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Home My WebLink About05070016 Civil Construction Plans Sct. Two Rcv. 7/1/2005 DOCSa� �a Q N 00 Ln Ln 0 0 N N tD 9 a a L V) L V 0 V Cn N Ln N d' M _. dr , DESCRIPTION ,: t! 41 ST< STREET COVER SHEET C100 r° TOPOGRAPHICAL SURVEY C200 748.84 SITE DEVELOPMENT PLAN C300 —C301 STORM WATER POLLUTION &PREVENTION PLAN &SPECS C400 —C405 V. 1 'Af SITE C500 —0501 SANITARY SEWER PLAN &PROFILES C600 —C601 F.. C700 &C701 WATER PLANS C800 —C802 CONSTRUCTION DETAILS SANITARY STORM STREET C ILANDSCAPE �zZ �1 ✓ 2 in C A i 9.A F• _ 'CrA 9 VICINITY MAP NOT TO SCALE iNnFx SHT. �� / '6, oc # L:r^' DESCRIPTION C001 STREET COVER SHEET C100 '1 TOPOGRAPHICAL SURVEY C200 748.84 SITE DEVELOPMENT PLAN C300 —C301 STORM WATER POLLUTION &PREVENTION PLAN &SPECS C400 —C405 STREET PLAN &PROFILES / INTERSECTION DETAILS / TRAFFIC CONTROL /TRAFFIC DETAILS C500 —0501 SANITARY SEWER PLAN &PROFILES C600 —C601 STORM SEWER PLAN &PROFILES C700 &C701 WATER PLANS C800 —C802 CONSTRUCTION DETAILS SANITARY STORM STREET C ILANDSCAPE PLANS /HANDING PLAN REVISIONS SHT. DESCRIPTION Q O Q' H w 0 ES AT S Developed PLATINUM r4n) b y: PROPERTIES 9551 DELEGATES ROW INDIANAPOLIS, INDIANA L.L.C. 46240 Phone,* (317) - 818 -2900 Fax: (317) - 818 -2910 C STEVE BROERMANN 141ST STREET 0 Q 0 w Z o W 2 V) 141 ST STREET ✓': :i ~'� CrA �� / '6, oc # L:r^' 122.63 it �•�n.+/" ' _ / STREET B 1,779.18 '1 STREET ;- 13. 748.84 L.F. STREET D Br ( CrA . — t` t °• q�.� ♦ ...d E C Mmf51 6 rr � s� pr s �.� . ,: C. .:i• U46 C A 9.A F• _ 'CrA 9 q 'CrA 3, SOILS MAP NOT TO SCALE SOILS MAP Q Z M0 W �X�/� VI y " FPP:J MmA Miami silt loam, 0 -2 % slopes— This nearly level, deep, well drained soil is on slight rises on uplands. Permeability is moderate in the subsoil and the substratum. Available water capacity is high. The main soil features that adversely affect engineering uses of this soil are moderate potential for frost action, moderate permeability, and moderate shrink —swell potential. This soil has severe limitations for local roads and streets. The base material needs to be strengthened with suitable material. Crosby silt loam, 0 -3 percent slopes— this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat CrA poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil has compact till starting at a depth between 20 —40 inches. The main soil features that affect urban development uses are seasonal high water table, moderate shrink —swell potential, high potential frost action and slow permeability. Br Brookston silty clay loam— this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal high water table, high potential frost action, moderate shrink —swell potential, moderate permeability and ponded surface water. Mm62 Miami silt loam, 2 -6 percent slopes— this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has compact till starting at a depth between 20— 40 inches. The main soil features that adversely affect urban development uses are moderate potential frost action, moderate shrink —swell potential, moderately slow permeability, low strength and erosion during construction. MmC2 Miami clay loam, 6 -12 % sloped severely eroded— this moderately sloping, deep well draining soil is on knobs and breaks along streams and drainage ways on uplands. Permeability is moderate in the subsoil and moderately slow in the substratum. This soil is suitable for urban development. The main soil features that adversely affect the engineering uses of this soil are moderate potential frost action, moderate shrink —swell potential, and moderately slow permeability. The hazard of erosion is high during construction. FxC3 Fox loam, 8 to 18 % slopes, severely eroded— This moderate sloping, well— drained soil is on side slopes adjacent to drainageways on terraces and in domelike areas on uplands. It is moderately deep over sand and gravelly sand. Permeability is moderate in the subsoil and rapid in the underlying material. Available water capacity is low. This soil has moderate limitations for urban development (Slope). Features that adversely affect engineering uses of this soil are moderate frost action, moderate shrink —swell potential, moderate permeability in the subsoil and very rapid permeability in the under lying material. Topsoil should be stockpiled for use in exposed areas. We Westland silty clay loam — This nearly level, deep, very poorly drained soil is in depressions, swales, and narrow drainageways on outwash plains. Runoff from higher adjacent soils is ponded on this soil. Permeability is slow. The water table is commonly at the surface or is at a depth of less than one foot in winter and early spring. Availbale water capacity is high. Surface runoff is ponded or is very slow. The main soil features that adversely affect engineering uses of this soil are a seasonal high water table, high potential frost action, moderate shrink —swell potential, and slow permeability. The base material for roads needs to be replaces or strengthened with suitable material. OcA Ockley silt loam, 0 -2 % slopes— This nearly level, deep well drained soil is mainly on broad terraces. Permeability and available water capacity is moderate. This soil is suitable for urban development. Features that adversely affect engineering uses of this soil are moderate frost action, moderate shrink —swell potential, moderate permeability in the subsoil and very rapid permeability in the under lying material. Oc62 Ockley silt loam, 2 -6 % slope, eroded— This gently sloping, deep well drained soil is mainly on broad terraces. Permeability and available water capacity is moderate. This soil is suitable for urban development. Features that adversely affect engineering uses of this soil are moderate