) AS Q REQUIREQ 0 20 FT. (MIN) EXHIBIT 3.01 -B. PLAN OF A TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT PAD. INSTALLATION 1. AVOID LOCATING ON STEEP SLOPES OR AT CURVES IN PUBLIC ROADS. (EXHIBIT 3.01-C) 2. REMOVE ALL VEGETATION AND OTHER OBJECTIONABLE MATERIAL FROM THE FOUNDATION AREA AND GRADE AND CROWN FOR POSITIVE DRAINAGE, 3. IF SLOPE TOWARDS THE ROAD EXCEEDS 27% CONSTRUCT A 6 -81N. HIGH WATER (RIDGE) WITH 3:1 SIDE SLOPES ACROSS THE FOUNDATION AREA ABOUT 15 FT: FROM THE ENTRANCE TO DIVERT RUNOFF AWAY FROM THE ROAD (PRACTICE 3.24)(SEE EXHIBIT 3.01 -C). 4. INSTALL PiPE UNDER THE PAD iF NEEDED TO MAiNTAiN PROPER PUBLIC ROAD DRAINAGE. 5. IF WET CONDITIONS ARE ANTICIPATED, PLACE GEOTEX11LE FABRIC ON THE GRADED FOUNDATION TO IMPROVE STABILITY 6. PLACE STONE TO DIMENSIONS AND (MADE SHOWN iN THE EROSION /SEDIMENT CONTROL PLAN, LEAVING THE SURFACE SMOOTH AND SLOPED FOR DRAINAGE. 7. DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN. •' • � ,,,� ... '�•• ��' fI1111111iIi111Ul11 {IIIIINIIItiIHllpll -- "i vaay.a a.v[wtawt,uvt� u4tRrwLc./r,,w MIN UIVtJtJIUN KIUCE WHERE GRADE EXCEEDS 2% MAINTENANCE INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE- RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF 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 CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. PRACTICE 3.52 FABRIC DROP INLET PROTECTION BURIED FABRIC COMPACTED F►LL-t 1 z I� 2X4 IN. WOOD FRAME tt a OVERFLOW LEVEL +SET TO PREVENT BY -PASS FLOW � X z Q I I M BURIED FABRIC ? APPROACH r <f7 J [< TNSTALLATiON i. TO PREVENT RUNOFF FROM BYPASSING THE INLET, SET THE TOP OF THE FABRIC AT LEAST 6h. BELOW THE DOWN SLOPE GROUND ELEVATION, OR BUILD A TEMPORARY DIKE (COMPACTED TO bin. HIGHER THAN THE FABRIC) ON THE LOW SIDE OF THE INLET (SEE EXHIBIT 3.52 -C). 2. CUT THE FABRIC FROM A SINGLE ROLL TO EUMINATE JOINTS (PROVIDE AT LEAST 2FT. OF OVERLAP IF A JOINT IS NEEDED.) 3. BURY THE BOTTOM OF THE FABRIC AT LEAST 1 FT. DEEP, BACKFILL, AND COMPACT THE BACKFU (SEE EXHIBIT 3.52 -B). 4. SPACE THE SUPPORT POST EVENLY AGAINST THE INLET PERIMETER A MAXIMUM OF 3 FT. APART. AND DRIVE THEM ABOUT 1 -1/2 FT. INTO THE GROUND. (OVERFLOW MUST FALL DIRECTLY INTO THE INLET AND NOT UNPROTECTED SOIL MnINItNANC�L INSPECT THE FABRIC BARRIER AFTER STORM EVENTS, AND MAKE NEEDED REPAIRS IMMEDIATELY. * REMOVE SEDIMENT FROM THE POOL AREA TO PROVIDE STORAGE FOR NEXT STORM AVOID DRAINAGE OR UNDERCUTTING THE FABRIC .DURING SEDIMENT REMOVAL ' WHEN THE CONTRIBUTION DRAINAGE AREA HAS STABIUZED, REMOVE AND PROPERLY DISPOSE OF ALL CONSTRUCTION MATERIAL AND SEDIMENT. GRADE THE AREA TO THE ELEVATION OF THE TOP OF THE INLET, THEN STABIUZED IMMEDIATELY USE APPROPRIATE SIZE STONE AND DON NOT PLACE THEM ABOVE PRACTICE 3.74 SILT FENCE (SEDIMENT FENCE) SUPPORT WIRE SEE NOTE POST 18" DEEP MIN. COMPACT€D �\P£ SOIL ;1:10.Aw,44 PROPOSE * TO RETAIN SEDIMENT FROM SMALL, SLOPING DISTURBED AREAS BY REDUCING THE VELOCITY OF SHEET FLOW. INSTALLATION 1. PLAN FOR THE FENCE TO BE AT LEAST 10 FT. FROM THE TOE OF SLOPE TO PROVIDE A SEDIMENT STORAGE AREA. 2. PROVIDE ACCESS TO THE AREA IF SEDIMENT CLEANEST WILL BE NEEDED MAINTENANCE * INSPECT THE SiLT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. * iF FENCE FABRIC TEAR, STARTS TO DECOMPOSE, OR iN ANYWAY 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 iS CAUSING THE FABRIC TO BULGE. * TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEAN OUT. * AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZED. GROUND FASTENING Metal pins or wood stakes are recommended for anchoring mat to the ground surface. Metal pins should be about 3/16 inch diameter steel with 1,5 inch diameter steel washer secured at head of pin. Wood stakes should be 1& X 3" nominal stock cut in a triangular shape. Stakes should be about 9 inches to 18 inches long, depending on soil density. Longer anchors are required for loose soils. Note that ground fasteners different from those mentioned here may function adequately. Care must be taken to assure that fasteners hold mot securely at the surface and have sufficient ground penetration to resist pullout. 1. Stake mat to ground on 3 to 5 foot centers. Add extra stakes at depressions in ground surface where mat bridges over to assure ground conformity. 2. Drive woad stakes to within 3 inches of ground surface. Do not drive flush to surface. Steel or plastic pins should be driven flush to surface. 3. In all transverse terminal trenches and check slots, stake each mat at its center and at overlapped edges before backfilting and compacting. 4. Stake overlaps longitudinally at 3 foot intervals. SM GUAM i. "Sail Guard" is a bonded fiber matrix erosion control system produced by Weyerhaeuser. E MON CONTROL BLANTT Erosion control blanket shall be a machine - produced mat of 1003 agricultural straw. The blanket shall be of consistent thickness with the straw even! distributed over the entire area of the mat. The blanket shall be covered on the top side with polypropylene netting having on approximate 5/8" X 5/8" mesh and on the bottom with a polypropylene netting with an approximate 1/4" X 1/4" mesh. The blanket shall be sewn together with cotton thread. Straw erosion control blanket (or low velocity channel lining) shall be S75 as manufactured by North American Green or equivalent, Erosion control blanket or channel lining shall have the following properties: a. Material Content: Straw 100% (0.5 lb per square yord)(0.27 kilogram per square meter) Netting One side lightweight photodegradable (1 lb per 1000 square feet approximate weight) One side heavyweight photodegradable (3 lb per 1000 square feet approximate weight) Thread Cotton b. Physical Specifications (Roll): Width 6.5 feet (2 meters) Length 83.5 feet (25.4 meters) Weight 30 ibs + 10% (13.6 kilograms) Area 60 square yards (50 square meters) SITE PREPARATION 1. Smooth grade and compact ail areas to be covered with mat. 2. Remove all rocks, dirt clods, grass clumps, trash and other obstructions that will lift mat from ground surface- ANCHOR 71ZENCHES i_ The mat must be anchored at the upstream and downstream ends of the protected area and intermittently in between. 2. Excavate end trenches to a minimum of 12 inches deep and 6 inches wide before placing mat_ 3. Dig intermittent check slots 6 inches deep by 6 inches wide transverse to M at at approximately 25 foot intervals. Seeding Seed 9 See and fertilizer shall be spread uniformly before mat installation. Seed type, fertilizer type and rate of applications shall comply With seeding specifications. NAT PLACEir1ENT 1. Unroll mat flat side against the ground. Unroll mat in direction parallel with direction of water flow. 2. Mat should lay flat. DO NOT PULL MAT TAUT over ground. Pulling mat tout may cause mat to bridge depressions in the surface and allow erosion underneath. 3. Beginning at up or downstream end, bury transverse terminal end of the mat to secure and prevent erosion flow underneath. 4. Fold and secure mat snugly into all transverse check slots. 5. Backfill and compact trenches and check slots after staking the mat in bottom of trench (see Ground Fastening below). 6_ Bury final terminal end as prescribed above. 7. Overlap roll ends by 3 feet (minimum) with upslope mat on top to prevent uplift of mat end by water flow. 8. Overlap adjacent edges of mat by 3 inches (Minimum) and stake (see Ground Fastening below). WW.R S EROSION CO1 ITS X General: 1. Nothing contained herein shall limit any contractual agreements or responsibilities individual builders may have with the Developer. These requirements are to be considered in conjunction with or in addition to said agreements. 2- The individual builder shall comply with the erasion control plan implemented by the Developer. Erosion Control Sequence: The following is the typical minimum erosion control sequence to be followed by individual builders constructing homes on each lot: 1. install silt fence along back of curb for the entire length of lot frontage on the public street prior to any land disturbing activity taking place on the lot. Maintain said silt fence until yard areas have been stabilized with healthy and well - rooted, permanent vegetation. (Refer to Practices 3.12, 3.14, and 3.74) 2. Install temporary stone construction entrance /exit pad per Practice 3.01. 3. Store and distribute stockpiled earth and topsoil per Practice 3.02. 4. Improve stone construction entrance drive by extending it to the garage slab or install permanent paved drive immediately after the building slabs have been poured and cured. 5. Limit vehicular traffic and parking to the above described stone drive and public street; except for material deliveries. 6. Remove accumulated mud from public streets (but not by flushing) with a rubber -tired front end loader and /or by brushing or sweeping. 7. After yard areas have been stabilized with healthy and well- rooted, permanent vegetation, remove the silt fence previously installed along the public street's back of curb. Inspections: 1. An inspection tog will be maintained which will indicate, at a minimum, the following items: a.) the time and date of inspection, b.) the inspector's name, c.) identified deficiencies and d) corrective measures taken to rectify said deficiencies. 2. The site shall be inspected at a minimum of once per week until oil lots have been built upon and the entire project is deemed Complete. 3. Silt traps shall be inspected at a minimum after o rain event of more than one half (1/2 ") inch accumulation, 4. Silt traps shall be replaced and silt basins shall be cleaned when less than 50% efficient; i.e., when the silt basin is half full and /or silt fences are not trapping silt effectively. 5. Developer will restore or replace damaged or improperly functioning erosion control facilities and /or system within a period of seven (7) days. 6. If, upon ins ection by Developer, Builder has tracked mud onto street, Builder has one (1� day to remove accumulated mud. If Builder has not removed mud from the street within said time frame, Developer will remove the mud within the following 24 hours_ Q) N O rn c N CO F--1 a- 0 U _0 o O c -0 C 0 0 X � � D 0 C C A 'CP .0 • ix w _° a) .� O O U U O 1 a4 a� /-, ,r- (.n O . v a W , O O 0 0 3 ar 0 U .4- OQ V� Z O U. W W U. W U F- W W a- Z > .� � W f � V W o N1 0 Z Q W U Q LL1 O V) 12 •..� < v Z r r V) O Ld lj.t# CJ E- U � UJ W w� U) L,.1 a- Q I az REVISIONS 5/31/06 N ADDED INLET FILTER DETAIL /12/06 - REVISED PER LETTER DATED 5/14/06 WITH HAWTON CDIM ```VIII \11u1t1T1rr trnlnnr�����''' /i PLAN•• p:.!l� ''' %, O� �STER • OFD l : ,* 1 No. ' 8 �'a: � ; STATE OF : =� l////IIIITlflT11t11111j11 � DRAWING: 230BC803A DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY- dwp SHEET NO.: C803A TUBE FILE # 0 U r, �s 0 0 U-) L Li v li Z L EL 0 10 0 CD co 0 0 co U ro 0 i v J J 0 0 00 0 t`J C ) (1s 0) SIZE 'W 'U'== 'r 6' 2' -6' 2' -0' 4' 8- 2' -6' 2' -1' 4' 10- 2' -6" 2' -3' 4' 12- 2' -9' 2' -5" 4' 15' 3' -D' 2' -s' s' 18' 3' -6' - 3' 0' 5' 21' 3' -11' 3' -4" 6' 24' 4' -3" 3' -8' 6' 27' 5' -6- 3' -11' 6" 30' S' -9' 4' -4' 6- 36' 6' -3' 5' -2- 6- 42' 6'-11' 73' 8` 48' 7' -4" 45� 9' 9' 11' 13' 15' 17' 19' 9- 66' 9' -1' 22-1/2"" g' 72' 1 9' -8- 5' 10' 78' 10' -3' 1 9' 10' 1' -0' urntnum UndIsturDed Ground EAU ng Pavement. Saw Gut Straight Edge S;e ' Dock tfndw Pavement. Drives, walks Or Yemers Ordered Tomped in 6- Layers Spe6d Bad*fm Shill Conform To INDOT 211.02b Undisturbed Earth TRENCH SCHEDULE •: Table is For ASTM D -3034. Wall Thickness Class SDR 35 For 6' -15- And ASTM F -679 Wall Thickness Class T -1 For 1B' -36. For Other Flexible Pipes, Minimum Trench Width 'U' Shall Meet Manufacturer's Requirements. Match Existing Pavement Material And Thickness pproved Excavated Material in Unpaved Areas Unless Otherwise Directed _ Note: Under Existing Sewers. Water Lines. Gas Lines, Telephone Cable And i i With _ Electrical Conduits, Backfill Granular Bedding Material To The 1 Centerline Of The Existing Utility Lines. Fa FW11ble pipe with Solid Or Profile walls. fivmutar Bedding Material Shall Be Placed And Hand Tamped In 6' Layers To A Minimum l a ° of V -0' Above Pipe. 44 a l A a s unuf ° ° a ° e ' ess, a a P Hd Twrved in 6 a Aaa to 8 to 12 inches above ppe. Bedd'ng met" shall Conform To INDOT 903.02, size No. 8 s c 'W" or "U" At Top Of Pipe- s Note: 'W' 1s The ]Jnximum Vidth For Rigid Pipes. 'U" is The Minimum Width For Flexible Pipes In Accordance With ASTM D -2321. TRENCH DETAIL FOR SEWER AND WATER MAINS NTS MUE. CITY OF CARMEL TRENCH DETAIL & STANDARD DETAILS TRENCH SCHEDULE Date Halm 2001 scdc Not To Seale nd�� �g Nmtc CR3 NAw Ilfilifv 1 inA 6'Valve Box 0 U l c 6" Gate Valve 3' -0" Min. Water Main 44 Tee - M.J. Hydrant Assem0 Restrained Length And Fittings As Required Notes: 1. At High Points Along Main Water Line Where Indicated On Drawings, Anchoring Tee Shall Be Set At 45" Angle Upwards And Connected To 6' 45" Bend. Main Water Line Shall Be Lowered To Provide Sufficient Cover As Specified. 2. All Joints Shall Be Restrained Except In Run Of Tee. 3. Hydrants Shall Be Set At 500' Max. Horizontal Distance, Or Less As Specified By Fire Department 4. All valves must include Posi -Cop or equivalent Construction Trench CITY OF CARMEL STANDARD DETAILS to March 20ot Scdc Not To scale Tine: STREAM CROSSING PLAN VIEW raven y. Jong d< Henry Drown Name: cW Engineers, Inc Mueller Centurion A -423, Or Equal Painted "Safety Yellow" N �Q J , 4 V -0" Min. d d d PRESSURE PIPE JOINT RESTRAINT TABLE d a Bedding Material Conforming To d d INDOT 903.02, Size No. 8 : One 8'x8 "X16" Solid �� Conc. Block Or 6 "Min. a�✓ Closs"B" Concrete yi Base On Undisturbed See Trench Detail ground. 5. Hydrant Valves must be restrained to the tee with either all thread. or an anchoring tee. CITY OF CARMEL STANDARD DETAILS Date March 01 1 scale Not To Scale Tri1.E: FIRE HYDRANT ASSEMBLY - Janes de Henry Drawing Name Cwg Engineers. Inc Restrained Joints Shall Be Mechanical Joint 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. Tf1LE: CITY OF CARMEL JOINT RESTRAINT STANDARD DETAILS TABLE Jones a Heresy Drawin Name Dater March 2001 Scde: Not To Scala Engineers. one 9 C- Curb Box With Cover i 0 c 4 n ivy ;n Curb Stop _/ \-Concrete 6 Stop Mueller H- 15008. Or Equal Water Main Double Strap Service Saddle Length - Varies I 1' Copper' Service Line Service Saddle Must Be Omitted For Services 1' And Smaller And Direct Taps Made To Ductile Iron Pipe. Class 350 Or Greater. (Verify With Owner For Pressure Class DIP.) MH Frame And Cover Neenah R -1642, Or Equal For Watertight tnstallations Neenah R- 1916 -17, Or Equal 'WATER' Cost In Cover Top Of Structure 1• -0" Higher Than Adjacent Ground `j� -'"' (verify) at c J nmz WATER SERVICE DETAIL T PRESSURE PIPE JOINT RESTRAINT TABLE C 1) 1' Or Smaller Service Line Flat Slab Top Shall Be Direct Top Unless Tapping Sleeve Approved By Carmel Utilities. Length Of Pipe To Be Restrained 2) Corporation Stop Shall Be Block Brand And Model Approved B PP y yi Carmel Utilities. See Trench Detail In Each Direction From ? Of Bend Installed With A Minn. Harz. Seperation Of 24'. 4) 2 inch taps and smaller Based On 150 PSi Test Pressure shall not be installed within 18 inches of machan'rcot Degree joints and bells. Ne>r Water Main Varies Of Bend 6" 8" 10" 12" 14" 16" 18" 20" 24' 30" 0" Tees & Plugs 27' 35' 12" Min. 42' 50' 58' 65' 73' 80' 95' 115' 45� 7' 9' 11' 13' 15' 17' 19' 21' 24' 29' 22-1/2"" 3' 4' Note: 5' 6' 7' 8' 9' 10' 12' 14' 11-1/4- 2' 2' PLAN 3' 1 4' 4' 4• S. 6' 7. Restrained Joints Shall Be Mechanical Joint 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. Tf1LE: CITY OF CARMEL JOINT RESTRAINT STANDARD DETAILS TABLE Jones a Heresy Drawin Name Dater March 2001 Scde: Not To Scala Engineers. one 9 C- Curb Box With Cover i 0 c 4 n ivy ;n Curb Stop _/ \-Concrete 6 Stop Mueller H- 15008. Or Equal Water Main Double Strap Service Saddle Length - Varies I 1' Copper' Service Line Service Saddle Must Be Omitted For Services 1' And Smaller And Direct Taps Made To Ductile Iron Pipe. Class 350 Or Greater. (Verify With Owner For Pressure Class DIP.) MH Frame And Cover Neenah R -1642, Or Equal For Watertight tnstallations Neenah R- 1916 -17, Or Equal 'WATER' Cost In Cover Top Of Structure 1• -0" Higher Than Adjacent Ground `j� -'"' (verify) at c J nmz WATER SERVICE DETAIL T NOTE: C 1) 1' Or Smaller Service Line Flat Slab Top Shall Be Direct Top Unless Tapping Sleeve Approved By Carmel Utilities. ► ' 2) Corporation Stop Shall Be Block Brand And Model Approved B PP y yi Carmel Utilities. See Trench Detail 3) Service Line Top Shall Be Installed With A Minn. Harz. Seperation Of 24'. 4) 2 inch taps and smaller Volvo shall not be installed within 18 inches of machan'rcot joints and bells. m C u a 0 Q_ CITY OF CARMEL STANDARD DETAILS nmz WATER SERVICE DETAIL to March 2001 Scale Not To Scale �y Y 9 Narme L1P4 Easy Access From Outside The Manhole NOTES Flat Slab Top 1. Manhole Steps Shall Be Tapping Sleeve U.A. Industries Model ► ' PS -1 Or Equal. ' • ' • l 2. 1- Copper Tubing Shalt Be Type K yi Firmly Anchored To The Morbote See Trench Detail walls And Ceiling. Distance Between NPT Female Ends Shan Be As Needed For Portable Meter And Within 3. Meter Yoke Shall Be Ford Easy Access From Outside The Manhole Y502 Assembly w /Angle valves Flat Slab Top 4. Angle Valves Shalt Be Ford Tapping Sleeve KV43 -342W. Tephlon Coated ► ' 5. 12' And Smaller WaterMains Shall ' • ' • l Have Gate Valves. Lager Than yi 12' Shall Have Butterfly Valves. MH Riser ' ASTM C478 I- Copper Tubing W/ Compression • Volve, Female End And Plug. 0-Ring Gaskets 5' -0" Dia All Fittings Shag Be Compression ASTM C443 • _ a t' NPT x Compression Bross io Water Line Corporation Stop. Direct Top _% Flexible Watertight Joints By Kor -N -Seal Or Equal To Water Mom --Hit fill Ign Valve For o Operation Through t • • Manhole Cover_ 04 i " •. i ' ' _ '. - • ' Concrete Blocking As Required eoavvvvvvvvvvvvvvvv vvvvvvv vvvvvv fee °see ,°,sees -evees eeesee °e °O j �O. Min. Cost -In Special Backfill Pl ce Concrete Base (Special Backfill Shall Conform W� #4 A 12' E.W. Monitoring Manholes Shall To INDOT 211.02b) Be Installed At Each) stream Crossing TITLE CITY OF CARMEL MONITORING STANDARD DETAILS MANHOLE Drawn y. Doti March 20011 Scdc Not To Scale .bona 3 t" 0rovi+g Name CM Notes 1) Megdug flanges shall be used for all mechanical joints. 2) Bill end pieces of pipe 4 ft. and smaller shd be considered sue, and shill not be installed into system. rnm_ CiTY OF CARMEL WATER MAIN STANDARD DETAILS CONNECTION DETAIL Janes R H to March 2001 Scale: Not To Scale ��,m Drawing Name Cw5 5-0" a. 0 Pavement a - .- Select Excavated Material Or Special , 4pproved Excavated Material ` . Backfill Hand Tamped In 6" Layers Unless Otherwise Directed Note: Select Excavated Material Or Special Backfill Shall Be Placed Under All Pavements And Within The Limits Shown Above. Special Backfill Shall Conform To iNDOT 211.02b Select Excavated Material Shall Be Approved By Engineer. TITLE: CITY OF CARMEL LIMITS OF STANDARD DETAILS SPECIAL BACKFiLL mm x to mach 20M Scdc Not To Scale gne PHe Drawing Name Cwl CARMEL CITY CODE Sec. 9 -31 Permit; Acreage Costs (1) From and after the effective date of this Ordinance, no extension to any City -owned water supply transmission line or to any part of the City -owned water distribution system shall be allowed until a permit is obtained and payment or satisfactory surety for payment as a contribution to aid in construction has been made into the City of Carmel "Water Availability Mains Fund" which is a depository for said contributions. These payments designated as "availability contributions" shall be, from time to time, updated and fixed by the City of Carmel, but shall be established as an acreage cost based on the project cost of the transmission line(s), and/or existing system reinforcing, necessary to provide adequate service to a service area or sub -area as defined by the Board of Public Works and Safety; with the total cost to be divided by the t otal n umber of acres within the service area or sub -area. P rovided, how ever, that the applicant-owners of real estate applying for the service shall make payment to the City Engineer or provide surety for such payment in accordance with costs set forth by platted sections before they are signed per Common Council Ordinance No. Z -289 and recorded, but in no event shall any subdivision or final plats be signed per Common Council Ordinance No. Z-289 and recorded until satisfactory proof or surety of full payment of the contribution is on file with the Department of Community Services. (2) The "availability contributions" will be allocated to and paid into the project cost of the specific off -site transmission line, on -site distribution system oversizing, and/or existing system reinforcing for which it is paid. Such project costs, in all cases, must be reasonable and necessary, and subject thereto, shall expressly include legal fees and costs up to a total sum of Four Thousand Dollars ($4,000.00), construction costs, engineering costs, construction inspection costs, and permit costs of projects administered by the Board of Public Works and Safety_ All elements of the project costs must be disbursed by the City only form the funds deposited as "availability contributions" for that specific project. Easements, in each case, must be obtained by the owners of real estate prior to designing the project. If the entire contribution of the computed costs per acre is not needed for a specific development, the excess, if any, will remain in the fund to be disbursed as hereinafter provided. (3) The "availability contributions" are hereby established at One Thousand Ten Dollars ($1,010.00) per acre. This "availability contribution" may from time to time be changed by the City of Carmel. (Ord. No. A-54, § 4.03 (b), 1 -4-82; Ord. No. A-66, § 1, 12 -7 -92; Ord. No. A -71, 3- 15 -93; Carmel City Code, 1985 Suppl., § 4.03 (b); Ord. No. D- 1444 -99 12 -6 -99) Sec. 9 -35 Individual Connections - Equivalent User Contribution Multiples. Where an individual connection is sought for acreage or developed areas inside or outside the corporate limits of the City of Carmel, the following water users, listed by type of occupancy, shall pay a contribution to aid in construction of additional water supply, treatment, and storage facilities, into the City of Carmel "Water Connection - Facilities Fund," which is a depository for said contributions. The funds accumulated will be used to assist in financing the cost of construction of the above described facilities when they are required. The "equivalent" user unit of (1) is based on a single family residence and the "equivalent" user contribution is hereby initially fixed at $1,310.00. The equivalent user contribution of $1,310.00 as well as the multiplication factors listed below may from time to time be updated and changed by the city. Sec. 9 -35 Individual Connections - Equivalent User Contribution Multiples. Equivalent User Contribution Multiplier Water User Unit Airports 0.015 /Passenger Apartments and town houses 0.54 /Each - 1 Bedroom Unit Apartments and town houses 0.81/Each - 2 Bedroom Unit Apartments and town houses 1.00/Each - Over 2 Bedroom Unit Barber Shop 0.30 /Chair Bars & Cocktail Lounges 0.10 /Seat Beauty Shops 0,90 /Chair Bowling AlleyOAO /Alley Car Washes 0.80 /Sq. Ft. inside Churches 0.008 /Sanctuary Seat Dentist Office 0.25 /Chair Drive -In Restaurants 0.40 /Car space Drive-in Theaters 0.10 /Car space Retail Space 1.0 /per 1000 Sq. Ft. With Fountain Service, Add 0.10 /Seat Duplex Residence 2.0 Institutions other than hospitals 0.50/Bed Launderette 2.0/Machine Mobile Home Park 0.70/Unit Motels 0.50/Room Offices 0.50 /1000 Sq. Ft, Physicians Office 0.60 /Examining Room. Restaurant 0.10 /Seat Rooming Houses 0.30/Renter Service Stations 0.70/Island Single Family Residence & Condominiums 1.0 Swimming Pools 1.60/1000 Sq. Ft. Theater 0.10 /Seat Contribution of users not listed will be computed based on estimated usage. Users listed above shall also be billed a monthly water rate according to established rates. For the purpose of reviewing the unit contribution, the usage of a single family residence will be considered as 9,000 gallons per month. (Ord. No. A -54, § 4.03 (F), 14-82; Ord. No. A -71, 3- I5 -93; Ord. No. A-77, 5 -2 -94; Carmel City Code, 1985 Suppl., § 4.03 (f)) City of Carmel Water Utility Approved List of Construction Materials 1. Water Main: Shall be Ductile Iron Pressure Class 350. 2. Reflective Warning Tape: Shall be installed 18in above pipe. 3. Tracing Wire (10 or 12 gage): To be installed with all water mains. There must be access to the tracer wire at each valve box, with enough wire in the valve box to insure the proper connection to the locating machine. 4. Fire Hydrants: Shall be Mueller or American Darling (Safety Yellow, M.A.B. # 0433291, Sherwin Williams # F75YP2) 5. Valves: Shall be resilient seat gate valve, Mueller, American, and Dezurik. Butterfly valves shall be used for sizes over 12in. 6. Fittings: Shall be Union, Tyler 7. Mechanical Joints: Shall be made with.Megalugs. 8. Valve Boxes: Shall be Union, Tyler 9. Posi Caps or Boxloks: Shall be installed, with each valve. 10. Curb Boxes: Shall be Union, Tyler 11. Tapping Sleeves: Shall be Smith Blair or Romac. 12. Repair Clamps: Shall be full circle stainless steel with ductile lugs. Smith Blair 226, Ford F -1, Mueller equal. 13. Tapped Repair Clamps: (For 3 /4,Iin, 11/2 in, and 2in taps on PVC, I 1 /2in and 2in on Ductile Iron and service repairs ) shall be 12in long, full circle stainless steel with ductile lugs and tapered threads. Smith Blair, Ford, Mueller. 14. Sample Stations: Shall be installed at the utilities request. (GIL Industries model # E11101). 15. Service Lines: 3 /4in, Iin, I 1 /2in, tin, Shall be K - Copper. 16. Brass: Compression Fittings. (See Meter Pit Specs. For Make and Model #) 17. Joint Restrains: Shall be Field Lock Gaskets or Mechanical Bell Joint Restraints. 18. HDPE Sleeves: Shall be used for services that cross major city streets. 19. Additional Kickers: Shall be solid block and brick. No poured concrete. ALL WORK SHALL BE IN THE BEST PRACTICES OF THE WATER UTILITY INDUSTRY AND THE AMERICAN WATER WORKS ASSOCIATION, AND IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL CODES AND REGULATIONS. FURTHERMORE: 1) ANY DAMAGE DONE TO THE CITY OF CARMEL U YrYrS SYSTEM BY THE CONTRACTORIDEVELOPER OR HIS AFFILIATES SHALL RAMEDIATELY BE REPAIRED, TO THE SATISFACTION AND DIRECTION OF THE CITY OF CARMEL UTILITY BY THE CONTRACTOR/DEVELOPER AT HIS OWN EXPENSE. 2 SHOULD THE CONTRACTOR/DEVELOPER ) NTRACTORlDE ELOPER PROPOSE TO DEPART FROM THE SPECIFICATIONS CONTAINED HEREIN, HE SHALL SUBMIT SAMPLES AND /OR SPECIFICATIONS OF SUCH ALTERNATIVES TO THE CITY OF CARMEL UTILITY BEFORE PROCEEDING. 3) NO WORK SHALL BE PERFORMED UNDER CONDITIONS WHICH IN THE OPINION OF THE CITY OF CARMEL UTILITIES WOULD ADVERSELY AFFECT THE QUALITY OF THE FINISHED JOB. THE CONTRACTOR/DEVELOPER SHALL CONDUCT HIS WORK SO AS NOT TO INTERFERE WITH THE PRESENT OPERATION OF THE EXISTING CITY OF CARMEL UTILITY'S WATER/SANITARY SEWER SYSTEM. IF ANY WORK INTERFERENCE IS ENCOUNTERED BETWEEN THE CITY OF CARMEL UTILITY AND THE CONTRACTOR/DEVELOPER, THE CITY OF CARMEL UTILITY WILL RECEIVE PRIORITY IN SCHEDULING. CITY OF CARMEL WATER DISTRIBUTION 11/2" - 2" INSIDE METER SETS L ALL NEW COMMERCIAL BUILDINGS ARE REQUIRED BACK FLOW DEVICES. 2. ALL NEW BUSINESSES RELOCATING IN EXISTING COMMERCIAL BUILDINGS ARE REQUIRED BACKFLOW DEVICES WITHIN 30 DAYS. 3. DEVICES SHALL BE OF THE TYPE APPROVED BY INDIANA DEPARTMENT OF ENVIRONMENTAL MANAGEMENT. 4. DEPENDING ON THE DEGREE OF HAZARD, THE WATER DISTRIBUTION DEPARTMENT WILL DECIDE IF YOU NEED A DOUBLE C'rIECK OR A REDUCED PRESSURE BACKFLOW DEVICE. 5. THE DEVICE MUST BE TESTED AT THE TIME OF INSTALLATION BY A STATE CERTIFIED BACKFLOW TESTER AND AT THE CORRECT INTERVALS FOR THE TYPE OF DEVICE. 