frost action, moderate shrink —swell potential, moderate permeability in the subsoil and very rapid permeability in the under lying material. This soil has severe limitations for local roads because of low strength. The base material of roads needs to be strengthened with suitable material. SECTION ONE DESIGN DATA 52 LOTS = 0.91 LOTS /ACRE 56.995 AC. STREET A 122.63 L.F. STREET B 1,779.18 L.F. STREET C 748.84 L.F. STREET D 665.00 L.F. TOTAL= 3,315.65 L.F. PLANS PREPARED BY: STOEPPELWERTH & ASSOCIATES, INC. CONSULIING ENGINEERS & LAND SURVEYORS 9940 ALLISONVILLE ROAD FISHERS, INDIANA 46038 PHONE: (317)- 849 -5935 FAX: (317)- 849 -5942 PLANS CERTIFIED BY: STOEPpF�' OPIST -, A No. - 19358 -o STATE OF f ... • .. C, s /ONAL EN 6/30/05 DAVID J. STOEPPELWERTH DATE PROFESSIONAL ENGINEER NO. 19358 NOTE TO CONTRACTOR: CONTRACTOR SHALL VERIFY DEPTHS OF ALL EXISTING ❑NSITE UTILITIES PRIOR To CONSTRUCTION TO CONFIRM THERE IS NOT ANY CONFLICTS WITH OTHER UTILITIES, STORM SEWERS OR STREETS, CONFLICTS AFTER CONSTRUCTI ❑N BEGINS ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY, REFERENCE BENCHMARK: LEE 2 - THE STATION IS LOCATED APPROXIMATELY 2.5 MILES NORTHEAST OF ZIONSVILLE; AT THE INTERSECTION OF SHELBOURNE ROAD AND WEST 131ST STREET; IN THE SOUTHEAST QUADRANT OF THE INTERSECTION; SET IN TOP OF A CONCRETE POST, LEVEL WITH THE ROADWAY; A DEPARTMENT OF NATURAL RESOURCES BRASS CONTROL STATION TABLET, STAMPED "LEE 2 AZI 1989 ". TBM. NO.1 ELEVATION: 917.518' (NAVD 88) _ A RAILROAD SPIKE, UP 1 FOOT ± ON THE EAST SIDE OF POWER POLE # 54 -877, SAID POLE LOCATED 14.0 Oq� z G /.: ♦ ;. 9•p• b• x G x v R xG y�bbry0 w �y 0767 1 0�� yy x�G p�` � x` ( bye / 1b / 0G x� / .- �� FEET WEST OF THE CENTERLINE OF SHELBOURNE ROAD AND IS 100 FEET ± SOUTH OF THE MAILBOX FOR bery p 601 ♦ hry rye 6 65 bet eG } \ k,A e� q1. oy qG by / xG xG P.W.P �' } ey' xG bb xG ; bq l eG bh 1e _ 1e p }' ADDRESS NUMBER 13535 SHELBOURNE ROAD. ry1 x G / y >" p fG ea' bG 6q / ' ° 1�" O e°' b x G q♦ G OO• qp♦ q0I' % O• x b 6 " b q G G 0 00 y ba k G 0 qry /be b� / x G p ryh q x G / x 0 G 6 G b q 1• 0 6 q }' C' q be�1 ro b `' �ey 6,\♦ x00 xOG.. 6 °b eG qe'S x 16 / x �Ixlq' �G0y qy 0G 0 0G ♦/xq ' 0r�. �G/ x /y` / 0. [� b0R• x G x G x �' 00 001 • 01•• 0e G 0h qq• x qG G ^�a ELEVATION: ' eG % 0 , /' / x G G ,} a x k1' c, eGb. 105 x GAG 0G x ye eq1. gels eG 0♦ x �. -.' 0G °k- S. 918.9 4 (NAVD 8 8 ) bro - / k• 0' / x x G x 1 ry' / 0 x0 °' '. TBM. NO.2 / / " " 6 eby 0 q b G q0 1y / "1 qG 0G ♦k} / x G 6G • W.P.:. bGk. 00G 0G be G eGb ♦♦ brb G G R'h bq ♦q G Oeq eG ( x 1 1 k 0ggh} �C♦ q° q °hb x / a�♦ 0 x ryq o 1 q ry x bb ry♦ ee• bG y \ ♦ bq bry x ° ♦5 qG a^ / / //��j• k/ o " yy x G 1 b 1 y x G eq /� ♦ x qo O ,. b/b O k• y ♦ bb x \ } ♦• b G d` / :� `.1' A ° ° q. • R \ " q } R xG RAILROAD SPIKE UP 1 FOOT N. eb7 ♦ xG bbd bebq �_xtql oy a xG p 0gry xG q °" V h�/ q ± ON THE EAST SIDE OF POWER POLE # 189 -815, SAID POLE LOCATED 14.0 ��pp FEET WEST OF THE CENTERLINE OF SHELBOURNE ROAD AND IS 40 FEET ±NORTH OF THE MAILBOX G x G y x G 0 0 x0 yQ `�� (� " ,yG q0• h♦ \ \ 6 " q x G q° a, O �q. ADDRESS NUMBER 13802 SHELBOURNE ROAD. FOR "% yq bh eG 1ti eo x G e'tl" � 0G 0qo yk k h 0� Al x G ♦7q p �o ° }e b1'ry o o -V e0G' ♦b 00G O �O 1ra x G qe 1 G 900k 6 G eOp°.i" bV _ \ eG ye } h1 �G x G G by q \ x G ,yk qe, x G 066• try bG ♦q 001' 0^ / 0G ♦`.1• x G \ .yy 0q0 BG x G qp}^ •y`I' ry0 0b� ♦. ♦q�y01 00}' 0 ' b ,y ,� G ebb' 1 ♦q 000• G Pi' -�G ��q0• 0♦ \ 00 bo G "y / x G 0 06' " b I a }'PP x G ♦ 'L x G 0 x G ♦ `L• \` x G \ ♦. 1 O / /e� R. y 0 ♦. G q 1 x G 0G G �y°h �G b 0 x G 01 ^b "_�,� 0G ♦•" 0G iii `♦ qG q °" qoh ♦" x G a" , y 0 O V 1 q x G 0 1° 0 00 q5 x G } q NO 0b x G ej• � }• �� h♦ }� R "° 16° 9} 0G ♦ ory•q ° "� ELEVATION: 913.60 (NAVD 88) ° be ♦6 R �0 6G 1ti ee " G �� 11 ` 1 bq bq ♦y'� �O� 0 x / kyx G ��; •max ° �- / b x � b1 G q�• �� ey° b "k 1k, b0 k / }�1 q� \ box x ♦b q°c� qoy' q °}1 1b °" TBM. N 0.3 x G 00 16 0V x ° rO 0q 6G iy bqb' G �o be G �� eb }h� ®} 0" x G 0G 0156 110 0G 0G \'1 \ V v "`q1 00 ao' b x q 0� "G x ♦� -�� _ % ^ x ♦ "Rq eh�:�bGxG 0 0 �y9♦ 0V oy eG 01 �R' 0V �egkq --0a• 0qG 0G 0 ry� °}°'' gphR♦ xGh qG" q xG k A RAILROAD SPIKE IN POWER POLE # 54 -873, SAID POLE LOCATED ON THE WEST \ f OF SHELBOURNE ROAD. x G b x G \ 0 1 0 x G x G N y ♦k ♦'.� ♦• 6 G 6 6 �, ye p ryy hb q q RO •. �eq q0 •.0 \O• R \ � /06 eep x G 6 °.! `t•' \�•,.,'� wk� 006' •y`l' 01' 00' 000 � G ('1 \ � }�qN 0q 6• x G k x G q0 q0 0 ° \ ♦� - ��00� ♦e� / G 0G x�G ROB`\ eby. y G 0G1• RAG 0G qq 0960 qk• yVG ev 4 } ♦,y �,y1 GG x G x G aV yk ,dry •L0♦ 7 \ 0G •y� hk 600 ♦ x y �,�10`�' h qk G y1♦ r q\G qG ° "y°i q0 h \ \ \♦ ♦y / o 66♦ eb e� / }yy �e bk ?g-� 000' h eey xGy ��' 6►� 60 1xGxG 06" P. bV x� a" i xG / xOG ELEVATION: 917.35' NAVD 88 00,'5 x G x G �x G� / � x G 0y x G 60 00 G eb b�"o �O q.�0�` h 7 x° x ( ) x G �g,{� }`L Q�O xgrl' x Gx x G 'qPG 75171 G kh`I• bq`°' G " O �1 01,0 y q0'6• py \ °01 0 ♦r•°b er✓ "6 Gq . eby' bq} 6 60V 0V 6 r� eeq`.tiq 0G 0gy'.0♦ ° \ ,h10G • �G••° qG�' g01••yR TBM. N 0. 4 }y eb� xG b 0G k' by 60 y 19 0' xG xO / b x x ♦ qG xG eb}� 0ey ey. ��, 6� 0 x G 0 y ♦♦ rT1 ,yk x Qp xG y. 6 " }� xG 01�G x 6 q xG p o y q A RAILROAD SPIKE UP 1 FOOT ± ON THE WEST SIDE OF POWER POLE / _ E # 193 -337 SAID POLE LOCATED 25 G x G R q 1.4\x, 00 G 6!L 000' ♦q eqk• ♦♦ bG x G q ♦' qry• X y x V 0 R1 , �6`, b ♦yb "° qry xG %$ 1bk xG p6 xG 6 xG xG q ° "k °" FEET ± WEST OF CENTERLINE OF SHELBOURNE ROAD ON NORTH LINE OF THE BROWN TRACT. b0 "♦ bb xeG eG �G of ' oe - 60 �1 � b�pV G x G 1 °i` l• b0j ' R;� �G b+j \ CO x �+ 0 ��, �G x bbp• 000. bG 064`• sy- .: / G 00q• 60 16 y qb;� 0q1 • x G 0 ♦ 1•� by 1•b LEGEND ' ° ° ° FLOW LINE -CA Tv CABLE T.V. LINE ❑HE OVERHEAD ELECT. LINES E BURIED ELEC. LINE -x -x- FENCE m WATER LINE W G GAS LINE o TELEPHONE LINE T SANITARY LINE � STORM LINE WATER METER D4 WATER VALVE TELEPHONE MANHOLE 8 GAS VALVE P.W.P. O POWER POLES O El D O E.P. T.P. 0 X 790.10 �- 790 - M.B. FIRE HYDRANT MANHOLE LIGHT POLE CURB INLET END SECTION ELECT. PEDESTAL TELEPHONE PEDESTAL TREE SPOT ELEVATION CONTOUR LINE MAILBOX B -20 APPROXIMATE BORING _q� LOCATION NUMBER DENOTES TREE CLEARING x G x G x e0b x 0 1'h x G qy 006 6G x G/ " qy. ky .16 O ♦' •. q° qa 6 ry} b} G 06rO k 00 0 9 q G xG qG \ N G h♦ •. 