6. TEST RESULTS ARE TO BE SENT TO: CARMEL UTILITIES 1301ST AVE. SW, CARMEL, IN. 46032 A: ANGLE METER STOP. ( FORD) FV43 -666W 11/2" FV43 -777W 2" B: LOC -PAC METER COUPLING. ( FORD) BF43- 777W 11/2 " - 2" ( FORD) HB -67 S BALL VALVE C: DISTANCE FOR METERS. 11/2" METER =13 1/4" 211 METER= 17 y /4rt CITY OF CARMEL WATER AND WASTEWATER UTILITY MINIMUM STANDARDS FOR DRAWINGS FOR DEVELOPER INSTALLED WATER SYSTEMS Two complete sets of preliminary design drawings are to be submitted to City of Cannel Water and Wastewater Utility for main sizing and preliminary review; one set will be returned to the Developer or his Engineer to include corrections or alterations. I. Design drawings shall have a north arrow and the drawing scale indicated. The name of the development as well as the name and address of the Developer and Engineer will be shown on the drawings. Site elevation information will be shown when dictated by site /pipe route topography which will allow adequate assessment of the main being installed. Drawings will show the location, size and type of existing sanitary sewers, storm drains, water mains, culverts, power lines, gas lines and other existing surface structures. Drawings will also illustrate the layout, type and size of proposed utilities and structures such as water mains, sanitary laterals and mains, storm mains, culverts, other drainage structures, street improvements, gas and power lines. Drawings shall have a separate sheet showing the water and sanitary sewer plan. Include detail sheet for water and sanitary sewer. 2. Include an overall location and key map for the entire project. 3. The minimum specific requirements for items shown on water main drawings is as follows: a) R -O -W width, centerline of road and Street Name. b) Back of curb with dimension. c) Dedicated exclusive or drainage and utility easements. (Installation on public R O -W is typically not allowed. d) Property lines, lot numbers, and house numbers. e) Length, type, size, class or pressure rating of water main must be shown. f) Location and dimension to main within easement and relative to back of curb and R-O-W. g) Depth of cover over main. h) Show all fittings, fire hydrants, valves and other appurtenances along with method of restraint. i) Crossings beneath existing streets must be shown as open cut or bore per local and state requirements. Crossings made by boring shall have a detail showing casing size, type wall thickness, length and location of the proposed casing in conformance with the City of Carmel Water and Wastewater's standard detail. A profile detail shall be included. j) Stream crossings must show type of material used beneath the waterway and the #loodway. D.I. restrained joint pipe will be required beneath the waterway. Casing shall be used where needed. City of Carmel Utilities will determine when casing is needed. k) Where 10 -foot horizontal separation and 18 -inch vertical separation cannot be maintained between water lines and sanitary and/or storm sewers, the location must be identified on the water line drawings for review and approval by the City of Carmel Utilities and Indiana Department of Environmental Management at the time water or wastewater main drawings are submitted for review. Generic details which allow the field contractor to install water and sewer mains closer than these separations "as needed" will not be allowed. 4) Exclusive or utility and drainage easement (U.D.E.) along with necessary access easement will be provided for main installation. The minimum width of easements required shall be as stated below_ Due to specific site constraints, the Company may require wider easements than stated. a) Exclusive or U.D.E. - 20 feet wide b) Access Easement - 20 feet wide 4) Entire project should be one drawing, if not it must have corresponding matchlines. 6) Service line size and location shall be shown for each lot. U)00 W N 00 CL 0 r- r\ o c C, C;6 x v o t° c � LD C 3 (0 .> 0 fl �..� 0 0 1 O U0 O a > n � a 0 O Q) O V �Y- d- flC} Z Q U Lei.. v W CL Z Cn !s! O Cn -J W W J G� LL1 Q Q U � Q o =3 F. z L� � w L i� Z � � W V Q W LL.. C) U t- � U L,IL �w LL.1 � Q _ �Q u) F- o_ z REVISIONS \````\``l�ttllllltll ' //' No *� 10000418 �* STATE OF DI %SS14NAt �� / //UAp11p11t1111�\ �na�fJas+v, men DRAWING: 23080803 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C804 � TU BE FILE # New Pipe Shall Be Existing Water Main instaned Under The Tapping Sleeve Existing Water Main See Trench Detail For Backfill Requirements ® Volvo Existing Water Main Ne>r Water Main Varies T_ vvvvwvvvvvv vvvvvvvvvv 12" Min. vvvvvvvevvv vvvvvvvvvv Tee vvvvvvvovvv °O°° New Water Main vwv Bend As Required Varies vvvo vvv vv• vvv vvv vvvv vvvv •vvv TV VVVT Bed Pipe In Specified Granular Bedding Material Hand Tamped M Note: All Joints Shall Be 6' Layers To Pipe Centerline Restrained Except Bedding Material Shall Conform In Run Of Tee. To INDOT 903.02, Size No. 8 PLAN SECTION Notes 1) Megdug flanges shall be used for all mechanical joints. 2) Bill end pieces of pipe 4 ft. and smaller shd be considered sue, and shill not be installed into system. rnm_ CiTY OF CARMEL WATER MAIN STANDARD DETAILS CONNECTION DETAIL Janes R H to March 2001 Scale: Not To Scale ��,m Drawing Name Cw5 5-0" a. 0 Pavement a - .- Select Excavated Material Or Special , 4pproved Excavated Material ` . Backfill Hand Tamped In 6" Layers Unless Otherwise Directed Note: Select Excavated Material Or Special Backfill Shall Be Placed Under All Pavements And Within The Limits Shown Above. Special Backfill Shall Conform To iNDOT 211.02b Select Excavated Material Shall Be Approved By Engineer. TITLE: CITY OF CARMEL LIMITS OF STANDARD DETAILS SPECIAL BACKFiLL mm x to mach 20M Scdc Not To Scale gne PHe Drawing Name Cwl CARMEL CITY CODE Sec. 9 -31 Permit; Acreage Costs (1) From and after the effective date of this Ordinance, no extension to any City -owned water supply transmission line or to any part of the City -owned water distribution system shall be allowed until a permit is obtained and payment or satisfactory surety for payment as a contribution to aid in construction has been made into the City of Carmel "Water Availability Mains Fund" which is a depository for said contributions. These payments designated as "availability contributions" shall be, from time to time, updated and fixed by the City of Carmel, but shall be established as an acreage cost based on the project cost of the transmission line(s), and/or existing system reinforcing, necessary to provide adequate service to a service area or sub -area as defined by the Board of Public Works and Safety; with the total cost to be divided by the t otal n umber of acres within the service area or sub -area. P rovided, how ever, that the applicant-owners of real estate applying for the service shall make payment to the City Engineer or provide surety for such payment in accordance with costs set forth by platted sections before they are signed per Common Council Ordinance No. Z -289 and recorded, but in no event shall any subdivision or final plats be signed per Common Council Ordinance No. Z-289 and recorded until satisfactory proof or surety of full payment of the contribution is on file with the Department of Community Services. (2) The "availability contributions" will be allocated to and paid into the project cost of the specific off -site transmission line, on -site distribution system oversizing, and/or existing system reinforcing for which it is paid. Such project costs, in all cases, must be reasonable and necessary, and subject thereto, shall expressly include legal fees and costs up to a total sum of Four Thousand Dollars ($4,000.00), construction costs, engineering costs, construction inspection costs, and permit costs of projects administered by the Board of Public Works and Safety_ All elements of the project costs must be disbursed by the City only form the funds deposited as "availability contributions" for that specific project. Easements, in each case, must be obtained by the owners of real estate prior to designing the project. If the entire contribution of the computed costs per acre is not needed for a specific development, the excess, if any, will remain in the fund to be disbursed as hereinafter provided. (3) The "availability contributions" are hereby established at One Thousand Ten Dollars ($1,010.00) per acre. This "availability contribution" may from time to time be changed by the City of Carmel. (Ord. No. A-54, § 4.03 (b), 1 -4-82; Ord. No. A-66, § 1, 12 -7 -92; Ord. No. A -71, 3- 15 -93; Carmel City Code, 1985 Suppl., § 4.03 (b); Ord. No. D- 1444 -99 12 -6 -99) Sec. 9 -35 Individual Connections - Equivalent User Contribution Multiples. Where an individual connection is sought for acreage or developed areas inside or outside the corporate limits of the City of Carmel, the following water users, listed by type of occupancy, shall pay a contribution to aid in construction of additional water supply, treatment, and storage facilities, into the City of Carmel "Water Connection - Facilities Fund," which is a depository for said contributions. The funds accumulated will be used to assist in financing the cost of construction of the above described facilities when they are required. The "equivalent" user unit of (1) is based on a single family residence and the "equivalent" user contribution is hereby initially fixed at $1,310.00. The equivalent user contribution of $1,310.00 as well as the multiplication factors listed below may from time to time be updated and changed by the city. Sec. 9 -35 Individual Connections - Equivalent User Contribution Multiples. Equivalent User Contribution Multiplier Water User Unit Airports 0.015 /Passenger Apartments and town houses 0.54 /Each - 1 Bedroom Unit Apartments and town houses 0.81/Each - 2 Bedroom Unit Apartments and town houses 1.00/Each - Over 2 Bedroom Unit Barber Shop 0.30 /Chair Bars & Cocktail Lounges 0.10 /Seat Beauty Shops 0,90 /Chair Bowling AlleyOAO /Alley Car Washes 0.80 /Sq. Ft. inside Churches 0.008 /Sanctuary Seat Dentist Office 0.25 /Chair Drive -In Restaurants 0.40 /Car space Drive-in Theaters 0.10 /Car space Retail Space 1.0 /per 1000 Sq. Ft. With Fountain Service, Add 0.10 /Seat Duplex Residence 2.0 Institutions other than hospitals 0.50/Bed Launderette 2.0/Machine Mobile Home Park 0.70/Unit Motels 0.50/Room Offices 0.50 /1000 Sq. Ft, Physicians Office 0.60 /Examining Room. Restaurant 0.10 /Seat Rooming Houses 0.30/Renter Service Stations 0.70/Island Single Family Residence & Condominiums 1.0 Swimming Pools 1.60/1000 Sq. Ft. Theater 0.10 /Seat Contribution of users not listed will be computed based on estimated usage. Users listed above shall also be billed a monthly water rate according to established rates. For the purpose of reviewing the unit contribution, the usage of a single family residence will be considered as 9,000 gallons per month. (Ord. No. A -54, § 4.03 (F), 14-82; Ord. No. A -71, 3- I5 -93; Ord. No. A-77, 5 -2 -94; Carmel City Code, 1985 Suppl., § 4.03 (f)) City of Carmel Water Utility Approved List of Construction Materials 1. Water Main: Shall be Ductile Iron Pressure Class 350. 2. Reflective Warning Tape: Shall be installed 18in above pipe. 3. Tracing Wire (10 or 12 gage): To be installed with all water mains. There must be access to the tracer wire at each valve box, with enough wire in the valve box to insure the proper connection to the locating machine. 4. Fire Hydrants: Shall be Mueller or American Darling (Safety Yellow, M.A.B. # 0433291, Sherwin Williams # F75YP2) 5. Valves: Shall be resilient seat gate valve, Mueller, American, and Dezurik. Butterfly valves shall be used for sizes over 12in. 6. Fittings: Shall be Union, Tyler 7. Mechanical Joints: Shall be made with.Megalugs. 8. Valve Boxes: Shall be Union, Tyler 9. Posi Caps or Boxloks: Shall be installed, with each valve. 10. Curb Boxes: Shall be Union, Tyler 11. Tapping Sleeves: Shall be Smith Blair or Romac. 12. Repair Clamps: Shall be full circle stainless steel with ductile lugs. Smith Blair 226, Ford F -1, Mueller equal. 13. Tapped Repair Clamps: (For 3 /4,Iin, 11/2 in, and 2in taps on PVC, I 1 /2in and 2in on Ductile Iron and service repairs ) shall be 12in long, full circle stainless steel with ductile lugs and tapered threads. Smith Blair, Ford, Mueller. 14. Sample Stations: Shall be installed at the utilities request. (GIL Industries model # E11101). 15. Service Lines: 3 /4in, Iin, I 1 /2in, tin, Shall be K - Copper. 16. Brass: Compression Fittings. (See Meter Pit Specs. For Make and Model #) 17. Joint Restrains: Shall be Field Lock Gaskets or Mechanical Bell Joint Restraints. 18. HDPE Sleeves: Shall be used for services that cross major city streets. 19. Additional Kickers: Shall be solid block and brick. No poured concrete. ALL WORK SHALL BE IN THE BEST PRACTICES OF THE WATER UTILITY INDUSTRY AND THE AMERICAN WATER WORKS ASSOCIATION, AND IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL CODES AND REGULATIONS. FURTHERMORE: 1) ANY DAMAGE DONE TO THE CITY OF CARMEL U YrYrS SYSTEM BY THE CONTRACTORIDEVELOPER OR HIS AFFILIATES SHALL RAMEDIATELY BE REPAIRED, TO THE SATISFACTION AND DIRECTION OF THE CITY OF CARMEL UTILITY BY THE CONTRACTOR/DEVELOPER AT HIS OWN EXPENSE. 2 SHOULD THE CONTRACTOR/DEVELOPER ) NTRACTORlDE ELOPER PROPOSE TO DEPART FROM THE SPECIFICATIONS CONTAINED HEREIN, HE SHALL SUBMIT SAMPLES AND /OR SPECIFICATIONS OF SUCH ALTERNATIVES TO THE CITY OF CARMEL UTILITY BEFORE PROCEEDING. 3) NO WORK SHALL BE PERFORMED UNDER CONDITIONS WHICH IN THE OPINION OF THE CITY OF CARMEL UTILITIES WOULD ADVERSELY AFFECT THE QUALITY OF THE FINISHED JOB. THE CONTRACTOR/DEVELOPER SHALL CONDUCT HIS WORK SO AS NOT TO INTERFERE WITH THE PRESENT OPERATION OF THE EXISTING CITY OF CARMEL UTILITY'S WATER/SANITARY SEWER SYSTEM. IF ANY WORK INTERFERENCE IS ENCOUNTERED BETWEEN THE CITY OF CARMEL UTILITY AND THE CONTRACTOR/DEVELOPER, THE CITY OF CARMEL UTILITY WILL RECEIVE PRIORITY IN SCHEDULING. CITY OF CARMEL WATER DISTRIBUTION 11/2" - 2" INSIDE METER SETS L ALL NEW COMMERCIAL BUILDINGS ARE REQUIRED BACK FLOW DEVICES. 2. ALL NEW BUSINESSES RELOCATING IN EXISTING COMMERCIAL BUILDINGS ARE REQUIRED BACKFLOW DEVICES WITHIN 30 DAYS. 3. DEVICES SHALL BE OF THE TYPE APPROVED BY INDIANA DEPARTMENT OF ENVIRONMENTAL MANAGEMENT. 4. DEPENDING ON THE DEGREE OF HAZARD, THE WATER DISTRIBUTION DEPARTMENT WILL DECIDE IF YOU NEED A DOUBLE C'rIECK OR A REDUCED PRESSURE BACKFLOW DEVICE. 5. THE DEVICE MUST BE TESTED AT THE TIME OF INSTALLATION BY A STATE CERTIFIED BACKFLOW TESTER AND AT THE CORRECT INTERVALS FOR THE TYPE OF DEVICE. 6. TEST RESULTS ARE TO BE SENT TO: CARMEL UTILITIES 1301ST AVE. SW, CARMEL, IN. 46032 A: ANGLE METER STOP. ( FORD) FV43 -666W 11/2" FV43 -777W 2" B: LOC -PAC METER COUPLING. ( FORD) BF43- 777W 11/2 " - 2" ( FORD) HB -67 S BALL VALVE C: DISTANCE FOR METERS. 11/2" METER =13 1/4" 211 METER= 17 y /4rt CITY OF CARMEL WATER AND WASTEWATER UTILITY MINIMUM STANDARDS FOR DRAWINGS FOR DEVELOPER INSTALLED WATER SYSTEMS Two complete sets of preliminary design drawings are to be submitted to City of Cannel Water and Wastewater Utility for main sizing and preliminary review; one set will be returned to the Developer or his Engineer to include corrections or alterations. I. Design drawings shall have a north arrow and the drawing scale indicated. The name of the development as well as the name and address of the Developer and Engineer will be shown on the drawings. Site elevation information will be shown when dictated by site /pipe route topography which will allow adequate assessment of the main being installed. Drawings will show the location, size and type of existing sanitary sewers, storm drains, water mains, culverts, power lines, gas lines and other existing surface structures. Drawings will also illustrate the layout, type and size of proposed utilities and structures such as water mains, sanitary laterals and mains, storm mains, culverts, other drainage structures, street improvements, gas and power lines. Drawings shall have a separate sheet showing the water and sanitary sewer plan. Include detail sheet for water and sanitary sewer. 2. Include an overall location and key map for the entire project. 3. The minimum specific requirements for items shown on water main drawings is as follows: a) R -O -W width, centerline of road and Street Name. b) Back of curb with dimension. c) Dedicated exclusive or drainage and utility easements. (Installation on public R O -W is typically not allowed. d) Property lines, lot numbers, and house numbers. e) Length, type, size, class or pressure rating of water main must be shown. f) Location and dimension to main within easement and relative to back of curb and R-O-W. g) Depth of cover over main. h) Show all fittings, fire hydrants, valves and other appurtenances along with method of restraint. i) Crossings beneath existing streets must be shown as open cut or bore per local and state requirements. Crossings made by boring shall have a detail showing casing size, type wall thickness, length and location of the proposed casing in conformance with the City of Carmel Water and Wastewater's standard detail. A profile detail shall be included. j) Stream crossings must show type of material used beneath the waterway and the #loodway. D.I. restrained joint pipe will be required beneath the waterway. Casing shall be used where needed. City of Carmel Utilities will determine when casing is needed. k) Where 10 -foot horizontal separation and 18 -inch vertical separation cannot be maintained between water lines and sanitary and/or storm sewers, the location must be identified on the water line drawings for review and approval by the City of Carmel Utilities and Indiana Department of Environmental Management at the time water or wastewater main drawings are submitted for review. Generic details which allow the field contractor to install water and sewer mains closer than these separations "as needed" will not be allowed. 4) Exclusive or utility and drainage easement (U.D.E.) along with necessary access easement will be provided for main installation. The minimum width of easements required shall be as stated below_ Due to specific site constraints, the Company may require wider easements than stated. a) Exclusive or U.D.E. - 20 feet wide b) Access Easement - 20 feet wide 4) Entire project should be one drawing, if not it must have corresponding matchlines. 6) Service line size and location shall be shown for each lot. U)00 W N 00 CL 0 r- r\ o c C, C;6 x v o t° c � LD C 3 (0 .> 0 fl �..� 0 0 1 O U0 O a > n � a 0 O Q) O V �Y- d- flC} Z Q U Lei.. v W CL Z Cn !s! O Cn -J W W J G� LL1 Q Q U � Q o =3 F. z L� � w L i� Z � � W V Q W LL.. C) U t- � U L,IL �w LL.1 � Q _ �Q u) F- o_ z REVISIONS \````\``l�ttllllltll ' //' No *� 10000418 �* STATE OF DI %SS14NAt �� / //UAp11p11t1111�\ �na�fJas+v, men DRAWING: 23080803 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C804 � TU BE FILE # STOP Sign (RI-1) YIELD Sion (F,11-2) YIELD RI-2 30" x 30" 30" x ZC' x 3;0" ON ALL CUTS, P,0.40,5 THAT niE0L11PF tl II 1,40VED. THE OE7-AIL AS SHOVTV SE - LOW SHALL BECOME .4 PAPT OF THIS PEP, �4 / T MARKED OR IJ14m4!RKED a r IT, ,Go SA -y Cv T FOR CLEAN BREAK --JL, PlavzroV IS VV F NOTES J •1 0-- 0" for ct)rPcrvtet ceriLer ctirb. t typr 11 twiJ 8" ror oonl ,Foot Z' - 0 'NAME renter vurlb, typo C. C4 14 LFG END JT is T-C) eE SA`A' CUT' FOR A = Norivol Vitvrmien.11, dep-th K Keytiny Joint B:E COMPACTED TO A MINi6ALlf•( ;f?t��wf THE EXISTING PANFJAEI4-1. OF 95 %. SIDEWALK L, f,"OVED FCZ�YA THE WORK SITE- Prorm-faml l'Ant flurr ROAD AS PER 'INOrANA C5py. OF < y1w C HAMILTON COUNTY HIGHWAY DEPARTMENT_ 77 FACE OF STANDARD PLAN U — 1 �t6l. "o'ba., KkvILTON COUNTY 01PECTCF1 [)ATE < C,: I � 6't to 12'± 4 4. A4 —Z-17-A-Z 7r, -- - ------- Z URBAN INTERSECTION K Key W tky Jo i o L SECTION J—J SPEED 12'-0" PAVEMENT 7*-0" MIN. ll'-O" MIN. 2'-0", '1 0 Ai, opocified UJ {Ito SECTION .......... Slope I-J, 1-1 F but tq�r f MIN. INDIAAA, IDEPAVIAIENT OF TRANSPOPTATION TYP. CONCRETE CENTER CURB$ Clum A efmvreLe TYPE C & D q APRIL IP05 Oil S ,TANDARI) DRAWINO. N0.13 605—CNCC-0:3 SUBDIVISION W11AA ftkW0 #4 tlV, f00*0 3 -tC= Std SECTION K—K NO SCALE PER 1/41'�PER F! MIN. ek. 1/4" 1 P .. E SLOPE: 1 /Z'• PER FT. SLOPE STOP Sign (RI-1) YIELD Sion (F,11-2) YIELD RI-2 30" x 30" 30" x ZC' x 3;0" ON ALL CUTS, P,0.40,5 THAT niE0L11PF tl II 1,40VED. THE OE7-AIL AS SHOVTV SE - LOW SHALL BECOME .4 PAPT OF THIS PEP, �4 / T MARKED OR IJ14m4!RKED a r IT, ,Go SA -y Cv T FOR CLEAN BREAK --JL, PlavzroV IS VV F 4� pu=amum t •1 0-- CRC,SSW.ALX II F"—T--�-5TRCET Z' - 0 'NAME 40 FT. HALF R /W tj J- I SIGN N.E. ^-OptiER) is T-C) eE SA`A' CUT' FOR A O-EAN GREAv� MAJOR B:E COMPACTED TO A MINi6ALlf•( ;f?t��wf THE EXISTING PANFJAEI4-1. OF 95 %. SIDEWALK L, f,"OVED FCZ�YA THE WORK SITE- SURFACC. ROAD AS PER 'INOrANA C5py. OF < 409 6A 902, HAMILTON COUNTY HIGHWAY DEPARTMENT_ MIN. 6" FACE OF STANDARD PLAN U — 1 APPROVED: KkvILTON COUNTY 01PECTCF1 [)ATE < C,: I � 6't to 12'± MINOR Z URBAN INTERSECTION SPEED 12'-0" PAVEMENT 7*-0" MIN. ll'-O" MIN. 2'-0", '1 0 UJ LIMIT CURBED 25 SECTION S E C -5 0 N —T MIN. TYP. NOTE: SLOPE: may be found in the Indona W.onual on Uniform Traffic Control Oe.ices SUBDIVISION SiGN PLACEMENT 1/2" PER FT.. SL SLOPE. 1 4 PER FT. I I NO SCALE PER 1/41'�PER F! MIN. ek. 1/4" 1 P .. E SLOPE: 1 /Z'• PER FT. SLOPE REMSED: KI < STANDAIRD PLAN U. 0 01.5 STONE REQUIRED SIDEWALIKI WHERE R Z. < �T S 3 PAVEMENT SECTION �S REOUIRED 73 By ORDINANCE I OF SIDE OITtH 1 3: 11 APPROVED: 27'-C)" mn �2 0 M L) x Z HAMILTON COUNTY AY S'' R-Q51 HIGHWAY ANDARD CRASS -S__ 0 U 0 0 0 U COLLECTOR STREET W IQ CURB Z 0 Z SCALE: I"= G'-Q" VARIATION FROM THIS SHALL BE APPROVED IN WRITING BY COUNTY ENGINEER. < M 5'-0" WHERE REQUIRED BY ORDINANCE. ACTUAL WIDTH TO BE BASED ON HYDRAULIC REQUIREMENT OF SPECIFIC SITE, LIJ :E 2 Lli > 0 0 cr- U CL w a- STOP Sign (RI-1) YIELD Sion (F,11-2) YIELD RI-2 30" x 30" 30" x ZC' x 3;0" ON ALL CUTS, P,0.40,5 THAT niE0L11PF tl II 1,40VED. THE OE7-AIL AS SHOVTV SE - LOW SHALL BECOME .4 PAPT OF THIS PEP, �4 / T MARKED OR IJ14m4!RKED a r IT, ,Go SA -y Cv T FOR CLEAN BREAK --JL, PlavzroV IS VV F 4� pu=amum t •1 0-- CRC,SSW.ALX II F"—T--�-5TRCET Z' - 0 'NAME (D SURFAC-- (S T0 BE SLOPED T THE S,'IfilE PATE AS T-HE -9- GEEOitiG i 95 % EXt31ING SURFACia. tj J- I SIGN N.E. ^-OptiER) is T-C) eE SA`A' CUT' FOR A O-EAN GREAv� MAJOR B:E COMPACTED TO A MINi6ALlf•( ;f?t��wf THE EXISTING PANFJAEI4-1. OF 95 %. SIDEWALK L, f,"OVED FCZ�YA THE WORK SITE- SURFACC. ROAD AS PER 'INOrANA C5py. OF - STOP SIGN 409 6A 902, HAMILTON COUNTY HIGHWAY DEPARTMENT_ MIN. 6" FACE OF STANDARD PLAN U — 1 APPROVED: KkvILTON COUNTY 01PECTCF1 [)ATE < C,: I � 6't to 12'± MINOR CROSSROAD URBAN INTERSECTION SPEED CURBED LIMIT CURBED 25 SECTION S E C -5 0 N —T NOTE: Additional information may be found in the Indona W.onual on Uniform Traffic Control Oe.ices SUBDIVISION SiGN PLACEMENT NO SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REMSED: STANDAIRD PLAN HAWL704 rmNrY 0,cNEERO �T S 3 APPROVED: HAuILTON CCN-il ORCIM MA 6';(24*x0 100 ALUMNUM W.T� 001;61E FACED CRIEEV R1FLEcrcR[,.­o ENGINEER CRACE Pf BACKGPOU,14D PER STANDARD SPECS. S10. 91210 AND 4" WrE R[F?-1-C`.OPQ0D ENGINEER CRAY- LET---,RS O A0AP.--R ASSEMBLY (5,- E BELOW) 3 L3S./FT GREEN PAINTED OR GA,-VANILFD CI-NNEL SIGN ?CST PER SIAN•ARD 5?---05 DRIVEN OR SET IN ADAPTER ASSEMKY COMPACT ­ED 9ACKF1L NO T ES: 1.) ?riva!e Sheets shell be so ud:coted on the W, hand side of the sign pith do-;1 in, 1 1/2' blo,-k letters oi j-kw -flectorized backgrouna preceding the street -Crle. 2.) Cne sign asser-,plv shot be located c each m terser tiori on t:-t Dossile. 3.) Stop si,-ns shat' not ll instc';ed on tse street name sic,-% posts. SUBDIVISION STREET NAME SIGNS NO SCAL": HAMILTON COUNTY HIGHWAY DEPARTMENT PDASED: STANDARD PI�AN RECCMENDED: KWtTON COUA-y Ew('N--.-.R DATE APPROVED: _7 S-2 HAWITON rk.,f DE- TAIL FOR CUT ROAD- P4TC1-1JIA1'G ON ALL CUTS, P,0.40,5 THAT niE0L11PF tl II 1,40VED. THE OE7-AIL AS SHOVTV SE - LOW SHALL BECOME .4 PAPT OF THIS PEP, �4 / T MARKED OR IJ14m4!RKED a r IT, ,Go SA -y Cv T FOR CLEAN BREAK --JL, PlavzroV IS VV F 4� pu=amum t •1 0-- CRC,SSW.ALX II F"—T--�-5TRCET Z' - 0 'NAME (D SURFAC-- (S T0 BE SLOPED T THE S,'IfilE PATE AS T-HE -9- GEEOitiG i 95 % EXt31ING SURFACia. tj J- I SIGN N.E. ^-OptiER) is T-C) eE SA`A' CUT' FOR A O-EAN GREAv� MAJOR B:E COMPACTED TO A MINi6ALlf•( ;f?t��wf THE EXISTING PANFJAEI4-1. OF 95 %. SIDEWALK L, f,"OVED FCZ�YA THE WORK SITE- SURFACC. ROAD AS PER 'INOrANA C5py. OF - STOP SIGN 409 6A 902, HAMILTON COUNTY HIGHWAY DEPARTMENT_ MIN. 6" FACE OF STANDARD PLAN U — 1 APPROVED: KkvILTON COUNTY 01PECTCF1 [)ATE < C,: I � 6't to 12'± MINOR CROSSROAD URBAN INTERSECTION SPEED CURBED LIMIT CURBED 25 SECTION S E C -5 0 N —T NOTE: Additional information may be found in the Indona W.onual on Uniform Traffic Control Oe.ices SUBDIVISION SiGN PLACEMENT NO SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REMSED: STANDAIRD PLAN HAWL704 rmNrY 0,cNEERO �T S 3 APPROVED: HAuILTON CCN-il ORCIM MA 6';(24*x0 100 ALUMNUM W.T� 001;61E FACED CRIEEV R1FLEcrcR[,.­o ENGINEER CRACE Pf BACKGPOU,14D PER STANDARD SPECS. S10. 91210 AND 4" WrE R[F?-1-C`.OPQ0D ENGINEER CRAY- LET---,RS O A0AP.--R ASSEMBLY (5,- E BELOW) 3 L3S./FT GREEN PAINTED OR GA,-VANILFD CI-NNEL SIGN ?CST PER SIAN•ARD 5?---05 DRIVEN OR SET IN ADAPTER ASSEMKY COMPACT ­ED 9ACKF1L NO T ES: 1.) ?riva!e Sheets shell be so ud:coted on the W, hand side of the sign pith do-;1 in, 1 1/2' blo,-k letters oi j-kw -flectorized backgrouna preceding the street -Crle. 2.) Cne sign asser-,plv shot be located c each m terser tiori on t:-t Dossile. 3.) Stop si,-ns shat' not ll instc';ed on tse street name sic,-% posts. SUBDIVISION STREET NAME SIGNS NO SCAL": HAMILTON COUNTY HIGHWAY DEPARTMENT PDASED: STANDARD PI�AN RECCMENDED: KWtTON COUA-y Ew('N--.-.R DATE APPROVED: _7 S-2 HAWITON rk.,f DE- TAIL FOR CUT ROAD- P4TC1-1JIA1'G ON ALL CUTS, P,0.40,5 THAT niE0L11PF tl II 1,40VED. THE OE7-AIL AS SHOVTV SE - LOW SHALL BECOME .4 PAPT OF THIS PEP, �4 / T LIMITS OF Prrl­-i a r IT, ,Go SA -y Cv T FOR CLEAN BREAK --JL, PlavzroV IS VV F 4� pu=amum t •1 0-- 0,m Z' - 0 (D SURFAC-- (S T0 BE SLOPED T THE S,'IfilE PATE AS T-HE -9- GEEOitiG i 95 % EXt31ING SURFACia. a2 ExlSilvG PAVEME•T- is T-C) eE SA`A' CUT' FOR A O-EAN GREAv� C041PACTED A GP -GATE r�G --GA E is T-0 BE LAI 0 AT , L kFT'S ANN IS TO CA) PLAW OONICRE:TE IS T() G= FtNISHE-D B:E COMPACTED TO A MINi6ALlf•( ;f?t��wf THE EXISTING PANFJAEI4-1. OF 95 %. (D MENCH SPOIL IS TO BE RE- f,"OVED FCZ�YA THE WORK SITE- SURFACC. 0 BITUMINOUS TACIK'APPLIEG AS PER 'INOrANA C5py. OF HILGHWAYS STAN RO SPEC- IFICATIONS-fc)6r- 409 6A 902, HAMILTON COUNTY HIGHWAY DEPARTMENT_ F,EVISFO: 1--I±- -9Z RECOMENDED: -q I tLkM;LTC?4 Co)'JNTY 5tx,-!N EEA STANDARD PLAN U — 1 APPROVED: KkvILTON COUNTY 01PECTCF1 [)ATE DE- TAIL FOR CUT ROAD- P4TC1-1JIA1'G ON ALL CUTS, P,0.40,5 THAT niE0L11PF 77--,'E EXISTING PAVENC�vT TO 3E- P-'- 1,40VED. THE OE7-AIL AS SHOVTV SE - LOW SHALL BECOME .4 PAPT OF THIS PEP, �4 / T LIMITS OF Prrl­-i a r IT, ,Go SA -y Cv T FOR CLEAN BREAK --JL, PlavzroV IS VV F 4� pu=amum t •1 0-- 0,m Z' - 0 (D SURFAC-- (S T0 BE SLOPED T THE S,'IfilE PATE AS T-HE -9- GEEOitiG i 95 % EXt31ING SURFACia. a2 ExlSilvG PAVEME•T- is T-C) eE SA`A' CUT' FOR A O-EAN GREAv� C041PACTED A GP -GATE r�G --GA E is T-0 BE LAI 0 AT , L kFT'S ANN IS TO CA) PLAW OONICRE:TE IS T() G= FtNISHE-D B:E COMPACTED TO A MINi6ALlf•( ;f?t��wf THE EXISTING PANFJAEI4-1. OF 95 %. (D MENCH SPOIL IS TO BE RE- f,"OVED FCZ�YA THE WORK SITE- SURFACC. 0 BITUMINOUS TACIK'APPLIEG AS PER 'INOrANA C5py. OF HILGHWAYS STAN RO SPEC- IFICATIONS-fc)6r- 409 6A 902, HAMILTON COUNTY HIGHWAY DEPARTMENT_ F,EVISFO: 1--I±- -9Z RECOMENDED: -q I tLkM;LTC?4 Co)'JNTY 5tx,-!N EEA STANDARD PLAN U — 1 APPROVED: KkvILTON COUNTY 01PECTCF1 [)ATE SPEED LIMIT Signs (22-11) SPEED RI-4 18" x 6• LIMIT 2.5 12" x 6* NOTES: 1.) Signs Sncll be single (teed w:th Engineering Grade relectc-rized sheeting on 0080" thick ourninum Sheet motericl per INC-UT Stondord Specifications 912.10. 2) Posh Shull be I]'-G" icirg, 3 b/fl green pointed or golvcri:zPd Channel sign pest per INDOT Sticridurd Specification 9013.14. 