006 ° ye ♦� 60" 0G 6'` `/y ry x ° be1 00 All? G qy / v R► 91ry k° 0.�, 00q 1 x qG 0 °" q °" b� ee010 be eGy 0661 b x 0 q0. ryh bG 0} G 0 q eG . qb• qb'O x q qbe ♦1 ♦ ♦♦ ♦qp x (, x G ' xG "G '�`° x b�,• "G / //'�'{`�� qa• x° }y 1 ELEVATION: 913.24 (NAVD 88) "•y ep a ♦. 1•°} ♦ x G �G / x " R♦ 0°�O� x 0G o-rP R 0°I1 bait' b1 011 x G q0'`• °ry0 ON pry Rq x O be 01 6 060 ya' �c•CL O G ♦ V / bq '� • x W eq q1 • x G q q G q 9 \ O• y q• G q x G 0 ° x° G ♦y♦ G �G 61° �G �`'bry 0° ryry qb• 0q, 0�, 1k 6 0,1 q° 0 ♦. q ♦• O ° qR' 0G '� tl' 1 • eq q00' kk qG x x G �� bb �/ 00 \ q ♦r.�' b O VD• bq x G x G O ♦. x 00 00' ,�, y eq ♦• 1 x G qe. b O R♦ O x G _ - q1 0GN �,p� x q ♦;11 ♦• x ,y x 0G 6 ,�y/ eq" \ qq �bqG�\ x G 1 1 b1 bb _ 1� 0 ., \ xG _ 1 0'�" 0G ` R6 •yq O ♦. -:.. _,... x G x G b eG x G o / qh• /kq x G q b x G ♦.y eqq• q00• 0" qG \" �. .. V _ �� \ _ x 0 x G Ohq et` ♦� '`" / q- / / q 1} eG `L q • j j b / ♦y oq' k °i x G x G ♦�@..�-� . _ / ��_ qG 0� qq1' p1' x G G x G /J� C' b,�Y 9t'♦ 0G q,Lbk 0Gq 0G ��. ♦� O0• eq.� ♦ q ee 1 e G eb / b �/ ° ob q° q " " o� .G DROPoMAHOL�G e4' q q R x �- x 01 .y x x G 1 / C,tp q q x G 0. q. q. q0 Oh' 0h' O} 1,. v" ,.� ♦ ry0 R} 0 • ryb 1rO k X xG xG / /xG/ / q }• �.. �i �i yww� G / xG ay bq bq T.C,t903.5(� h xG q q q° qo 90 o ♦• p ♦' °,• ,1 ■ \ht'• �p'�� 1.• " yry } b♦ 01 xp 0 y �/ 9 q R Q• GxG G 01 ♦ xG xG xG xG xG xG q q q q0' 0 0 G 6q } q °° ♦ "�' xG xG O xG x q 6 bed R q } }6 O°' CT° xbG O• q. o' O' V x G q x G x G yq eP xG xG xG h 6/ xG •} �q / bq ,, / x /� 1• q ° eq Ob INV. =892 W.qO q G qG G Qp1rr x �, q. O• / 0 R O' q 9 O• x G O ♦ p 6 R G 1 � -0G 6� 6G / � //'$y`! bG Rk � �s'�!,'/x 9 k 6Gq' 0V \eG . _ 6 x G bqq� G qq0 ah I N V.q�°$87 `09 W. 6 �/ 0q y ♦ • x 1 x G CP' " O O 1 bh x 1 p 6� e0 �xG bq hry G / 0q' q 6 a \ bGq INV.- 885.q�4' N. ry• ° }' o / y} 10 1 �� q• b b x G- 1 R x G q ► - b x G 6 } O°' rot �C» q0 x G q1 x " q ♦0 k♦ ♦ ♦ O 1� q 1 0} ,y. O •y. N q 0• q, r4. ��vx ♦ O ♦. q q q q p }• }• h. O 0 G x 01 1t' eq x �, 0G x0 bbq��q. _ /6 b R. " ♦q ►` qG �� q I N V.85 x G 1 ry �i' y 1 } 1b q bq p }' q0 q0 bq q0 x �, 1q. 600• 0 x 0 qa 0q ♦/ x G eq 1 x G y O °. qp0 x q0 �, / ♦ S O O O p`l'' qON q °•.• q °s• qp ♦• qO•y' ry. Oq e� 6'S RO •y O q x G q x G x G Op x G xG O• O xG xG G of O O O O q xG " a / x ke q •y ��, x G .` �R �- qG O♦ .`bq h x x G x G x G x G x G x G G qG �G qG G x G .`q q } ♦b �b bq p♦ G q q 1 0 e' y 6 x �:- o• /S' Y `L k0 q / x x x A N �� E qo qh 66" by 1 G 1 / x G y v 6G "0 bq " o°' o qcP oh �G qo "' M A i oh p} h} h MANHOLE G 01 ' O♦ x G 0 q q� ♦b 0q y} q °+ x G q b 4 O x G O q O R T.C.= 901.00 G 1q. G x G b0 eb x Oq qN / eq 6G / G 00`L q�• G q°♦• qG 00 6 66 x G T. C. = G G qG q0`I�' 0,ti0 ♦� 6 ♦ " "G bo'° 00 b xO / .�0........, ♦a yry 0G xO O ♦°+ 6" q0 9 ♦y xG ciG T. 9000 ♦ 6 1 1 b b ♦ ... xG q} ♦ 6• q 1•. xG 1 �yp goh.�f°�_pQ4`' �(d� oy� ®,�0°' ohs" O }� qpk° gpRyMAIOL ok' qo4`' q °h• / I V. 890.31 SW\ _ 1h 0� 60 bG q 6 / /y' R xG 1 bq eqe' 00 q0 ry / qp O L INVO�U W. /xG I v•-(�CJ�.00 .G _ xG xG ♦ 1 eS� } I b ° b 6' x x o G %`�� x G q \ \\ x x T. C' 9 0 5: 5 61 1 Oq x G x q' a ti b y' eo' bq " G rOb �G ♦'`� ' q° } x G �� 8 �-• I N V. - 0 x xG G xG p♦• 1, R'b INV.= 888.24 W. G -If x G 1q• 0 ♦' x �' 66 PR' O e01" x G eq� 1• O �O, qq. q°O' q0 x G 00 qe / ,yb 7. W q O0 ♦'9 L,b'6� qo°' \ q0 ♦• lxG x° ♦ bry x 6G " q / x bq6• / b by x br q0/ q0 here x 1 ♦q qp^Y q ♦ INV.= 887.1• q 1 O - G xG d, ♦°,y- y 6 " 6 1 INV. -888 34 t'0 ry b q1 q♦ x q° x G •yh 6 q♦ 1 1 c0 q ry q } q " q. e0 k• bb' x G 6 R z G 6 q ♦ }• }• R ♦ ♦' b 00' 1 O 0 1 } x x G 1 q rY x G O' q of O }' ry O O R• O 6 q of q 0 0 O 'Sb x G 60 G 1• q• `L 0 y. 0 t' } G ♦• 4 k x G x G q q° O }• ON p`L' p`L• o q 0 q p R• y. y. R. k, x G ♦' / G x 00 .�6 qry• x G G x q`Y O °' x q0 x G pa a ♦ ♦�� G q q q q q q n x G x G x G x G O q q° q0 - O x" (.� oy/ 00 brO 0G 40 x G `IL / �`l• Oh`i " /% x G x G x G E X x 8 x G x G 01G /-G :/ 01'6 R• %6 •y y eG eG 01 } v G G \x a06 0 eq1� \ 0051' 1 q0 ♦0 / ,40 G �Gk� ° k00 Ohyy / �T+ai / /�` °hp ♦b♦ 6G b0 bG 1q eege. Ra q x bG qya 0q/ \ G I x G ♦1 O ♦'� x G x G ♦1, °' q�, / / / 6G bG x x G 0q0• b0 / b0 1 Rq^ x bb eG • qV 0 q0 "ry °511 / 6 q °R. 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O b°jq q° 61 •y q0'y G q0 q ♦♦ G q x G �G e0 e _ x G R x C R`Y ,t'°a• x G Ix �_J x x C' G x G 0 q° Dry q °" .°° q °a oa ;G �/ q° x G 01•• }, b O }• }`� x G Oa' k� q�L 6. " 1 eq 1h 1q ry1 0 .t'0 'y ♦ / G q k1 qOq / �j1' ♦1• ��j' 9: 01 q O : y q. x �, bG q00• q0 vq �•+• q0 x° �G y kq G qG x G O k• 6 O •. 1 0 q 0 0 y ♦. x G a p of O O O O O 6• b k 1 9 0• } ry q p ry q R• q �� p R. ° p1• 1• 1• 1 1 1. R G pb• xG �. 0q 1 q b O 6 6 0 6 :I,. q0• ♦. O 0 x •.• x G pa• a• q x G G G G 6 y q �, xG ♦ 1 of h• xG xG xG q�i• qt' q °a• O Ohq Ohl }by } a•y ky R" x krl, xG }q / q 4•_" O• O• / O'- `L 1 a 0 G 6 x G 0 O / q x G y R / }• / I x G x G xG xG xG xG xG G 0 bq� 0 O e1" 01'' q O e1 xG y 1 x x x G xG xG G p1• 1• 0 6 0°j qry " G �q :: �q0 } 0 ♦. q0 Ory• Ok R }O`O 01 x G q0 0.t'. y r0 1� 16} 10 t'1 0 / qG q0 b / x G 91'' 1 O/ 61 ♦6 qG qG ° }O 1 q0 Ok. q O�j. y q°6 4° q° 01' 01 try 0t' q Z` \\ x G 01 ♦``�(' �G / qq eq1• G q0 qpp. qp x " ryq� qp x G q0 } " G qq 0G OG x G x �+ x G 0G q0 qG qOb 00'5 b, \ x x x G ♦1 x G by qO �G x G k!L 01 O.y. ♦b x G µ G q Oy' y 1h 'ya 6 t'1 leq, - " 0 °♦ prl• \V q0 k 6 q gb ry � - y q O• q a o� 'h 9 }• 'l• G �, 4 q O p k• a R q q• q ry / `- xG xG♦ o \ xG q R1 q 6 q° O x 0 q ♦ xG O p }' x�y xv. 0 qG q G q°bb •• k. 0b G R1 0 \\ 0 q ". 1 " �G q° q °k qOa 0 }0, h1" 0♦ k° ba } ♦ } pyQ x q01 4i` �G 6 •. 0 0 0 q p p xC' x° 0 NxG q R G xV q0 °t'1 xG x zG xG q q q° 0 Oq ° x .x°q. y y 0 O b ♦• G q♦ O' /be bb 00q q °q °' ♦1ry '.`6/1 ♦ 'S ✓ 00 0 q b x G O O`L' q x G x G1`4 y / / /J' x G x G -- y x x x G x G x G x G / %G 6° eq k 9Y hR ah qt' x G Q. k V} x G O'1 k� e / q °1 °b I♦ 10 6 y 1t' �" x ' 0 x ° " G 60 eG eG G ?" by q q qG 01' pa ry�y b0 �G qG O }� x ° 01 �. 0G q °1 " x x • x x 60q" 0 1h 1 y bGq bq O "b q0 ♦Oq 4� �G "'y q8 ♦G q qG qG q0b� 071`0 �.�`L R0a 1e 01 1 h 00`.1• q _...� R b ♦• 'bb q xG } p ♦. xG xG q q O p• }• h. y pb } -xG _ A+ x G y /p`.16 ry0 q ♦ro 0`l• `L 0q / � byk eG x x G h / 0 x G i �G G ° q O O }ry }^� q } 0 ♦p. 0 q x G � ry O ♦ x q q p } k• x G .. G .. x ♦ xG` -. pb. be be bq ep b x p G 6G a• yy q q �� ,,jpG x p 0R. ek 00 .. 1 O }1 x G " G x y' O O ♦• ry q� q / •. O6' O 1• ry G xG xG q o, ° q• �. --- 1G - xG bq �G ♦ q°° 6 �L� 6 ,,A.g 0G /X • � :. ♦ 1• ya x G xG x / x0G / 00 bOq' 0� q0 90 "p qp0 aom qpN q0 0ar1, qG x G G q0, q0 pb' 6:1 6 "q °k x x x G �0 x 0 y x G C' O' FF ♦ff. -VG \ x G } 1 y' q q O 1• q 4i } 6 ° _... / 0 x G 0G \ x G • q0♦ qa 0G 1 x G �... y 1• x G qG x x G q0 qG qG °rO' / \ .. x x G " �' q ry O }1 q0 1• x G qG gOR,ry h,5♦ ♦b hq q qG9 °' 011R be xqG EARTHWORK: / \ qOa' G qGh' q °S Oky °k5 x ' x G qG o1 kq �k ob. \ q ° }' x G y" }q 69q qt' qb x x x G �G 0G • qG p� 9 A� q♦ 1. EXCAVATION \ xqG q °G� q6♦ q�'♦ °y y ?° kq♦ 6 MA OLE x p ♦• x " C' �° �° �G 0G qV 0 gOh�ry q0 q O.y�" •ypq qr-i Oq � x x G T. x C � 9 � Q R♦ ry6 x G x �. q q0 pry' •y. h. q xG xG q° qo h0 �R 6 ♦" INV.893. 9 SW. q °6. xG x x 0 x G q - qOy pe. .. bh qb - x G A. Excavated material that is suitable (topsoil and /or clay) may be used for fills. All unsuitable material and all surplus h� �Gk q °� \�� °6�♦ 6�♦ \`� INbp° =893. NE. °1 \ " 1° q0 x G qG �G �G q °10 01 k o0q 1 bq R excavated material not required shall be removed from the site. xG xp qG qp q�• p0. R� hk q qV 01rya ° ♦a G G OG qG q0 gOh1 p }yq } }♦ Oy y ^ }1' <:,- k a" ♦ x O qG q°6 - q qG qG qOh' qp }ry 0hry1 hR} . qOh qpy. �� yR \ x O x " _ .--i B. Provide and place any additional fill material from offsite as may be necessary to produce the grades " rye xG xG qG qp gpti x6 xG �G 6'P q °1 cn required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the y ♦ qt' pR } 01° Roh k. }�° b♦ 1 q 00 6 \1} ° 1q 1 °1 °6 ° q° 0° q° oh• }} Rh ry bq qt' t'1 �\ Ob q � G q0� \ p }' w�'Y q 1'� 0} qp1' q0 ' 4° G qG qG x O^ x G x G o'G q° G }. q}7 O ♦y ,� G Oa• q� 0 0j 1 1 6 x G � source approved by the Developer. It will be the responsibility of the Contractor for any costs for ♦h �G qpk• q�• qp q� � G xG xV G• q °" e� fill needed. qq, xG xG xG " xG q01•' q0 1 xG L 6� yh1 C2 q °kh1 X1b q ° by 607 q1 Oy 6 \ x G q °k,�♦ oR OyyR pt' \v gOrO' Q 2. REMOVAL OF TREES �G x G x G �G x xp1 q�h q�01 Oy k kb♦ R" 01 ° "AO qp gpo �\ x �. x x "G G q0 q0 pR' a• b♦ ♦a 1 0 e q q0 06a , -xG 1 ♦b A. All trees and stumps shall be removed from areas to be occupied by a road surface or ��' qp" �� xG �G x° qp }' q/ pk? pky qpy "G kob ; } }R qp qp "G xG �G �G xG O x ° ry p1 R 1t'" 1�6 a" 1 qG q0 00 ✓ qG 1p ..gpbd structure area. Trees and stumps shall not be buried on site. � R♦ Rb h "♦ °k" q °y q� qG qG q °1 °1p 61q q1 ♦b ♦ 0 n 3. PROTECTION OF TREES N }. p }' q0 ' q x �, x G x x x G qp pt'. y. R0 O° roq ♦ " _ q°6 ya x G p° . :� q q0 q xG "G " xG 0 q0. p' k• h. h, ,ybe RO '� R 0 xG pb 1• 1 1 \ r x qp x G 1t' x G 0a ♦h p -_: G x qG G qG qG ... qG qp qpG • 0rylai _ . �0k� gORC� qOy° y!`O qp q.� \` O }' ph• a� t'1' 1h by 0 q 9 q q0 O 1. b ♦ G -x G x G q° 1 A. The Contractor shall, at the direction of the Develo er, endeavor to save and xG xG xG �G q 0 1 1 y G y q�• o p protect trees of value \ x xG L"E'T qp R xG bry N and worth which do not impair construction of improvements as designed. \ xG �G q p pk• R. " R h xV k`I' ♦ x x G q0 q0 q0 qp }• 0h. 0•y;S h ♦'L qq/ "1 /0 ♦b q0 q00 q ry p" 01'� h ry y y x G x G q0 q q0 Oti' - O.y q .. _ q k• G B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with \ q k 0 6 xG xG q q /XP- "P S� xG ° X x G x G q0 qG } qG k ... qG •" °j 016 °1� 1 kry qb } 1 ♦ \ G " G - : Oy, ' :. ,. .. -... q O O 0 1 ry y - q respect to protective measure to be taken, if any, to preserve such trees. x xG .•. _ x� ., �G �' qp pb' k6 °ry bb k 1 �6 W. G 6 �� 4. REMOVAL OF TOPSOIL x °: "� " xG q�p qGk Oy °, 1 q`�° ♦1 h �G q0 qV qOh' qp} qpN pry' ♦b° pR OR^! k, yry } X %� X X - _ X x x G ♦ �-F a . p A. All topsoil shall be removed from all areas beneath future pavements or building. Topsoil removal shall qb° X X X �. �4} q 0G \ _ 1♦ - - �\ __pp�� .... .: � .. ;� ._,.., X x� 0G q��Q'' �0 ;. V �, -� PAD �AJ be to a minimum depth of 6 inches or to the depth indicated in the geotechmical report provided by the G\ h1 � "6 Developer to be excavated or filled. Topsoil should be stored at a location where it will not interfere eqb pbq°6 p1 N.P.00.0o pb ° 6 xG "� / } cP �' a f x �2 YEAR E iV. =901 �!5 q with construction operations. The topsoil shall be free of debris and stones. °ya �� X�_ °h qG} q °kk /�� 1 L' xG x k y END SE TIOrY �' 10 YEAR LEV. =902.V 5. UTILITIES_ f 6 yb pk k / yam° " rn o p��0 YEAR ELEV. =959/ � � � _ ;°G�� qGR x'G qp "• qp "• INV. =�:�0 0.0.x'' N qG ♦♦ / X q k �b�+ o. � A. Rules and regulation governing the respective utility shall be observed in executing all work under x�' 10 Gam' xo� -� q °y�y this section. 6 x G y 41� q °N O`I•. 