3.) A4 sign sizes, shapes, colors crid nncter'6 shall meet the Indiana Wonuol or Uni'orm Trof5c Control Devices. TYPICAL SUBDIVISION REGULATORY SIGNS NO SCAL-1 HAMILTON COUNTY HIGHWAY DEPARTMENT RECOMENDED STANDARD PLAN - : -- -�-- 4 -5-93 HAMLTON CXNTY EHIG;NEER DA 7t APPRGI/ED: S-1 ij HALIILTON CINT'Y DKCTOR DATt k A0 O,; �I v oi t,R �Fif ACT X� X, - - ---------------- Z�,EFTRNARI P3, 4— 6 OR C� 10-S "k, IJ 0 X1. ............ % IN, J mz 91N, 4' OW mms, 1, 1 f,1 % I.li, p1mow, Of imqx't'w*& 1,. sz 'tuO a t < + ir.,�Sjfj! ivwf "'ism! 4 ww.n,­'k, PIPE UNDEM)RAIN, t HANI tLT0N C0117NrYflIGHWAY DEPARTMENT �IANDAIU) PLIN Ii,t ..... . .... . ...... ... ...... . .......... II I /V� 24" I' LIP 3" TOP SC)J IR SUITABLE BACKFILI, 23 /4' CCMPACTED IN' 4" UFTS !�J 00 0 r 0 J °0 0 0 0 0 0 0 a C) 0 0 0 0 a L 0 C 0 0 0 01 C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NOTES: Exponsicn joints ore required at Slorm Inlets. Contracticri joints shcild be irsl ' :0' spcc:rq!. Spccin; sholi be 5' a-, cvrvw ,ali;. j + j ccb i rO r:O �`° Cen',achon joints sholl be toot-td or saci in :r,,nt1nuoL;s!-1v poured c-�rbs to a dec.th oi 112' min. COMBINED CONCRETE CURB & CUTTER (TYPE 11) NO SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REASED: STANDARDPLAN RECDVENDED: KA14,1014 C"rY ENQNE-P. DA7 C-4 A PPROVED: -/ -'r- Omit 4 1/2- I- LIP LOWP04NF OF CUTTER =:T1 7 SACK-IL1 F —T .0 0/ -0, -0 0 0 Slj---GRACE AGGREGATE L . 0 . G 0 '0 'a 0 00 -PTH VARIES NOTES. E'p-C.-Isto'. r.-7 al SIorm Con'xction jwls shou;d b,: inStolied at III" sDccinqs. Spcc:.ng s;io'l be 5' on cxve rod;i. Ccntroc*.ic,,) joints ", -Il be toded or sawn 'n continuvisiy poured curbs to a depth of 1/2' min. TYPICAL ROLL CURB DETAIL WITH REVERSED S!I­OPCr GUTTER .40 SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REVISED: RECC41_"J'IED: STANDARD PLAN 10MLICR CX-HrY IM(WER DATE -- 'i/- 5-9.7 C-2 HAU L ON W.Y DKCTCR DATE 0 Ln r- C N 00 (o L) C: -0 0 C _J cn Cn C 0 x Q) 0- 0 W 0 LL_ C: C: 2 C -0 Co 0 0 L) C:) 0 Ln -4 cn 0 E-4 a) Q) > 0 0 00 A REVISIONS 1/11/06 - REVISED PER COMMENTJ LETTER DATED 1/10/06 AND ADDE SHEET C402 MG1 1 06/12/06 - REVISED PER LETTER DATED 5/24/06 ANDI MEETING WITH HAMILTON COUNTY MG ------ ----- - -- ON ............. 41, 0 No. 10000418 a -,a % STATE OF : 4�F :,z- 'IVD I AN P.- •' ..­` 11//Z DRAWING: 2308C805 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C805 TUBE FILE # LLJ V) T LLJ Z LLI > LLJ Li 0 0"" LLJ —J —J < < 0 Z Z < 1­ 0 LLJ LLJ .48 Z U —J LLI LLJ LLJ :2 L-J Ld V) C) Ld Cf) (0 V) T < LLI 0 LLJ LLI 0 m: fy- V) OL Z HAMILTON COUNTY HIGHWAY DEPARTMENT RECOMENDED STANDARD PLAN - : -- -�-- 4 -5-93 HAMLTON CXNTY EHIG;NEER DA 7t APPRGI/ED: S-1 ij HALIILTON CINT'Y DKCTOR DATt k A0 O,; �I v oi t,R �Fif ACT X� X, - - ---------------- Z�,EFTRNARI P3, 4— 6 OR C� 10-S "k, IJ 0 X1. ............ % IN, J mz 91N, 4' OW mms, 1, 1 f,1 % I.li, p1mow, Of imqx't'w*& 1,. sz 'tuO a t < + ir.,�Sjfj! ivwf "'ism! 4 ww.n,­'k, PIPE UNDEM)RAIN, t HANI tLT0N C0117NrYflIGHWAY DEPARTMENT �IANDAIU) PLIN Ii,t ..... . .... . ...... ... ...... . .......... II I /V� 24" I' LIP 3" TOP SC)J IR SUITABLE BACKFILI, 23 /4' CCMPACTED IN' 4" UFTS !�J 00 0 r 0 J °0 0 0 0 0 0 0 a C) 0 0 0 0 a L 0 C 0 0 0 01 C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NOTES: Exponsicn joints ore required at Slorm Inlets. Contracticri joints shcild be irsl ' :0' spcc:rq!. Spccin; sholi be 5' a-, cvrvw ,ali;. j + j ccb i rO r:O �`° Cen',achon joints sholl be toot-td or saci in :r,,nt1nuoL;s!-1v poured c-�rbs to a dec.th oi 112' min. COMBINED CONCRETE CURB & CUTTER (TYPE 11) NO SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REASED: STANDARDPLAN RECDVENDED: KA14,1014 C"rY ENQNE-P. DA7 C-4 A PPROVED: -/ -'r- Omit 4 1/2- I- LIP LOWP04NF OF CUTTER =:T1 7 SACK-IL1 F —T .0 0/ -0, -0 0 0 Slj---GRACE AGGREGATE L . 0 . G 0 '0 'a 0 00 -PTH VARIES NOTES. E'p-C.-Isto'. r.-7 al SIorm Con'xction jwls shou;d b,: inStolied at III" sDccinqs. Spcc:.ng s;io'l be 5' on cxve rod;i. Ccntroc*.ic,,) joints ", -Il be toded or sawn 'n continuvisiy poured curbs to a depth of 1/2' min. TYPICAL ROLL CURB DETAIL WITH REVERSED S!I­OPCr GUTTER .40 SCALE HAMILTON COUNTY HIGHWAY DEPARTMENT REVISED: RECC41_"J'IED: STANDARD PLAN 10MLICR CX-HrY IM(WER DATE -- 'i/- 5-9.7 C-2 HAU L ON W.Y DKCTCR DATE 0 Ln r- C N 00 (o L) C: -0 0 C _J cn Cn C 0 x Q) 0- 0 W 0 LL_ C: C: 2 C -0 Co 0 0 L) C:) 0 Ln -4 cn 0 E-4 a) Q) > 0 0 00 A REVISIONS 1/11/06 - REVISED PER COMMENTJ LETTER DATED 1/10/06 AND ADDE SHEET C402 MG1 1 06/12/06 - REVISED PER LETTER DATED 5/24/06 ANDI MEETING WITH HAMILTON COUNTY MG ------ ----- - -- ON ............. 41, 0 No. 10000418 a -,a % STATE OF : 4�F :,z- 'IVD I AN P.- •' ..­` 11//Z DRAWING: 2308C805 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C805 TUBE FILE # LLJ V) T LLJ Z LLI > LLJ Li 0 0"" LLJ —J —J < < 0 Z Z < 1­ 0 LLJ LLJ .48 Z U —J LLI LLJ LLJ :2 L-J Ld V) C) Ld Cf) (0 V) T < LLI 0 LLJ LLI 0 m: fy- V) OL Z REVISIONS 1/11/06 - REVISED PER COMMENTJ LETTER DATED 1/10/06 AND ADDE SHEET C402 MG1 1 06/12/06 - REVISED PER LETTER DATED 5/24/06 ANDI MEETING WITH HAMILTON COUNTY MG ------ ----- - -- ON ............. 41, 0 No. 10000418 a -,a % STATE OF : 4�F :,z- 'IVD I AN P.- •' ..­` 11//Z DRAWING: 2308C805 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C805 TUBE FILE # LLJ V) T LLJ Z LLI > LLJ Li 0 0"" LLJ —J —J < < 0 Z Z < 1­ 0 LLJ LLJ .48 Z U —J LLI LLJ LLJ :2 L-J Ld V) C) Ld Cf) (0 V) T < LLI 0 LLJ LLI 0 m: fy- V) OL Z LLJ V) T LLJ Z LLI > LLJ Li 0 0"" LLJ —J —J < < 0 Z Z < 1­ 0 LLJ LLJ .48 Z U —J LLI LLJ LLJ :2 L-J Ld V) C) Ld Cf) (0 V) T < LLI 0 LLJ LLI 0 m: fy- V) OL Z TYPICAL SANITARY SEWER SPECIFICATIONS TO HE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT (REVISED MAY 2002) 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 PVG 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 CROSSSECTIONAL AREA OF 0.20 SQUARE INCHES AND CONFORM TO ASTM F -477 SPECIFICATION. FITTINGS SHALL BE MANUFACTURED BY HARCO OR EQUAL. 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 THAtI 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. Q 13. ALL MANDREL TESTING SHALL BE OBSERVED BY A PROFESSIONAL ENGINEER REPRESENTATIVE FOR CERTIFICATION AND A REPRESENTATIVE OF THE DISTRICT. 0 14. THE ENDS OF LATERALS ARE TO BE PLUGGED TIGHT WITH A BRACED PLASTIC DISC OR CAP CAPABLE OF J 0 WITHSTANDING A LOW PRESSURE AIR TEST WITHOUT LEAKAGE. L 15. BEDDING FOR FLEXIBLE PIPE SHALL BE NO. 8 CRUSHED STONE FROM fi- INCHES BELOW THE PIPE TO 12- INCHES ABOVE THE PIPE. BEDDING FOR RiGID PIPE SHALL BE NO. 8 CRUSHED STONE FROM 6- INCHES `L BELOW THE PIPE TO THE SPRING LiNE OF THE PIPE AND FROM THIS POINT TO 12- INCHES ABOVE SHALL BE 0 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 CL U PROPERLY PROTECTED AND /OR BARRICADED WHEN LEFT UNATTENDED. 18. NO WATER SHALL BE PERMITTED TO FLOW INTO THE SANITARY SEWER SYSTEM DURING CONSTRUCTION. C 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 (327 K; IAC 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 `1' THE LINES HAVE PASSED ALL PUNCH LISTS. L� 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 SEWER CONSTRUCTION. 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 CD SANITARY SEWER. J 22. THE MINIMUM SLOPE FOR SEWER ACCEPTANCE BY THE CLAY TOWNSHIP REGIONAL WASTE DISTRICT ARE: c SiZE OF PIPE MINIMUM CONSTRUCTED SLOPE U 8 -INCH 0.40% 10 -INCH 0.28% _ 12 -INCH 0.22% 15 -INCH 0.15% 18 -INCH 0.12% 0 23. THE CONTRACTOR SHALL PROVIDE MEASUREMENTS OF THE SLOPE OF THE SEWER FOR EACH MANHOLE U 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. CV 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 i BUILDING CLEANOUT ADJACENT TO THE BUILDING. L u TYPICAL SANITARY LATERAL SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT 1. ALL HOUSES, BUILDINGS, ETC., SHALL CONNECT TO THE DISTRICT'S SANITARY SEWER SYSTEM WITHIN 90 DAYS OF NOTICE PROVIDING A SEWER IS WITHIN 300 FEET FOR HAMILTON COUNTY OR 100 FEET FOR BOONE COUNTY OF THE PROPERTY LINE. ONLY ONE BUILDING MAY CONNECT TO THE SEWER MAiN PER LATERAL UNLESS OTHERWISE APPROVED BY THE DISTRICT. 2. NO FOUNDATION OR OTHER STORM WATER DRAINS SHALL BE INTERCONNECTED TO THE SEWER LATERAL INSTALLED AND CONNECTED TO THE DISTRICT'S SANITARY SEWER. 3. THE EXISTING SEWER LINE FROM THE BUILDING TO THE SEPTIC TANK MAY ONLY BE USED IF IT IS LOCATED UNDER A BUILDING ADDITION, PATIO, PORCH OR PAVED DRIVEWAY. AIR TEST IS REQUIRED TO SHOW IF ACCEPTABLE FOR RE USE. THE PROPERTY OWNER SHALL BEAR THE COST OF ALL TESTING. THE DISTRICT INSPECTOR MUST BE ONSITE FOR THE DURATION OF THE AIR TEST. 4, THE OWNER OR CONTRACTOR SHALL NOTIFY THE DISTRICT PRIOR TO COVERING THE INSTALLED LATERAL SO THAT THE DISTRICT CAN MAKE AN INSPECTION TO DETERMINE COMPLIANCE WITH THE DISTRICT'S SEWER USE ORDINANCE. SUCH NOTIFICATION SHALL BE MADE 24 HOURS PRIOR TO THE NEED FOR THE INSPECTION. IF THE INSPECTION FAiLS AND A SECOND INSPECTION IS REQUIRED, OR CONTRACTOR IS NOT ON SITE FOR SCHEDULED INSPECTION, OR FAILS TO CANCEL INSPECTION, AN ADDITIONAL FEE OF $75.00 WILL BE DUE. THIS MUST BE PAID PRIOR TO THE TIME OF THE FOLLOW UP INSPECTION. 5. PROPERTY OWNERS ARE HEREBY ADVISED THAT THE COUNTY BOARD OF HEALTH REGULATES THE OPERATION AND MAINTENANCE OF PRIVATE SEWAGE DISPOSAL (SEPTIC) SYSTEMS. THE COUNTY ORDINANCE PROVIDES IN PART THAT, UPON CONNECTION TO A PUBLIC SEWER, A SEPTIC TANK " ?SHALL BE ABANDONED AND FILLED WITH EARTHEN MATERIAL IN A SAFE AND SANITARY MANNER." PLEASE CONTACT THE APPROPRIATE COUNTY BOARD OF HEALTH FOR FURTHER INFORMATION. 6. ACCEPTABLE PIPE MATERIALS: PVC PiPE: SDR 35, ASTM D -3034, SiX INCH PIPE PVC PIPE: SDR 21, ASTM D -241, SIX INCH PiPE GASKETS JOINTS ASTM D 3212 GASKETS ASTM F-477 FITTINGS - SDR -26 DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS. CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND NO MORE THAN 300 FEET APART. 7. BEDDING: USE FILL SAND OR NUMBER 8, 9 OR 11 STONE FILL MATERIAL IS TO BE PLACED FROM 6 INCHES BELOW TO 6 INCHES ABOVE THE PIPE THE TRENCH SHOULD BE A MINIMUM OF 18 INCHES WIDE 8. LATERALS SHALL BE INSTALLED NO CLOSER THAN 20 FEET FROM WATER WELLS UNLESS PVC PRESSURE GRADE PiPE IS USED MEETING SDR 21 AND ASTM D -2241. ANY PROPOSED INSTALLATION REQUIRING PRESSURE PIPE SHALL BE REVIEWED AND ACCEPTED BY THE DISTRICT AND THE DISTRICT'S ENGINEER PRIOR TO INSTALLATION. 9. WHERE A TRANSITION IS MADE BETWEEN SDR 35 PiPE AND PRESSURE GRADE SDR 21 PIPE, A DUCTILE IRON GASKETED MECHANICAL COUPLING SHALL BE USED. 10. LATERALS SHALL TERMINATE WITHIN 3 FEET OF THE BUILDING UNLESS THE CONDITIONS IN ITEM #3 ABOVE ARE MET. NO GLUED PiPE SHALL BE INSTALLED OUTSIDE OF BUILDING FOUNDATION WALLS_ 11. ADDITIONAL INFORMATION ON DISTRICT STANDARDS AND SPECIFICATIONS MAY BE OBTAINED FROM THE DISTRICT'S OFFICE DURING BUSINESS HOURS OF 8:OOA.M. TO 5:OOP.M. MONDAY THROUGH FRIDAY: ALL DISTRICT STANDARDS CAN BE LOCATED ON OUR WEB SITE AT HTTP: / /WWW.CTRWD.ORG /. CLAY TOWNSHIP REGIONAL WASTE DISTRICT 10701 NORTH COLLEGE SUITE A. INDIANAPOLIS, INDIANA 46280 PHONE: 844 -9200 FAX: 844 -9203 12. SEPTIC EFFLUENT SHALL NOT BE PUMPED OUT INTO THE SANITARY SEWER SYSTEM. 13. THE DISTRICT SHALL INSPECT ALL LATERALS. PLEASE CALL THE DISTRICT OFFICE AT 844.9200 24 HOURS PRIOR TO TIME OF INSPECTION 14. CONTRACTORS SHALL LAY 14 GAUGE - STRANDED WIRE THE ENTIRE LENGTH OF THE LATERAL. WIRE iS TO BE PLACED ON TOP OF THE LATERAL. THE DISTRICT INSPECTOR WILL VERIFY PLACEMENT OF THE WIRE. AFTER INSPECTION, BEDDING IS TO BE PLACED ON TOP. 15. CALL BEFORE YOU DIG: IUPPS 1 -800- 382 -5544, 48 HOURS PRiOR TO DIGGING. TABLE' I MININIUM SPECIFIED TIMEi TIME REQUIRED FOR A 1.0 psig DROP FOR SiZE AND LENGTH OF Pi PL" iNDICATED TABLE I Pipe Diameter In. Minimum Time, mineti Length for Minimum Time, It Time for Longer L::n91Ll1. S Specification Time for Length (L) Shown, rnin:s 10011 150(l 200 It 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:48 597 0.1-60 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3 :46 6 5:40 386 0.854 L 5:10 5:40 5:40 � 5:40 5:40 5:40 5:42 6:24 8 7:34 ?r?$ 1.520 L 7:34 734 7:34 7 :34 7:36 8:52 10:08 11:24 10 8:26 239 2.3741. 9 :28 9:28 9.28 9:63 11:52 13:51 15:49 17:48 12 1 11:20 199 3.418 L 11:20 11:20 11:24 1415 17:05 19:55 2'_ :4 7 25:38 16 14:10 158 5.3342 L 14:10 14:10 17:48 22:15 26:12 31:09 35:36 40:01 18 17 :00 133 7.6321. 17:00 19 :13 25:38 32:03 26.27 _44:52 51:16 57:41 21 19:50 114 10.470 L 15:60 26:10 34:54 43:37 5'•31 61:00 69:48 78:31 24 22:40 89 13.674 C. 32 :47 34 :11 45 :34 56 :5X 09:22 79:16 91:10 102:33 2_7 25:30 88 17306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:43 30 28:30 s0 21.388 L 96:37 53:26 71:1; 89:0? 108:50 124:38 142:2 5 160: 15 33 3 1: 10 72 35.95211. 49:05 (4-3X :18:10 107 :49 129:19 150:43 17 2.2 1 193 :53 3S 34:00 s6 30.783 L 61:17 76:55 102:12 128:1? 153:50 179:29 205:017 230 :46 GENERAL NOTES 1. REFER TO THE INDIANA DEPARTMENT OF TRANSPORTATION ( INDOT) STANDARD SPECIFICATIONS, 1999 EDITION, FOR BASIC MATERIALS AND CONSTRUCTION METHODS. THE SECTIONS BELOW FOR VARIOUS ITEMS ARE TO CLARIFY THE INTENT OF THE REQUIREMENTS FOR THiS PROJECT. PLEASE NOTE THAT OTHER SECTIONS OF THE INDOT STANDARD SPECIFICATIONS MAY ALSO BE APPLICABLE. 2 CONTRACTORS SHALL CHECK WITH ENGINEER PRIOR TO START OF CONSTRUCTION TO VERIFY DATE OF PLANS. MINOR CHANGES MAY BE MADE IF ALL REVIEWING AGENCY APPROVALS ARE NOT GRANTED BEFORE BIDDING. CHANGES IN COST SHALL BE NEGOTIATED PRIOR TO PHYSICAL CONSTRUCTION AND BASED ON UNIT PRICES SUBMITTED ON THE CONTRACT. 3. CONTRACTORS SHALL CONTACT ALL UTILITY COMPANIES TO LOCATE ALL MAINS, CONDUITS, SERVICE LINES, ETC. IN THE AFFECTED CONSTRUCTION AREA. EXISTING UTILITY STRUCTURES ARE SHOWN HERE IN ACCORDANCE WiTH AVAILABLE INFORMATION. THE LOCATION AND PROTECTION OF UTILITY STRUCTURES AND FACILITIES, THEIR SUPPORT AND MAINTENANCE DURING CONSTRUCTION (IN COOPERATION WITH APPLICABLE UTILITY), IS THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR IN THE PERFORMANCE OF THE CONTRACT AND iN PREPARATION OF THE BID. 4. BACKFILL AROUND ALL STRUCTURES AND IN ALL TRENCHES BENEATH PAVED AREAS SHALL BE COMPACTED GRANULAR MATERIAL IN ACCORDANCE WITH INDOT SECTION 211. 