0"�k ,yg - qp bl, B. It shall be the responsibility of the Contractor to determine the location of existing underground lip e qoh' --x--" qt' y♦ po• X G v q oy' , e qv r- y p }• °k♦ qG xG xG �G ��♦ h} / � utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free qe ph� 66 � ♦b q "' •/ U 1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana. \ � - � � �G 1 °h °" xG °° 11\ (J ♦ °y IJI `� q Lo C. Contact Carmel Utilities at 571 -2648 for location of all watermains. rn 0 6. SITE GRADING CL 0 . A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area to subgrade as shown on the drawing. C) B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas U shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom o, of banks and other breaks in grade. C. The Engineer shall be notified when the Contractor has reached the tolerance as stated above, so N that field measurements and spot elevations can be verified by the Engineer. The Contractor shall Ln Ln not remove his equipment from the site until the Engineer has verified that the job meets the above N tolerance. FORM \EARTHWRK m z 0 Cn W Y Q W Q >- >- O CD = LL_ � 00 UJ O LLI M Ld O SCALE: 1 "= 80' �/ � Of O Lo z z Q `,`11111111111/ /j� Q �C, \ Cn '02D =z'v ...► 'Q �S m GJz � 0= 0 m OD a 0 .D ,m�:vo o Q '' /' / /// ►1111111 ►11111```` U SCALE: 1 "= 80' �/ � Of O Lo z z Q W rn 00 0 Z Q LL _J 1..L. Ld N W I Z r ^ V MMO 00 Z W V LM ' ) _Z Ln 00 co Z O 00 LL.I \� V) 1z W J Q U CL 2 Q 0 O CL O W QO W~ WD 0 � �U cr-W (,D(/) Z O J SHEET NO. z Q z J LLI Q U C100 JOB NO. 47425S2 7i T-4 >_ T ja I 2: < r1% N C6 C) f� Ln C) C) N I-- V-4 - zj =3 0 >_ M _j - Cn 'O -&j C a) o. 0 7@ > Q) 0 a) - V) 6 C) " U � - Cn "v N (n Ln " V 11`11% i a STORM CHART STR. NO. - TYPE T.C. / RIM INVERT DIRECTION 153 CURB INLET w/MH 905.29 900.74 NW ,E 154 CURB INLET 905.50 _ 900.89 W,SE 155 YARD INLET - 904.50 . 901.37 _ E, W, N 156 CURB INLET 905.55 901.85 E,W 157 CURB INLET 905.55 . 901.94 _ E 158 CURB INLET - 905.40 901.44 NW SE 159 CURB INLET 905.45 901.67 SE 160 YARD INLET 905.00 901.88 - S 164 CONC. END SECTION --------- 896.00 NE - 165 YARD INLET - 903.50 896.45 SW ,E 166 MANHOLE 905.00 . 897.26 - W, E, N E. 167 YARD INLET 904.50 898.31 W,SE 168 YARD INLET 904.50 898.64 NW NE 169 CURB INLET w/MH 906.24 899.69 SW,NE 170 CURB INLET w/MH 906.24 899.87 . SW SE 171 MANHOLE 907.10 900.23 - NW ,E 1 172 YARD INLET 904.00 . 900.99 W - 1 173 IDBL. CURB INLET - I 903.35 1 897.82 1 SW,NE-, " I I � I 11 I I I I I 3k_�-\[_L• I = 60 � - I I f I � 0 1 1 1 I 1-11 11 . I , . I I " z I I , ; , . � I , I z I , , I ,,, � I 1, z " , I'll, <> Lz ; - SEWER I z , ,\. " , t 0 , , I I I '. -1 , I \ I TORM I , . 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LEE 2 \ :11i 1 908.0 / 1 65 1 " � . � " � ' - THE STATION IS LOCATED APPROXIMATELY 2.'5 MILES NORTHEAST OF ZIONSVILLE; AT THE I j 1; I i-1.1 I I I � 0) ., L 1 8 �, 1 0 � . I � L . ,� I ,-, I : . , L I 9 � ' INTERSECTION -OF;SHELBOURNE ROAD,.-AND WEST 131 ST STREET; " IN TH. E`SOU TH EAST' QU ADRAN T OF HE ".,A RAILROAD SPIKE IN POWER POLE # 54-_�_873, SAID POLE LOCATED O OURNE ROAD. I I. �" I : ; 0 � [ 908.3 , L � T , �, I ,., . 1, 01 P / I d - 'If 1, � 0 � ; I q I , I I I N. I 1. 0 . �L/ I 5 I I � I " q 0 1 INTERSECTION, j .1 " "I, 1 ', 1, I .. 1 'I 0 ; " z I , : \ ,�. 'I., Li I I ,-,, SET IN TOP OF A CONCRETE POST, LEVEL WITH THE ROADWAY; DEPARTMENT OF, NATURAL � � ; 1. � I 1. . � 10 fi /I "I - j � ,,� , � I I / , /01 I I I I "Ill __ � ,.� . I_ 1, � _j I , w I 1 .'L 0� I 11 � I " � I ,� � � � I � - 150.00' 1 C,4 1 11 . " 1 I M it I i I � �, . 11 ,z I ( ) � L I I 1� L I 1. , "I /I I @ I . . I , � I � i . ,� RESOURCES BRASS CONTROL STATION -TABLET, STAMPED,,1EE 2 .AZI 1989 . - , ) I la:(D. r I 3�: 1 �RESO � I 1 , 11 _41 [ ±14" � I � . / ; , I/ . / .1 . � , '. 0 . I I., .1 ; , I ". . I . . , I 11 I . I I . � 0 1;� ii.-O . ., I—- , , I I '. . , ; � I , I _� I A + i 1, � U) . ! , � I I I , . "I ELEVATION; 917.35' (NAVD 88) .. I � , I � : I LO I I 'L ( � V n . I 0 � . I I . , I I .. , � : I , -1 6 � Ld ui (1: r--: I , - - - . I I I I I - -- ----- I 1; ,.L I / 1 I : .. -1. 1 150.00 0 - 150.00' + I I 11 C� ( 11 - Z I f ". .1 f ,. I .1"'. i ------ - - 1111-, � �, � I � \ I I" I _j 0T_ (D 11 - LLL I I w I I I I � � z I. ELEVATION: 917.518' (NAVD-;'O-" "I . __ ,, � , I � f , � 111 � 0) 0) I I I / I I '� \ W:! 0 t �. '1� , 4� . ; ; f _` < z . 04 - . I � , I I , .1 11 I . (� � 0) I 11 r- I .1 11 _ Joo) I , 11 I 1, i � " , / � 1, .. I " . I "I TBM. NO.4 z _ -, , w I I ; � I , I I., ' I 0 . I � 1 \ . . �, 0 �;: � _� y 11 'L I I ____ ,,.,----, i /1. ; / 0 1 r . I r- r-I: @D , I f5 f , � ; I " , �, � . , V) � 150.00' 111, / "I. I L' 1. -1, I 1, , I . � � I I ; 0 1 0 < 0 . I / "I " 21 1 I , - I I i. , , C � I I 0) U) - O-) L_j L 7 .��L " TBM - ' " / I I � �1. � ., C Ui 11� . �, 11 ( � ILI ... 1; " - 1/1, No. I '. / I 1 / � j •, ,� I - I I i , I I , 1�, I _j I U) " I ( .. "I I 11 � . , . / � (c), � s . .1 : FN� , 1. " , �11)1 : , 4 1, / . �� . zt�z � C P < I I I " , -, . , : . . � I 0 1 1 " I 4? � I e L - � I I � I I 11 0 z M � ''I , � ,��, I 'L _ I " ' I \ I I � I " ro �, �, 'L � ! / I � � I . I 0 0 1 .1, . . I M � . (n �'a . t FEET + WEST OF CENTERLINE O ON NORTH LINE OF THE BROWN TRACT. � / 11 I I � I e : 95 - r,I: / , I C! Cn , L � -� 71 � 0 1 . I E LOCATED 14.0 ' I '� � I 0 . . �n , 3� 1 � � . /, , , , � I , A RAILROAD SPIKE, UP 1 FOOT + ON THE WEST SIDE OF POWER POLE # 193-337, SAID POLE LOCATED 25 � �;�� - ; I I -5 I I / . I �,- I I r� , . , E, !j I / 0 A�'RAILROAD SPIKE, UP 1 FOOT+ ON THE EAST SIDE OF POWER POLE # 54-877, SAID POL �� P - I I 00) tj) . 11 , I 1. 1� i � ;.,d "."'I'l I "+ 10 1� 89 ,/ In 0 .1 I , ; 11 I � I I 11 0 : "I, I I , 1"�_ i / 1�k . � -_ I " 84 Ln + M . _,� . cn , I . - I. / ... I I � � • - 0 . �L . .., I ; 6 C� b ,,�! 