5. FILL MATERIAL SHALL CONSIST OF EARTH OBTAINED FROM CUT AREAS, BORROW PITS OR OTHER APPROVED SOURCES. EARTH SHALL BE FREE FROM ORGANIC MATTER AND OTHER DELETERIOUS SUBSTANCES AND LARGE ROCKS. THE FILL MATERIAL SHALL BE PLACED IN LAYERS NOT TO EXCEED SIX INCHES FOLLOWING COMPACTION, PROPER MOISTURE CONTENT OF FILL MATERIAL WILL BE SUCH TO ACHIEVE SPECIFIED COMPACTION DENSITY. ALL FILL BENEATH PAVED AREAS, FLOOR SLABS AND FUTURE BUILDINGS SHALL BE COMPACTED TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY PER ASTM D -1557. HELD COMPACTION TEST SHALL BE RUN ON EACH LiFT, iN FILL SECTIONS, AND THE REQUIRED COMPACTION ON EACH LIFT SHALL BE ATTAINED PRIOR TO PLACING THE NEXT LIFT. COMPACTION TESTS SHALL BE IN ACCORDANCE WITH INDOT SECTION 211. CLEARING AND GRUBBING 1. CLEARING AND GRUBBING SHALL CONSIST OF CUTTING, REMOVING AND SATISFACTORY DISPOSING OF ALL TREES, DOWNED TIMBER, BRUSH, PROJECTING ROOTS, STUMPS, RUBBISH, BOULDERS, BROKEN CONCRETE, FENCING (AS DESIGNATED), AND OTHER MATERIAL ON THE PROJECT SITE AND WITHIN THE BOUNDARY AS SHOWN ON THE CONSTRUCTION DOCUMENTS AND /OR AS DESIGNATED BY "CONSTRUCTION LIMITS". 2. ALL "UNSUITABLE MATERIAL" FROM CLEARING OPERATIONS SHALL BE REMOVED TO DISPOSAL AREA(S) OFF OF THE PROJECT SITE; UNLESS A "BURY PiT" SHALL BE LOCATED WHERE IMPOUNDMENT OF SURFACE WATER MAY OCCUR_ 3. MATERIALS SHALL NOT BE DISPOSED OF BY BURNING UNLESS APPROVED BY THE LOCAL FiRE MARSHAL. TREE REMOVAL AND PROTECTION 1. TREES SHALL BE REMOVED FROM THE PROJECT ONLY WHERE THE AREA IS TO BE OCCUPIED BY ROAD AND SURFACED AREAS. 2. TREES SHALL BE REMOVED FROM THE PROJECT SITE AS DIRECTED BY THE DEVELOPER. 3. TREES SHALL BE REMOVED FROM THE PROJECT SITE WHERE THEY INTERFERE DIRECTLY WITH THE PLACEMENT OF STORM OR SANITARY SEWERS, AND THAT SUCH EXCAVATION IS OR WILL BE FATAL TO SUCH ADJACENT TREES. 4. THE CONTRACTOR SHALL ENDEAVOR TO SAVE AND PROTECT TREES OF VALUE AND WORTH WHICH DO NOT IMPAIR CONSTRUCTION OF IMPROVEMENTS AS DESIGNATED. IN THE EVENT CUT OR FILL EXCEEDS 0.5 FEET OVER THE ROOT AREA, THE DEVELOPER SHALL BE CONSULTED WITH RESPECT TO PROTECTIVE MEASURES TO BE TAKEN, IF ANY, TO PRESERVE SUCH TREES. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR DETERMINING THE METHOD FOR PROTECTION OF TOPS, TRUNKS AND ROOTS OF EXISTING TREES ON THE PROJECT SiTE THAT ARE TO REMAIN. EXISTING TREES SUBJECT TO CONSTRUCTION DAMAGE SHALL BE BOXED, FENCED OR OTHER MATERIAL AND EQUIPMENT SHALL NOT BE STOCKPILED OR STORED WITHIN THE SPREAD OF BRANCHES. BRANCHES WHICH NEED TO BE REMOVED OR ARE BROKEN SHALL BE NEATLY TRIMMED AND SCARS SHALL BE COVERED WITH TREE PAINT. STRIPPING OF TOPSOIL THE CONTRACTOR SHALL VERIFY THAT ALL TOPSOIL HAS BEEN REMOVED IN THE AREAS TO BE OCCUPIED BY ROAD, WALKS AND DESIGNATED BUILDING AREAS. TOPSOIL SHALL BE REMOVED TO A DEPTH OF SIX (6) INCHES OR DEEPER, IF NECESSARY, TO REMOVE ORGANIC MATTER WHERE REQUIRED. 2. TOPSOIL SHALL BE KEPT SEPARATED FROM SUITABLE FILL MATERIALS AND SHALL NOT BE USED AS FILL UNDER PAVEMENT, BUILDING AREAS AND /OR FUTURE STRUCTURAL AREAS. 3. TOPSOIL SHALL BE STORED AT A LOCATION WHERE IT DOES NOT INTERFERE WITH CONSTRUCTION OPERATIONS. EXCESS TOPSOIL SHALL BE REMOVED FROM THE SITE. 4. TOPSOIL SHALL BE REASONABLY FREE FROM SUBSOIL DEBRIS AND STONES. PAVEMENT CONSTRUCTION 1. THE INDIANA DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS, 1988, SHALL APPLY TO WORKMANSHIP AND MATERIALS IN CONSTRUCTION OF SUBGRADE, PAVEMENT, CURBS AND WALKS. a. PREPARE THE SUBGRADE IN ACCORDANCE WITH iNDOT SECTION 207. NO TRAFFIC WILL BE PERMITTED ON THE PREPARED SUBGRADE PRIOR TO PAVING. b. BITUMINOUS PAVEMENT IN ACCORDANCE WITH iNDOT SECTION 401. c. FINISHING EARTH GRADED SHOULDERS, DITCHES AND SLOPES iN ACCORDANCE WiTH INDOT SECTION 208. DEMOLITION 1. THE CONTRACTOR SHALL EXCAVATE, DEMOLISH, REMOVE AND DiSPOSE OF THE DEBRIS FROM THE AREAS SHOWN ON THE SITE DEVELOPMENT PLAN. a. BUILDING WALLS. b. FOUNDATIONS. c. PAVEMENT (CONCRETE, ASPHALT AND BRICK). d. CONCRETE SLABS. 2, ALL MATERIAL AS A RESULT OF THE GENERAL DEMOLITION SHALL BE THE PROPERTY OF THE CONTRACTOR. THE CONTRACTOR'S LUMP SUM BiD PRICE FOR THE DEMOLITION SHALL TAKE INTO ACCOUNT THE SALVAGEABLE VALUE OF MATERIALS AND SAID BID PRICE SHALL REFLECT SAID SAVINGS. 3. THE CONTRACTOR SHALL BE REQUIRED TO DEMOLISH AND REMOVE DESIGNATED FOUNDATION WALLS, RETAINING WALLS, CURBING, CONCRETE SLABS, PAVING, TANKS, STRUCTURES, PIPES, MANHOLES AS SHOWN ON THE CONTRACT DOCUMENTS. ALL EXISTING BASEMENT FLOOR SLABS THAT ARE NOT REMOVED SHALL BE BROKEN UP SUFFICIENTLY TO PERMIT DRAINAGE THROUGH THE SLAB. ALL EXISTING BASEMENT WALLS, FOUNDATIONS, FLOOR SLABS, AND ETC. SHALL BE REMOVED TO AN ELEVATION SUCH THAT THEY WILL NOT SUPPORT PROPOSED FLOOR SLABS OR PAVEMENTS. 4. THE CONTRACTOR SHALL OBTAIN FROM THE CITY OF MADISON COUNTY, AND ALL OTHER APPLICABLE GOVERNMENTAL AUTHORITIES, NECESSARY PERMITS REQUIRED, A COPY OF SUCH PERMITS TO BE FURNISHED TO THE OWNER PRIOR TO COMMENCEMENT OF ANY WORK REQUIRED HEREIN. THE CONTRACTOR SHALL FURTHER FURNISH TO THE OWNER PROOF THAT HE HAS COMPLIED WiTH THE PROVISIONS OF THE MUNICIPAL CODE OF MADISON COUNTY, INDIANA. UTILITIES 1. ALL WATER LINES FROM THE CARMEL WATER COMPANY MAIN TO ANY LOT SHALL BE INSTALLED OF MATERIAL AND WORKMANSHIP AS APPROVED WITH THE CARMEL WATER COMPANY. 2. CONDUIT SHALL BE REQUIRED FOR ALL ELECTRICAL AND TELEPHONE LINES UNDER PAVED AREAS. 3. COMPACTED GRANULAR BACKFILL SHALL BE REQUIRED FOR ALL CROSSINGS OF PAVED AREAS PER CiTY OF CARMEL SPECIFICATIONS. 4. THE CONTRACTOR SHALL FURNISH THE METER PIT(s) OF THE TYPE AS SHOWN ON THE CONTRACT PLANS AND SHALL INSTALL THE METER (WHICH SHALL BE FURNISHED BY THE CARMEL WATER COMPANY) ALONG WITH ALL NECESSARY QUICK - DISCONNECTS, VALVES AND APPURTENANCES. THiS COST SHALL BE INCLUDED IN THE BID AMOUNT FOR WATER LiNES. CONCRETE CURB AND WALKS 1. SEE DETAIL SHEET FOR TYPE AND DETAILS. 2. CONCRETE SHALL BE READY MIXED PORTLAND CEMENT AND WATER. CONFORMING TO A.S.T.M. C -150. AGGREGATES SHALL CONFORM TO A.S.T.M. C -33. COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS SHALL BE 4000 P.S.I. WHERE REQUIRED, REINFORCEMENT SHALL BE_ WELDED STEEL WiRE FABRIC CONFORMING TO A.S.T.M. A -185. 3. ALL EXTERIOR CONCRETE SHALL CONTAIN 3% TO 6% AIR ENTRAINMENT. 4. APPLICATION o. PLACE CONCRETE ONLY ON A MOiST, COMPACT SUBGRADE OR BASE FREE FROM LOOSE MATERIAL. PLACE NO CONCRETE ON MUDDY OR FROZEN SUBGRADE IN ACCORDANCE WiTH iNDOT SECTION 604 AND 605. b. CONCRETE SHALL BE DEPOSITED SO AS TO REQUIRE AS LiTTLE REHANDLING AS PRACTICAL WHEN CONCRETE IS TO BE PLACED AT AN ATMOSPHERIC TEMPERATURE OF 35 DEGREES F OR LESS, PARAGRAPH 702.10 OF THE INDOT SPECIFICATIONS SHALL APPLY. c. EXCEPT AS OTHERWISE SPECIFIED, CURE ALL CONCRETE BY ONE OF THE METHODS DESCRIBED IN INDOT SECTION 501.17. 5. TOP OF CASTING ELEVATIONS REFER TO THE CASTING'S RIM OR TOP OF CURB. THE CURB CONTRACTOR SHALL INSURE THAT CURB INLET CASTINGS ARE SET A PROPER ELEVATION PRIOR TO CONSTRUCTION OF ADJACENT CURB. STORM SEWER SPECIFICATIONS 1. STANDARD SPECIFICATIONS OF THE FALL CREEK REGIONAL WASTE AND INDIANA DEPARTMENT OF TRANSPORTATION SHALL APPLY FOR ALL WORK AND MATERIALS. PIPE SHALL BE INSTALLED IN ACCORDANCE WiTH INDOT SECTION 715. 2. ALL REINFORCED CONCRETE STORM SEWER PIPE (RCP) SHALL CONFORM TO ASTM DESIGNATION C -76 CLASS ill. ALL HELICALLY CORRUGATED STEEL PIPE (HCSP) SHALL CONFORM AASHTO M36, 16 GAUGE IN ACCORDANCE WITH INDOT SECTION 907. 3. BACKFILL AROUND ALL STRUCTURES AND CUTS UNDER PAVED AREAS WITH COMPACTED GRANULAR MATERIAL IN ACCORDANCE WITH INDOT SECTION 21.1 AND 715. 4. SEE STANDARD DETAIL SHEET FOR CONSTRUCTION DIMENSIONS OF STORM STRUCTURES. MANHOLE, INLETS AND CATCH BASINS SHALL BE iN ACCORDANCE NTH INDOT SECTION 720_ PRECAST CONCRETE AND STEEL FOR MANHOLES AND INLETS SHALL BE IN ACCORDANCE WiTH ASTM C -478. 5. STORM SEWER DISCHARGE AREAS AND INVERTS ARE TENTATIVE AND ARE SUBJECT TO FIELD MODIFICATIONS BY THE ENGINEER OR HIS REPRESENTATIVE. THE CONTRACTOR WILL BE REIMBURSED FOR ANY ADDITIONAL LABOR AND MATERIALS NECESSARY TO COMPLETE ANY MODIFICATIONS ACCORDING TO THE UNIT PRICES SUBMITTED BY THE CONTRACTOR OR THE CONTRACT AMOUNT. 6. THE CONTRACTOR SHALL PROVIDE AT LEAST 2' OF COVER OVER ALL STORM SEWERS, UNLESS OTHERWISE INDICATED BY PLANS. 7. RIPRAP SHALL BE A MiNiMUM OF 1/3 CUBIC FOOT IN SiZE AND A MINIMUM 18" IN DEPTH. DIMENSIONS FOR RIPRAP IN THESE PLANS ARE FOR ESTIMATING PURPOSES ONLY. ACTUAL BEST PLACEMENT OF RIPRAP SHALL BE DETERMINED BY FIELD CONDITIONS AND SHALL BE IN ACCORDANCE WITH INDOT SECTION 616. 8. ALL DRAINAGE PiPE AND DITCH OUTFALLS TO RECEIVING STREAMS SHALL BE CONSTRUCTED IN ACCORDANCE WITH DRAWINGS, SUBJECT HOWEVER, TO ANY MODIFICATION REQUIRED BY THE ENGINEER AT THE TIME INSTALLATION IS COMPLETED AND TO ANY ADJUSTMENTS NEEDED FOR FIELD CONDITIONS NOT ADEQUATELY ANTICIPATED BY THE DESIGN DRAWING. 9. CASTINGS SHALL BE AS SHOWN ON DETAIL SHEET FOR MANUFACTURER, TYPE AND NUMBER. ALL CASTINGS SHALL BE NEENAH OR EAST JORDAN APPROVED EQUAL STORMTECH PRODUCT SPECIFICATIONS 1.0 GENERAL 1.1 STORMTECH CHAMBERS ARE DESIGNED TO CONTROL STORMWATER RUNOFF. AS A SUBSURFACE RETENTION SYSTEM, STORMTECH CHAMBERS RETAIN AND ALLOW EFFECTIVE INFILTRATION OF WATER INTO THE SOIL. AS A SUBSURFACE DETENTION SYSTEM, STORMTECH CHAMBERS DETAIN AND ALLOW FOR THE METERED FLOW OF WATER TO AN OUTFALL. 2.0 CHAMBER PARAMETERS 2.1 THE CHAMBER SHALL BE INJECTION MOLDED OF POLYPROPYLENE RESIN TO BE INHERENTLY RESISTANT TO ENVIRONMENTAL STRESS CRtkGKING (ESCR), AND TO MAINTAIN ADEQUATE STIFFNESS THROUGH HIGHER TEMPERATURES EXPERIENCED DURING INSTALLATION AND SERVICE. 2.2 THE NOMINAL CHAMBER DIMENSIONS OF THE STORMTECH SC-740 SHALL BE 30.0 INCHES TALL, 51.0 INCHES WIDE AND 90.7 INCHES LONG. THE NOMINAL CHAMBER DIMENSIONS OF THE STORMTECH SC-310 SHALL BE 16.0 INCHES TALL, 34.0 INCHES WiDE AND 90.7 INCHES LONG. THE INSTALLED LENGTH OF A JOINED CHAMBER SHALL BE 85.4 INCHES. 2.3 THE CHAMBER SHALL HAVE A CONTINUOUSLY CURVED SECTION PROFILE. 2.4 THE CHAMBER SHALL BE OPEN- BOTTOMED. 2.5 THE CHAMBER SHALL INCORPORATE AN OVERLAPPING CORRUGATION JOINT SYSTEM TO ALLOW CHAMBER ROWS OF ALMOST ANY LENGTH TO BE CREATED. THE OVERLAPPING CORRUGATION JOINT SYSTEM SHALL BE EFFECTIVE WHILE ALLOWING A CHAMBER TO BE TRIMMED TO SHORTEN ITS OVERALL LENGTH. 2.6 THE NOMINAL STORAGE VOLUME OF A JOINED STORMTECH SC-740 CHAMBER SHALL BE 74.9 CUBIC FEET PER CHAMBER WHEN INSTALLED PER STORMTECH'S TYPICAL DETAILS (INCLUDES THE VOLUME OF CRUSHED ANGULAR STONE WITH AN ASSUMED 40% POROSITY). THIS EQUATES TO 2.2 CUBIC FEET OF STORAGE/SQUARE FOOT OF BED. THE NOMINAL STORAGE VOLUME OF AN INSTALLED STORMTECH SC-310 CHAMBER SHALL BE 31.0 CUBIC FEET PER CHAMBER WHEN INSTALLED PER STORMTECHS TYPICAL DETAILS (INCLUDES THE VOLUME OF CRUSHED ANGULAR STONE WITH AN ASSUMED 40% POROSITY). THIS EQUATES TO 1.3 CUBIC FEET OF STORAGEISQUARE FOOT OF BED_ 2.7 THE CHAMBER SHALL HAVE FORTY -EIGHT ORIFICES PENETRATING THE SIDEWALLS TO ALLOW FOR LATERAL CONVEYANCE OF WATER. Summary of Requirements for Core Drillin4 Manholes 2.8 THE CHAMBER SHALL HAVE TWO ORIFICES NEAR CTS TOP TO ALLOW FOR EQUALIZATION OF AIR PRESSURE BETWEEN CTS INTERIOR AND EXTERIOR. 2.9 THE CHAMBER SHALL HAVE BOTH OF ITS ENDS OPEN TO ALLOW FOR UNIMPEDED HYDRAULIC FLOWS AND VISUAL INSPECTIONS DOWN A ROWS ENTIRE LENGTH. 210 THE CHAMBER SHALL HAVE 14 CORRUGATIONS. 2.11 THE CHAMBER SHALL HAVE A CIRCULAR, INDENTED, FLAT SURFACE ON THE TOP OF THE CHAMBER FOR AN OPTIONAL 44NCH INSPECTION PORT OR CLEAN -OUT. 2.12 THE CHAMBER SHALL BE ANALYZED AND DESIGNED USING AASHTO METHODS FOR THERMOPLASTIC CULVERTS CONTAINED IN THE LRFD BRIDGE DESIGN SPECIFICATIONS, 2ND EDITION, INCLUDING INTERIM SPECIFICATIONS THROUGH 2001. DESIGN LIVE LOAD SHALL BE THE AASHTO HS20 TRUCK. DESIGN SHALL CONSIDER EARTH AND LIVE LOADS AS APPROPRIATE FOR THE MINIMUM TO MAXIMUM SPECIFIED DEPTH OF FILL 2.13 THE CHAMBER SHALL BE MANUFACTURED IN AN ISO 9001:2000 CERTIFIED FACILITY. 3.0 END CAP PARAMETERS 3.1 THE END CAP SHALL BE INJECTION MOLDED OF POLYPROPYLENE RESIN TO BE INHERENTLY RESISTANT TO ENVIRONMENTAL STRESS CRACKING, AND TO MAINTAIN ADEQUATE STIFFNESS THROUGH HIGHER TEMPERATURES EXPERIENCED DURING INSTALLATION AND SERVICE. 32 THE END CAP SHALL BE DESIGNED TO FIT INTO ANY CORRUGATION OF A CHAMBER, WHICH ALLOWS: CAPPING A CHAMBER THAT HAS ITS LENGTH TRIMMED; SEGMENTING ROWS INTO STORAGE BASINS OF VARIOUS LENGTHS. 3.3 THE END CAP SHALL HAVE SAW GUIDES TO ALLOW EASY CUTTING FOR VARIOUS DIAMETERS OF PIPE THAT MAY BE USED TO INLET THE SYSTEM. 3.4 THE END CAP SHALL HAVE EXCESS STRUCTURAL ADEQUACIES TO ALLOW CUTTING AN ORIFICE OF ANY SIZE AT ANY INVERT ELEVATION. 3.5 THE PRIMARY FACE OF AN END CAP SHALL BE CURVED OUTWARD TO RESIST HORIZONTAL LOADS GENERATED NEAR THE EDGES OF BEDS. 3.6 THE END CAP SHALL BE MANUFACTURED IN AN ISO 9001:2000 CERTIFIED FACILITY. 1. A current certificate of insurance is required to be on file prior to the work starting. 2. Before starting to dig check manhole for level. If questionable, plumb -bob manhole, notify General Contractor 8 CTRWD. 3. The manhole shall be property supported during the core drilling process. 4. No coring, cutting, or drilling is permitted within six inches (6 ") of a barrel joint The hole edge shall be a minimum of six inches (6 ") from any joint. 5. Any holes cut in the field shall be smoothly and cleanly drilled with a core -drill or in a manner acceptable to CTRWD. The hole shall be wiped dean. Boot shall meet ASTM C -923 specifications. Boot to be for ASTM 3034- SDR-35 pipe. 6. Boot installation shall be flush top to bottom inside manhole. Inside Wedgeband shall be tightened to seventy-five (75) foot - pounds (torque). Retorque after fifteen (15) minutes. 7. Lube pipe with approved water dispersible tube at four (4) points very lightly (90- 180 - 270 -360 degrees). Insert twisting and pushing pipe to proper depth. Tighten the outside stainless steel clamp to sixty (60) foot- pounds torque. 