0 1 5 . L I � I ". ' I � , I k . I 'j �, � 908.0 /" R I 0 (z 7 - AND IS 100 FEET + SOUTH OF THE MAILBOX FOR I I rl ., �_11 ; � '0 0 0 ,,-- "'FEET WEST OF CENTERLINE' OF SHELBOURNE ROAD A Q , �/_-, � I n I �, - ADDRESS NUMBER 13535 SHELBOURNEII'ROAD� i � , . L "I'll" � I .. I . . I I I I q11 I �� 908.0 1 . I 0 0) b, ; . I . Icn I . ., I " z, ;, ; i � . -.1 �' I I L.L , I I - I 1��,, � I / I � � 1 " . , , " , I ; FD I I 01 I R* " �, P . , 1, I 11� I ;? I I �11 ,� � ._. _ - �` - I B"', I ; 908 • / . . / ,_ �I' " ..... .. � �� ; I I , -, , -,' _ __ I , _ ... � _ _, I .1 ."� � I i .. i 11 I - -,. , I " ; __ I c � ID � 'Ll �, , 1, . '. ; �� I �, I 1. - - - ELEVATION: 913.24' / �, I I 11 11 . 11 $�. " I I �0 �O 64. .Z Fn - - 11 -, , 11 I ". " " I , , �11 " � I - I /w 11 (0 (n ,,�:% � I , 11, ..... . -1, � � I I " I i f _ - I I . I.- � . - .L, "I ,/ -, " � "', -,,,-:-,,, n"', C \, I I C (-� �� ! � O� �n .- � �, 1, I � I - I _. L " �9 , _B_ .. ... I I "I.". " z / I � __� I " . I � _30' , \ " , / ; �, �� ., . I I % I (NAVD , 88) , , � I I - [ I t'. 1 50' � , I � . ... _ L' 1, . \, .., � , - � , _ C, I . 11 .1 - "" . , �, I I L , I 11 , ; I , � - , 0 I - - 1908.1 1, I I - 1.> I , I I I , :_', . � I" � 11 , I I 0 I 4 % PO I (� C� I . I I "I ,1 ; 1� ELEVATION: 91 8.'9 4', (N A VD 88) 1 \ � , . � I L / - ' L I 0 1 - I � I 11 11.1_ I " _,.� , , - - .. � 11 "I 11 I TBM. NO.2 A RAILROAD SPIKE, UP 1 FOOT + ON THE EAST SIDE OF POWER POLE # 189-815, SAID POLE LOCATED 14.0 FEET WEST OF THE CENTERLINE OF SHELBOURNE ROAD AND IS 40 FEET + NORTH OF THE MAILBOX FOR ADDRESS NUMBER 13802 SHELBOURNE ROAD. I . I 150.00 0 I., I . , - QD (I , I - - _�_ r- I "', I 11 00 " 0 ., U) . � I 1. 111 1 0 1 0 1 x Ln '' Z. 'Z d" 1, I + (D � - 0 i ,4 11 _: . - I U) 0 -.1 150.00' - I 11 @ -150.00 I �O)i Ln I � 1 L6 - (.4 .� - - , ,"'. ; cli I." 4 ,I (D 'L, 1". ''I I -, I 11, . + , � < 0 I @ 0 0 .. , 2i , 0 cow I , � 1� ; 1, � I � 1, .. I O� I u I I X'11 1, M I I (0 . . �i � � _j ,2 (D I , , - U-) (0 N) 0) , I 11. 50' P/w I � 0 1, � 0 < .2 B_L_-,-- w C 11 ,� "I .1 . ... �� 0) 0 Ln " I I- I i . - - I L � , L - � M - �:: 0 . " 1<1 ,� \1 " IL 0 I 1 . ,- I e.,, ".., , I _111. 1 -30' B-13- I IR, , 1, I I I � co " 0 . ��: , I I - \1 11 Lli � I .r , I i . 0 � I , C� - V 6�0-0-&-S _- f "-..� 11 I . . ' . �_ I �' z � I \ 11 I .,.,L" x - I I I I __ I , :10 . ,?A .gq I ' , -5 1 88 1 1 M - ---\ " 1 94 1 - -0 , i I . 0 . D Z) , . 13.ql" r � � " �n - -- Ro 'D I "I I � tf+-- (6 - P � � - 11 11 !n 6 . :i " 907.4 , 0 -,,- 907.4 1 11 '31 85 C,P ::� a (D (0 " 1, I 0 ct \ � 0 , - �, I " Uj 0) 1 ., C� 1_�n q %� 13 I. i- �,_." "I - 1 7.4 P -, --' 0 � I 0 � i I., . I - � 1 90 co (, (ASTREE � � .dl 11 __ M [ - .0i I I , , ,,, 1.� �_., , 1, \ .11 I 0 9 V_ 1 +06.77 ELEVATION. '31,_�.IbU �NAVD 88) 111-- � � _x . t 11 � e 0 153 ". - 1, I., I , 0 CD 905.69 I CL , V) " , - 905.5 " , " - I , , I I I I � � PI) . I 7 , , - 0,0 1-1-% I (un) , �, 1 6 t2 1. ::�, \ -� --I- .1 . , 0 ± . I =L__ - 158 �` z �1\ 7.5' S.S.E. - - I , � 1q: � . I - _ - .to 7.5' S.S.E. S. S. E. � �0 ; �,, \ , 0 � I - j a- L v, 7.5' I ; I I - - a: � � Q.- - - - 1 -17 �-_, 2: \ I . 150.00' - I a I I . ., �] 0 Ul ji 150.00, - 0 _: 0) 70.()5"z , W15. - I I I 1 -150.00, 1 "HOLEY MOLEY" I R. I � + - I � . � I I D 0 1 1 � I LL LO � I SAYS: CAUTION LOCATION OF ALL EXISTING UNDERGROUND _G:__ UTILITIES SHOWN ON THIS PLAN ARE BASED -� UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND "lly Ar7)r' C'r')r_n1 11 A-Mir- IAI KIA-rl Inr' -ri lr-nr- k A A Al �^ to 1� I I @ . 1:, 1, D.&U.t, "" ; " . * +--(.0 . ", - __ I _�l " , 0 7.5r'S.S.0 -, -'-'-" - - 3 �� 0) (0 __ - - - - I IU 11 '20' - I U) k,� �. N N, 1. r_j 0 1 7.5`�'S.S.E. � - LL-1 - �_5_ - ", !2 0 . ... � 11 I 1. - - 0 \ , 0 S.S.E. z in � - - , I _� 0 a 0), " I . - " � a �1* Cn I I 0) I 0) � .. .M " __� � \ � x I. 1 , . I _j / . , \ : I I . 9 to < I , - - L. " � I _j P " � c U \ ; 4 I i , , I - , ' �� I a " I (7) I I , . I , , N) , � I ., ( "I I � I .. ,, I - ,1 ,.- � 1, I , " 63 � . . , � 'j " U " Ld I I . � \, w I 1,1, ALL EXISTING OFF-SITE DRAIN TILES THAT ARE I � - ct LL_j .- I . : I '. cz� I I \ (1� 'D L� . \ 11 r- .. w . 1, I � I 1 - 0 \ I L I . �'; , cj� 1, _j , �� - 87 � � \, 1?� I ��:, ", � �, , � � < a 11 i 0 M I., n 93 n - 8 . Ln 86 * P - : t'j W 1, I . ENCOUNTERED SHALL BE TIED INTO THE PROPOSED 7 U , - - �31 -.1 . . 5 1 Ln -906.9 \ , I 4 I __ �� _,__,t �� b 1 6 �� I 0 ;0 " b . � � , ) r.-, R. 5., o I 906.8 � I 0. I ? c: (n I 0 1 1 . � . ,", U) ,6, + x 0 ko I , I 0 � . U1 . ,�_ .11 . % 0 U . r, 0 " � i.9 - P, ' 0 . I . I I STORM SEWER M WITH A POSITIVE OUTFLOW � . \; 0) -I UI C� be I r 1, �\ IL 906.9 i�? +1 Lo L ., .. I t � . , I �L 0) " C 0) N C C L , " ,e , I I � . I I CONTACT: CARMEL UTILITIES . C I j I I in . r1j 11 , I - !D , C I I % I I _ Iq � I � In ; , �1 - �- I (-- P � I I . : L z - I I I 0 I I -, I I (D M�� 0 r'\I\L- _)F1_\.,QL.M1 VL 114 14MIURL. IFILRF- M/Al ML,')U ,�, _,; I M r , ., 1, " / - ." : q " � �, _. I . � . N I I I 1: " - V) 6 �, , I . � ; I I � 1, - �. � I F �� - (_�17) r�71-?C�\A_R I I I "I .1 I J M I M i� R* ' 1 �(� - - OL V1nr_R LA131111NU UINULMUMUUNU UIILIlllr-Z) FOR WHICH THERE IS NO ABOVE GROUND ALL PADS SHALL BE TESTED TO ASSURE EVIDENCE OR FOR WHICH EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS A COMPACTION OF AT LEAST 95 PERCENT OF SAID EXISTING UNDERGROUND UTILITIES OF THE MAXIMUM DRY DENSITY USING THE SHOULD BE VERIFIED BY THE CONTRACTOR , I . � 11. ..- Z, I - ��A- - 5 . " . D I . I , 0, P/ ?i I o U? I , _�= - - - : - w ill, I �� , '' % � , " �_ 0 . I �, - , I I � P 0 - Ill/ -, I" I �_ C\1 1. , - I ','� 106 0 15' R.D.E. � - - - - _:-4 ---" MI I (A \ �, *10 � � , I z � . � iN : I � D.E. , , - I FOR WATER LOCATES �,- I 0 - I 11 0 �:; I j T5 R. -30'6-B- _i �n , � � \ :,. 0) I , 150.00' ' "Mol . I _ I I n 50" 01, t 150.00, 1 -I- 0) I ,L I - 150.00' _-4- 100"] I I � �'. , I � 11 � � I � 160 L.F. 15" R.C.P. 0 0130% I 0 '4: I. C I ` I ; I IbUL.F. =1R.C.P. 0 0.307. � � /� , I I . � - -1 1AM O ��; I— r- � . � - m I . 1, ! :,�- +- - , - ` ,15� � I I - 0 Z � � x cy) C 1 \ 1) I , . I � . , . i I ill � " � I e ;, � � I : I I , I % � � I �, I , , � I � I .: ,; %. I 1� � , I � � � � .." - J .1 e .1 STANDARD /AK �_IKU�11(_)K 111�) METHOD. I I . I I I � ., I , ; .1 ,I . \ '. I,_— ,", __ ,- I I I . � I -.11 :,� - , -, - _ - � ? -11 I I I I .... CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION. . ... ... �, I 11 I � ., , I - ,, " �, , , - I" _,� __ I __ __ - -." --\",\"- : I ', � I , . __3 0 '' " � - / , ,.� . , � I " � I _. �111 . , , I , I I 1� _ I I , '. � I �, I � I I I -1 . I— - - . 11 . - _. ' I y . " , I , - \, 15' E. . I , . I I I I 1, lwl. , - __ I �, " - 800 -428 -5 I � , I I I I I I , - 11, ; 1. . I 4 ; I I i " - , " -\ - 1, 10 lr� 1, 142.12' - I . I I 1. I " � __ , . . , , , � ,__, '__. ,. 1; :C6 ,r� - - - N�T� I 11 . � 11. . z � _,� ., - � � I � , " . I � , - , I , , 1, _ - , , __'_ � _\ "l-, ,'.. 113�+� 1 ' - 138 L.F. 24" R,C.P. ®0 .30% : \ I I I I I - � , , � � � � I I I I , - " �, _ , [� 17 �, I I � . I I I 1, � , ,� I , �f. M j � I , _ �, I , I I I 1. I - 1111 ------- �,: I -, __ 1, i � � . I . ,,, �, ; 11 .� � 0 1��. C I .� . , --- --- -------- 1 , 15 `__ 1, I � _ ---- - --- ------- - --- ----- __ ........ __ � I , FOR CALLS OUTSIDE OF INDIANA �, \� 1_. , I.- " I ., "z 1 11 . ............. .. _ 1_1-_-1-_____1. _-- - x_1____-__--_1 •-------- - ,:--_--- ------ I—— _ . 1. � I " 1, I, I ,_ "'. .- � __ _ I ', � " � 1, 1 � I � . ; I a . 4.1 e , , I I I _. 11 -- ------ 111. .� _1 ... ... _ ----,�-�,�l---�,<,-----,�,�..�1.11,�1-11�.��l- � I � " 1 / 11 I . 1 - I . I -, I I I- _ - I ".. - 1-1 I ---- X1 - 1, I � , , � I I . � . / I - - ., " \ 1 �11 I . I I 7 " , N , I , , tk'04 I' , M 11 h., 11110 V) C\A < z I.. f ,-I- < 0') 0 0 U) z >_ I Lj C7) -,I- > Of 00 I- Z) r ", V) - 1`10 0 .. x Z < < LL. _j r- I CT) Q0 V) I 00 fy- C\A Ld III- Lli I Z Qj - 0 (D CO Z Ld c) Lr) n Z L0 O-) Il- I _j G) co 00 (10 Z,---, U-1 __ LLJ 0 r T_ = (_) I n "' 1__-1 1z < z < C) z z < .j V) a_ Ld F-- < 0 Ld U) F- :2 LLI 0. z 0 w .j 0 c) � LLI 0 C) > �LLJ 0 Z LLJ 0 F- .j V) LLJ DL < 0 SHEET NO. C200 JOB NO. 174 CURB INLET w/MH 903.80 898.12 SW ,N 175 YARD INLET 901.00 898.86 S 176 DBL. CURB INLET 903.35 899.85 W - 177 CONCRETE END SECTION --------- 896.00 NW 178 MANHOLE 902.90 896.60 SE NE 179 CURB INLET w/MH 902.20 896.90 897.7o N,SW,NE LEGEND 180 DBL. CURB INLET 902.60 897.08 SW NE 11'.� 181 MANHOLE - 903.60 897.23 SW ,E �,''. , , 1: , ,� ,�, % � � I _ EXISTING EDGE OF WOODS " " 182 YARD INLET 900.00 897.58 W 183 CURB INLET - 902.20 - _1_1 -------- - -- ": � - ---------- 11-11 EXISTING CONTOUR '' 184 CONCRETE END SECTION --------- 896.00 - NW ,Ll , 1'._ _'' ____%- ,,- EXISTING SANITARY SEWER 185 DBL. CURB INLET . 900.10 891.80 SE NW CURB INLET 900.10 891.18 SE NW .I , 1 1DBL. . .- 1 __I— — EXISTI NG STORM SEWER MANHOLE . 895.0 0 897.98 NWSE _ I, \\ \ . � , �/ \187 I x X I ! 188 CONCRETE END SECTION 895.54 SE ..... .. � ---- _ - z i ( x I =1 PROPOSED GRADE - -— ' I , / __ \. � Yt ( z X �, --- --- M.E. MATCH EXISTING I I c I 1 �,� � " ! , ,_ Z I 0 z ( X " i , 1 I- -0= 870 11 _ \l 1 z - / I X . X " I I : i zx f I 1I i� � I t 1 50.62- I ) I i I PROPOSED SANIT/ ARY SE WER 22 I " I I � I 11 I I I I I 3k_�-\[_L• I = 60 � - I I f I � 0 1 1 1 I 1-11 11 . I , . I I " z I I , ; , . � I , I z I , , I ,,, � I 1, z " , I'll, <> Lz ; - SEWER I z , ,\. " , t 0 , , I I I '. -1 , I \ I TORM I , . I , Z"\ .1 nz a 1- , 0� I , I � I I " � � - X, j I I I , , I I � . I X'_ - Z ', I 1_ Ix. I 1, �, 1, .� I I il . I ", � i i . I : � I I I � I , 1, I I,- I i � Ix : 1-15 " I n 7,q I )". I 0 000 PROPOSED SWALE PROPOSED 5' SIDEWALK (BY HOME BUILDER) (DEVELOPER SHALL INSTALL SIDEWALKS ALONG ALL COMMON AREAS) 1, I : �.. . .. �,_ 11, �, I \ I � \ . . " I � I _ - -.. t k i . I I \ � I � I " " I . . / I � I � ; t I I (> � ---I - �, � I \ 1. �� 0) � . ; .1 � I i � I '�'x . � " , I I 0 , . 0 , .1 _ X i ,z I �z I. 1-1 o � � " '. , I � , \ I I - , �, , . -_ , 0 � 11 I , , . � 11 I 11 0, . 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LEE 2 \ :11i 1 908.0 / 1 65 1 " � . � " � ' - THE STATION IS LOCATED APPROXIMATELY 2.'5 MILES NORTHEAST OF ZIONSVILLE; AT THE I j 1; I i-1.1 I I I � 0) ., L 1 8 �, 1 0 � . I � L . ,� I ,-, I : . , L I 9 � ' INTERSECTION -OF;SHELBOURNE ROAD,.-AND WEST 131 ST STREET; " IN TH. E`SOU TH EAST' QU ADRAN T OF HE ".,A RAILROAD SPIKE IN POWER POLE # 54-_�_873, SAID POLE LOCATED O OURNE ROAD. I I. �" I : ; 0 � [ 908.3 , L � T , �, I ,., . 1, 01 P / I d - 'If 1, � 0 � ; I q I , I I I N. I 1. 0 . �L/ I 5 I I � I " q 0 1 INTERSECTION, j .1 " "I, 1 ', 1, I .. 1 'I 0 ; " z I , : \ ,�. 'I., Li I I ,-,, SET IN TOP OF A CONCRETE POST, LEVEL WITH THE ROADWAY; DEPARTMENT OF, NATURAL � � ; 1. � I 1. . � 10 fi /I "I - j � ,,� , � I I / , /01 I I I I "Ill __ � ,.� . I_ 1, � _j I , w I 1 .'L 0� I 11 � I " � I ,� � � � I � - 150.00' 1 C,4 1 11 . " 1 I M it I i I � �, . 11 ,z I ( ) � L I I 1� L I 1. , "I /I I @ I . . I , � I � i . ,� RESOURCES BRASS CONTROL STATION -TABLET, STAMPED,,1EE 2 .AZI 1989 . - , ) I la:(D. r I 3�: 1 �RESO � I 1 , 11 _41 [ ±14" � I � . / ; , I/ . / .1 . � , '. 0 . I I., .1 ; , I ". . I . . , I 11 I . I I . � 0 1;� ii.-O . ., I—- , , I I '. . , ; � I , I _� I A + i 1, � U) . ! , � I I I , . "I ELEVATION; 917.35' (NAVD 88) .. I � , I � : I LO I I 'L ( � V n . I 0 � . I I . , I I .. , � : I , -1 6 � Ld ui (1: r--: I , - - - . I I I I I - -- ----- I 1; ,.L I / 1 I : .. -1. 