8. For cored holes, penetrations and/or other opening through a manhole or other sanitary structure, a separation of greater than eighteen (18) inches between the outer edge of resilient connectors is desired. If a separation of less than eighteen (18) inches exists, then additional reinforcement will be required in the structure or the structure diameter shall be enlarged to provide the required separation. 9. Cored holes, penetrations and /or other opening through a manhole or other sanitary structure shall have a minimum separation of eight (8) inches from the outer edge of resilient connectors. Unorn W �N00 ro "� [Z O a C Lo O c 0 v i w x WdLL. U � c � w O > o U C) 1 a �LO r` (D a o ai U w � ° O 0 3 0 v U �r- W Ld v w w w _!_ 0Q cn ! - a_ z _j REVISIONS �1STE 0 Ne R FC• ;� No. *= 10000418 =* STATE OF A� DRAWING: 2308C901 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C901 TUBE FILE # W W { w Q 01 Wr�W F_ V 0 W zi ° Z Q W _0 4 0 W ~ W W :2 W Of W Z (!� U W (0 LO F V! r � V) Q W Ld v w w w _!_ 0Q cn ! - a_ z _j REVISIONS �1STE 0 Ne R FC• ;� No. *= 10000418 =* STATE OF A� DRAWING: 2308C901 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C901 TUBE FILE # CITY OF CARMEL CONCRETE CURBING POLICY I) General A)The work subject to the requirements of this policy shalt include the production, hauling/delivery, excavation for, placing, installation, jointing, curing, finishing, and other work necessary to prepare foundations and soil subgrades, install aggregate bases and install concrete curbing within property within the corporate limits of the City of Carmel and existing or proposed right -0f - -way. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in nonacceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications): except where deviations are allowed or specified herein, or variances are granted D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G)AII work shall comply with the requirements of Section 105.Q3 of the Standard Specifications. H) For the purposes of this policy, where the term Engineer is used in this policy and the Standard Specifications, it shall mean: i) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmcl, or authorized agent(s) that may be retained to represent the City of Carmr-L ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. I) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre-construction meeting to review the Engineer's construction requirements, staff notification acquirements, required inspections for certain stages of the work and to review the authority of the Engineer as it relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. L) At the sole discretion of the Engineer, the portions of this policy related to inspections and testing of work subject to the requirements of this policy outside of the right -0f - -way shall be determined at the pre-construction meeting. .M) Dimensional and other standards for concrete curb shall be in accordance with the City of Carmel Standard Details. N) Under no circumstances shall material other than Portland Cement Concrete meeting the standards established by this policy be utilized to construct concrete curbs within the corporate limits of the City of Carmel. O) Under no circumstances shall extruded type curb be installed within the corporate Iimits of the City of Carmel. 2) Foundation A)Gmeral i) This work shall consist of the construction/preparation of the foundation in accordance with Section 105.03 of the Standard Specifications. it) The foundation shall be prepared in accordance with Section 605.03(a) of the Standard Specifications and the requirements of this policy. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, hiable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations (1) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. (2) Any pronounced depressions within the slope stake limits resalting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. iii) Embankments (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. C) Soil Subgrades i) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be located under the pavement are completed Trench backfilling work of these installations shall be in accordance with the City of Carmel Trench Backfilling specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities_ iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs are constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before the placement of any Aggregate Base or concrete curbing. V) At the discretion of the Engineer, Subgrade that has satisfactorily passed a prvofrull, but remains uncovered for a period of 14 calendar days prior to placing Aggregate Base or concrete curbing or is subject to a measurable rain event prior to placing Aggregate Base or concrete curbing, shall be subject to additional proof rolls prior to placement of the Aggregate Base or concrete curbing. 3) Aggregate Bases A)Generad i) This work shall consist ofplacing a compacted Aggregate Base on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The Aggregate Base material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handfed and transported to, and on, the words site in a manner that minimizes segregation and moisture loss. V) Aggregate Bases shall be constructed on approved soil subgrades and to thicknesses equal or greater than those indicated on the approved construction documents. B)Tempcmture and Seasonal Limitations i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed- iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared soil subgmde shall be free from objectionable cr fote-, -n materials at the time of placement. ii) The subgmde shall be subject to additional proof rolls in accordance with Section 20326 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed D)Spreading and Finishing i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii) Concrete curb shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of concrete curb shall be subject to inspection and acceptance by the Engineer. At the discetion of the Engineer, additional proof rolls may be required 4) Concrete Curb A)General i) This work shall consist of placing concrete curbing on prepared soy ubgrades or Aggregate Bases in accordance with Section 105.03 of the Standard Specifications. ii) Concrete curb shall be constructed on prepared soil subgrades or Aggregate Bases to the dimensional standards of the applicable City of Carmel Standard Details or in accordance with lire curbing details of the approved construction documents. iii) Materials used in the production of the concrete for the curbing shall be in accordance with Section 605.02 of the Standard Specifications. High early strength admixtures may be utilized but shall not be considered in waiving any requirements of this policy. iv) Equipment utilized for concrete curbing installation work, including but not limited to production, hauling(delivery, placing, installation, jointing, curing, finishing and miscellanecus/an,; Iary activity shall be in accordance with Section 508 of the Standard Specifications. V) Concrete production, mixing and hauling /delivery shalt be in accordance with Section 502.10 of the Standard Specifications. vi) Installation of the concrete curbing indicated on the approved construction documents shall be completed in the same paving season. B)Prcparation i) The soil subgrade or Aggregate Base shall be subject to additional proof rolls in accordance with Section 20326 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 2C(v) and 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before placement of any concrete curbing. ii) All displacement or rutting of the soil subgrade or Aggregate Base shall be repaired prior to placing concrete curbing. C) Weather and Seasonal Limitations i) Concrete curbing shall only be placed in accordance with Section 502.11 of the Standard Specifications. There shall be no provision for installation below the temperatures specified ii) No mixture shall be placed on a frozen subgrade or Aggregate Base. iii) Under no circumstances shall concrete curb be placed between December 15 and March 30. iv) If a soil subgrade or Aggregate Base over which concrete curb is to placed, is placed and approved by the City prior to November 30, placement of the concrete curb will be allowed up to December 15, provided that the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy between April I and April 15, concrete curb shall be allowed to be placed on an approved soil subgrade or Aggregate Base provided that the paving contractor pay for the services of a full time construction inspector and who shall ad as an authorized agent of the Engineer- The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all concrete curb placement operations if, in the opinion of the Engineer, that prevailing weather conditions and/or the condition of the Subgrade and/or the Aggregate Base may result in substandard concrete curb placement, curing and finishing. D)Placement . i) Concrete curb shall be placed in accordance with Section 502.09, 502.12 and 605.04(c) and 605.04(d) of the Standard Specifications. ii) Curb machines may be utilized in accordance with Section 605.04(h) of the Standard Specifications provided that the equipment conforms to the requirements of Section 508 of the Standard Specifications. iii) Formwork shall comply with the requirements of Section 605.04(b) of the Standard Specifications. iv) Forms shall be removed in accordance with Section 502.16 and 605.04(b) of the Standard Specifications. E) Joints i) Joints shall conform to the requirements of Section 503 and 605.04(e) of the Standard Specifications. ii) Joints shall be installed at intervals of 10 -feet or less; 5 -foot or less along radii. Joints in integral curb and sidewalks shall . be located at the same location as the joints in the adjoining sidewalk. Joints may be sawed or tooled to a minimum depth of %.-inch. iii) Preformed expansion joints shall be placed at intervals of 50 -feet or less, at all castings, the beginning and end of all curb returns, the end of each days work and where abutting existing construction. In addition to these requirements, expansion joints in integral curb and sidewalks shall be located at the same loox:ion as the expansion joints in the adjoining sidewalk. F) Finishing and Curing i) The concrete curb shall be finished and cured in accordance with Section 502.I4, 502.15, 504 and 605.04(f) of the Standard Specifications. ii) Curing compound shall be applied to all exposed surfaces on slip - formed concrete curb. For formed concrete curb, curing compound shall be applied to all exposed surfaces including sides after any forts are removed- iii) The concrete curb shall be allowed to cure for a minimum of 5-days prior to commencing backfilling operations adjacent to the concrete curbing. G)Backfmlling i) The spaces adjacent to the concrete curb shall be backfilled in accordance with Section 605.04(8) of the Standard Specifications only after the concrete curbing is inspected and accepted by the Engineer in accordance with Section 5 of this policy. ii) Backfilling operations shall be completed prior to opening the area to regular construction traffic. 5) Inspections A)AIl materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall noti fy the Engineer a minimum of 48 -bourn in advance of commencing any work subject to the standards established by this policy. C)The Contractor shall schedule proofrolls with the Engineer a minimum of 48- hours in advance of such proofrolls_ D) The Contractor and Engineer will conduct an inspection of the new concrete curbing for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to backfilling operations. E) Sampling and testing of materials, equipment or construction work mnay be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be noncompliant or as directed by the Engineer. F) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, concrete curb shall be cored and tested at the expense of the Contractor. The average thicknesses of the curb must equal or exceed the minimum prescribed by the approved construction documents. G) Such inspections shall not be construed to relieve the developers erg, neers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction, or for the means and methods of construction, nor for safety on the job site. H) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. 1) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and re:piacexd; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. J) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A)Before acceptance of the concrete curb, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. The Engineer tray, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding CRY CF CARMEL PAVING PG!!C'f VVM RIGHT CF WAY 1) General A) The work subject to the requirements of this policy shall include the production, hauuling1delivery, spreading, finishing, compaction and other work necessary to prepare foundations, install aggregate bases and install one or more courses of base, intermediate, or surface hot mix asphalt mixtures within existing or proposed right-of way for roadways, auxiliary lanes and asphalt mutt -use paths. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non - acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concert nt jurisdiction. G) All work shall comply with the requirements of Section 105.03 of the Standard Specifications. H) For the purposes of this policy, where the termEngineer is used in this policy and the Standard Specifications, it shall mean: i) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmel, or authorized agent(s) that may be retained to represent the City of Carmel. ii) 'The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. I) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre-construction meting to review the Engineer's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the Engineer as it relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. 2) Foundation A) General i) This work shall consist of the construction/preparation of the foundation in accordance with Section 105.03 of the Standard Specifications. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil snipping and subsequent backfilling for removed items within the slope stake Iimits shall be performed in accurdancewith Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations (l) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. (2) Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. iii) Embankments (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. C) Soil Subgrades i) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and only the installation of all utilities and subsurface drains indicated on the approved construction documents to be located under the pavement are completed Trench backfilling work of these installations shall be in accordance with the City of Carmel Trench Backfilling specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or hot mix asphalt pavements are constructed. A proofroll shall be conducted in accordance with Section 20326 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any aggregate base or hot mix asphalt paving operations commence. Y) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proof toll, but remains uncovered for a period of 14 calendar days prior to placing stone or is subject to a measurable rain event prior to placing stone, shall be subject to additional proof rolls prior to placement of the Aggregate Base. D) Existing Pavement i) Milling of existing pavement surfaces shall be in accordance with Section 306.02, 306.03, 306.05, 306.07 and 306.08 of the Standard Specifications. ii) Localized weak areas of the existing pavement section uncovered during the milling process shall be repaired in accordance with Section 304.02, 304.03, 304.05 or 305 of the Standard Specifications. iii) Prior to opening milled areas to traffic, the milled areas shall be cleaned of all material, debris and dust resulting from the operation. iv) Milled areas that remain open to traffic longer than those times stipulated in Section 306.05 of the Standard Specifications shall be subject to liquidated damages outlined in Section 306.05 of the Standard Specifications. The Contractor shall be responsible for payment of these liquidated damages. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted aggregate on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard. - Specifications. iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes segregation and moisture loss. v) Aggregate Bases shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. B) Temperature and Seasonal Limitations i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed- iii) Aggregate Bases must be placed and pass proof full prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared foundation shall be free from objectionable or foreign materials at the time of placement. ii) The subgrude shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgtade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. D) Spreading and Finishing i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii) Subsequent paving courses shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of subsequent paving courses shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer; additional proof rolls may be required. 4) Asphalt Pavement A) General i) This work shall consist of placing one or more courses of base, intermediate, or surface hot mix asphalt (HMA) mixtures on a prepared foundation in accordance with Section 105.03 of the Stanndard Specifications. ii) HMA base, intermediate, or surface mixtures shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents, iii) Materials used in the production of the HMA mixtures shall be in accordance with Section 401.03 of the Standard Specifications. iv) Equipment for HMA operations, including but not limited to production, hauling /transportation, laydown, compaction and rniscellaneous/anrillary activity shall be in accordance -with Section 409 of the Standard Specifications. v) Installation of the full pavement section indicated on the approved construction documents for the entire area to be paved must be completed in the same paving season. vi) Widening operations shall comply with the following. (1) The outside face of the excavated area shall be left as nearly vertical as the nature of the material will permit and not wider than the outside limits of the widening section- (2) The existing pavement adjacent to the widening area shall be sawcut to a clean edge- (3) The subgrade in the widened area shall be compacted in accordance with this policy_ (4) Widening mixtures shall comply with the pavement section indicated on the approved construction documents. (5) Compaction of the widening shall be in accordance with Section 304.05 of the Standard Specifications. B) Preparation i) The Aggregate Base shall be subject to additional proof rolls in accordance with Section 20326 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 31)(ii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any paving operations commence. ii) All displacement or rutting of the Aggregate Base shall be re=paired prior to placing HMA mixtures. iii) Milled asphalt surfaces shall be tacked in accordance with Section 406 of the Standard Specifications. iv) Asphalt surfaces between courses shall be tacked in accordance with Section 406 of the Standard Specifications. v) Contact surfaces of curbing, gutters, manholes, and other struchre-s shall be tacked in accordance with Section 406 of the Standard Specifications. v) Surfaces on which a mixture is placed shall be free from objectionable or foreign materials at the time of placement. vii) Tack Coat material shall be distributed with equipment meeting the requirements of Section 409.03(a) of the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the ambient temperature and the temperature of the surface on which it is to be placed is 45'F (7 °C) or above. The Engineer shall determine the ambient temperature. There shall be no provision for low temperature compaction allowed by Section 402.16 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade. iii) Under no circumstances shall 11MA mixtures be placed between December 15 and March 30. iv) If a foundation that is to receive one or more courses of base, intermediate, or surface HMA mixtures is placed and determined to be an approved foundation by the City prior to November 30, placement of HMA courses will be allowed up to December 15, provided that the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy between April. 1 and April 15, HMA course shall be allowed to be placed on an approved foundation provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all paving operations if, in the opinion of the Engineer, that prevailing weather conditions and/or the condition of the Subgrade and/or the Aggregate Base may result in substandard HMA placement, spreading and finishing_ D) Spreading and Finishing i) HMA courses shall be placed upon an approved foundation or other HMA course by means of laydo*m equipment in accordance with Section 409.03(c) of the Standard Specifications. ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted Corrective action shall be taken to prevent continuation of these conditions. Segregated or flushed or bleeding HMA mixtures shall be removed if directed. iii) All areas showing an excess or deficiency of binder shall be removed and replaced. iv) All HMA mixtures that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced. E) Joints i) Joints shall conform to the requirements of Section 401.15 of the Standard Specifications. F) Compaction i) The HMA mixture shall be compacted with equipment in accordance with Section 409.03(d) of the Standard Specifications immediately after the mixture has been spread and finished. i) Rollers shall not cause undue displacement, cracking, or shoving. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non- compliant or as directed by the Engineer. E) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, pavements shall be cored and tested at the expense of the Contractor. The average thicknesses of all courses must equal or exceed the minimum prescribed by the approved construction documents, and no single core shall show a deficiency greater than one half inch (12 ") in any course or total thickness from the pavement section indicated on the approved construction documents. F) Such inspections shall not be construed to relieve the developers' engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction, or for the means and methods of construction, nor for safety on the job site. G) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. H) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. i) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of any phase of construction, the Engineer shall determine if the improvements are insubstantial compliance with this policy (except for any variances granted) and the approved construction documents B) The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding requirement. CITY OF CARMEL COYER AND BACKFILL POLICY Storm Sewers Under Pavement, Sidewalk, Paved areas and within Right -0f -Way Bedding and llaunrhing Bedding and hauncbing for all reinforced concrete pipe installations shall be #S stone meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Bedding shall be placed in the trench bottom such that after the pipe is installed to grade and line, there remains a 4-inch minimum depth of material below the pipe barrel and a minimum of 3- inches below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. Bedding shall be placed to be uniform as possible, but shall be loosely placed uncompacted material under the middle third of the pipe prior to placement of the pipe. If the underlying soils of the trench bottom are soft or yielding, the soil shall be tutdcrcut to such a depth that -*I= repaired with #2 stone it will produce a uniform and stable foundation along the entire length of the pipe. Hatmching shall be compacted in 8 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the material placed. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Haunching shall extend to the springline of the pipe. Minimum trench width shall be the outside diameter of the pipe plus 18- inches. Final Backfdl Final backfill for all reinforced concrete pipe installations under and within 5 -feet of pavement or sidewalk or other paved areas and for all installations within City right -of -way shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT. The material shall be approved by the City of Cannel Department of Engineering, at time of installation. Final backfill shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed The backfill for the top 6-inches of the excavation below the start of the aggregate stub -base of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. Final Backfill for all reinforced concrete pipe installations greater than 5 -feet from pavement, sidewalk, other paved areas or the limit of City right -0f - -way shall be clean fill material free of rocks larger than 6- inches in diameter, h rzm lumps of soil, wind or other extraneous material, compacted in 12 -inch maximum lifts to not less than 9W,, Standard Proctor Density for the entire depth of the excavation. The final 6- inches of the excavation shall consist of topsoil. Water and Sewer Under Pavement, Sidewalk, Paved areas acrd within Right -of -Way Bedding, ]launching; Initial Backfll Bedding, hatmching and initial backfill materials, placement and compaction for water maims, water service laterals, sanitary maims and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final BacV,ll Final backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 -feet of pavement or sidewalk or other paved areas and for all installations within City right-of-way shall be B= Borrow for Structure BaclM meeting the material requirements of the INDOT. The material shall be approved by the City of Carmel Department of Engineering at time of installation. Final backfill shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate sub-base of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. If the standard practice of the utility that has jurisdiction over the installation has a more stringent final backfill requirement, the more stringent requirement shall govern Minimum Cover for Pipe Crossings within City Right -of -Way For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service Laterals under City streets, regardless of the jurisdiction of the utility, the minimum cover from the top of the installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and aggregate material above the subgrade) phis I -0 ", but under no, citztanstarnces shall the coveralong any part of the pipe from the final pavement elevation to the top of the pipe be less than 2S -feet. If the standard practice of the utility that has jurisdiction over the installation has a more stringent cover regtiirvmcnL the more stringent requirement shall govern. Cover heights for reinforced concrete pipe storm sewer that are less than those required will be evaluated on a case by case condition and approved only with written permission by the city engineer. (,[11 U) 0) 0 O-) - " W C N 00 .< v � t� d O � I -0 U 1: to 0 t✓ 1-_0 ,--,, O U) r7 Qt ' J v W Q) 1i D 46 (D QLL_ U W O _ O O ® O U 0 r I a Z3 U') I) ._�, 11_ M * v a O U W U w o O 3 Q) +-- U) 0 U -t ...I- lq- 00 <Agnk I I 3 W O U) �_ < 2 0 I N (.If� W Z Z W W W q� O � W J _J Q P a Z O U Z Q U LL W � U W U W w a. Cl) �- 1.l. W 6-- W V) Q 0 W ,^ V) itW ~ W M t ) v , T_ r it Q cn U I w LL. �. o r U r E-- W4J W J t- U ) W a_Q N l-- � Z REVISIONS `\`````\`-,1u►►1111I11 Uu/ / /t /t',i ) . P. '',Z `��O, rG,.1STE ' ., ,' �: Q`�`' Rio I No. * 10000418 *- S­0% = STATE OF U!�' �� ! :��v . NOiAO.. `.�`sl FS' ' � .� �i� •...... �1� ///1111►111111111111100% �a..t. ee-In e 2 i I DRAWING: - ' 23080902 DATE: 12/16/05 PROJ. NO.: 2308 DRAWN BY: dwp SHEET NO.: C902 =TUBE FILE #