1 150.00 0 - 150.00' + I I 11 C� ( 11 - Z I f ". .1 f ,. I .1"'. i ------ - - 1111-, � �, � I � \ I I" I _j 0T_ (D 11 - LLL I I w I I I I � � z I. ELEVATION: 917.518' (NAVD-;'O-" "I . __ ,, � , I � f , � 111 � 0) 0) I I I / I I '� \ W:! 0 t �. '1� , 4� . ; ; f _` < z . 04 - . I � , I I , .1 11 I . (� � 0) I 11 r- I .1 11 _ Joo) I , 11 I 1, i � " , / � 1, .. I " . I "I TBM. NO.4 z _ -, , w I I ; � I , I I., ' I 0 . I � 1 \ . . �, 0 �;: � _� y 11 'L I I ____ ,,.,----, i /1. ; / 0 1 r . I r- r-I: @D , I f5 f , � ; I " , �, � . , V) � 150.00' 111, / "I. I L' 1. -1, I 1, , I . � � I I ; 0 1 0 < 0 . I / "I " 21 1 I , - I I i. , , C � I I 0) U) - O-) L_j L 7 .��L " TBM - ' " / I I � �1. � ., C Ui 11� . �, 11 ( � ILI ... 1; " - 1/1, No. I '. / I 1 / � j •, ,� I - I I i , I I , 1�, I _j I U) " I ( .. "I I 11 � . , . / � (c), � s . .1 : FN� , 1. " , �11)1 : , 4 1, / . �� . zt�z � C P < I I I " , -, . , : . . � I 0 1 1 " I 4? � I e L - � I I � I I 11 0 z M � ''I , � ,��, I 'L _ I " ' I \ I I � I " ro �, �, 'L � ! / I � � I . I 0 0 1 .1, . . I M � . (n �'a . t FEET + WEST OF CENTERLINE O ON NORTH LINE OF THE BROWN TRACT. � / 11 I I � I e : 95 - r,I: / , I C! Cn , L � -� 71 � 0 1 . I E LOCATED 14.0 ' I '� � I 0 . . �n , 3� 1 � � . /, , , , � I , A RAILROAD SPIKE, UP 1 FOOT + ON THE WEST SIDE OF POWER POLE # 193-337, SAID POLE LOCATED 25 � �;�� - ; I I -5 I I / . I �,- I I r� , . , E, !j I / 0 A�'RAILROAD SPIKE, UP 1 FOOT+ ON THE EAST SIDE OF POWER POLE # 54-877, SAID POL �� P - I I 00) tj) . 11 , I 1. 1� i � ;.,d "."'I'l I "+ 10 1� 89 ,/ In 0 .1 I , ; 11 I � I I 11 0 : "I, I I , 1"�_ i / 1�k . � -_ I " 84 Ln + M . _,� . cn , I . - I. / ... I I � � • - 0 . �L . .., I ; 6 C� b ,,�! 0 1 5 . L I � I ". ' I � , I k . I 'j �, � 908.0 /" R I 0 (z 7 - AND IS 100 FEET + SOUTH OF THE MAILBOX FOR I I rl ., �_11 ; � '0 0 0 ,,-- "'FEET WEST OF CENTERLINE' OF SHELBOURNE ROAD A Q , �/_-, � I n I �, - ADDRESS NUMBER 13535 SHELBOURNEII'ROAD� i � , . L "I'll" � I .. I . . I I I I q11 I �� 908.0 1 . I 0 0) b, ; . I . Icn I . ., I " z, ;, ; i � . -.1 �' I I L.L , I I - I 1��,, � I / I � � 1 " . , , " , I ; FD I I 01 I R* " �, P . , 1, I 11� I ;? I I �11 ,� � ._. _ - �` - I B"', I ; 908 • / . . / ,_ �I' " ..... .. � �� ; I I , -, , -,' _ __ I , _ ... � _ _, I .1 ."� � I i .. i 11 I - -,. , I " ; __ I c � ID � 'Ll �, , 1, . '. ; �� I �, I 1. - - - ELEVATION: 913.24' / �, I I 11 11 . 11 $�. " I I �0 �O 64. .Z Fn - - 11 -, , 11 I ". " " I , , �11 " � I - I /w 11 (0 (n ,,�:% � I , 11, ..... . -1, � � I I " I i f _ - I I . I.- � . - .L, "I ,/ -, " � "', -,,,-:-,,, n"', C \, I I C (-� �� ! � O� �n .- � �, 1, I � I - I _. L " �9 , _B_ .. ... I I "I.". " z / I � __� I " . I � _30' , \ " , / ; �, �� ., . I I % I (NAVD , 88) , , � I I - [ I t'. 1 50' � , I � . ... _ L' 1, . \, .., � , - � , _ C, I . 11 .1 - "" . , �, I I L , I 11 , ; I , � - , 0 I - - 1908.1 1, I I - 1.> I , I I I , :_', . � I" � 11 , I I 0 I 4 % PO I (� C� I . I I "I ,1 ; 1� ELEVATION: 91 8.'9 4', (N A VD 88) 1 \ � , . � I L / - ' L I 0 1 - I � I 11 11.1_ I " _,.� , , - - .. � 11 "I 11 I TBM. NO.2 A RAILROAD SPIKE, UP 1 FOOT + ON THE EAST SIDE OF POWER POLE # 189-815, SAID POLE LOCATED 14.0 FEET WEST OF THE CENTERLINE OF SHELBOURNE ROAD AND IS 40 FEET + NORTH OF THE MAILBOX FOR ADDRESS NUMBER 13802 SHELBOURNE ROAD. I . I 150.00 0 I., I . , - QD (I , I - - _�_ r- I "', I 11 00 " 0 ., U) . � I 1. 111 1 0 1 0 1 x Ln '' Z. 'Z d" 1, I + (D � - 0 i ,4 11 _: . - I U) 0 -.1 150.00' - I 11 @ -150.00 I �O)i Ln I � 1 L6 - (.4 .� - - , ,"'. ; cli I." 4 ,I (D 'L, 1". ''I I -, I 11, . + , � < 0 I @ 0 0 .. , 2i , 0 cow I , � 1� ; 1, � I � 1, .. I O� I u I I X'11 1, M I I (0 . . �i � � _j ,2 (D I , , - U-) (0 N) 0) , I 11. 50' P/w I � 0 1, � 0 < .2 B_L_-,-- w C 11 ,� "I .1 . ... �� 0) 0 Ln " I I- I i . - - I L � , L - � M - �:: 0 . " 1<1 ,� \1 " IL 0 I 1 . ,- I e.,, ".., , I _111. 1 -30' B-13- I IR, , 1, I I I � co " 0 . ��: , I I - \1 11 Lli � I .r , I i . 0 � I , C� - V 6�0-0-&-S _- f "-..� 11 I . . ' . �_ I �' z � I \ 11 I .,.,L" x - I I I I __ I , :10 . ,?A .gq I ' , -5 1 88 1 1 M - ---\ " 1 94 1 - -0 , i I . 0 . D Z) , . 13.ql" r � � " �n - -- Ro 'D I "I I � tf+-- (6 - P � � - 11 11 !n 6 . :i " 907.4 , 0 -,,- 907.4 1 11 '31 85 C,P ::� a (D (0 " 1, I 0 ct \ � 0 , - �, I " Uj 0) 1 ., C� 1_�n q %� 13 I. i- �,_." "I - 1 7.4 P -, --' 0 � I 0 � i I., . I - � 1 90 co (, (ASTREE � � .dl 11 __ M [ - .0i I I , , ,,, 1.� �_., , 1, \ .11 I 0 9 V_ 1 +06.77 ELEVATION. '31,_�.IbU �NAVD 88) 111-- � � _x . t 11 � e 0 153 ". - 1, I., I , 0 CD 905.69 I CL , V) " , - 905.5 " , " - I , , I I I I � � PI) . I 7 , , - 0,0 1-1-% I (un) , �, 1 6 t2 1. ::�, \ -� --I- .1 . , 0 ± . I =L__ - 158 �` z �1\ 7.5' S.S.E. - - I , � 1q: � . I - _ - .to 7.5' S.S.E. S. S. E. � �0 ; �,, \ , 0 � I - j a- L v, 7.5' I ; I I - - a: � � Q.- - - - 1 -17 �-_, 2: \ I . 150.00' - I a I I . ., �] 0 Ul ji 150.00, - 0 _: 0) 70.()5"z , W15. - I I I 1 -150.00, 1 "HOLEY MOLEY" I R. I � + - I � . � I I D 0 1 1 � I LL LO � I SAYS: CAUTION LOCATION OF ALL EXISTING UNDERGROUND _G:__ UTILITIES SHOWN ON THIS PLAN ARE BASED -� UPON ABOVE GROUND EVIDENCE. (including, but not limited to, manholes, inlets, valves, & marks made upon the ground by others.) AND "lly Ar7)r' C'r')r_n1 11 A-Mir- IAI KIA-rl Inr' -ri lr-nr- k A A Al �^ to 1� I I @ . 1:, 1, D.&U.t, "" ; " . * +--(.0 . ", - __ I _�l " , 0 7.5r'S.S.0 -, -'-'-" - - 3 �� 0) (0 __ - - - - I IU 11 '20' - I U) k,� �. N N, 1. r_j 0 1 7.5`�'S.S.E. � - LL-1 - �_5_ - ", !2 0 . ... � 11 I 1. - - 0 \ , 0 S.S.E. z in � - - , I _� 0 a 0), " I . - " � a �1* Cn I I 0) I 0) � .. .M " __� � \ � x I. 1 , . I _j / . , \ : I I . 9 to < I , - - L. " � I _j P " � c U \ ; 4 I i , , I - , ' �� I a " I (7) I I , . I , , N) , � I ., ( "I I � I .. ,, I - ,1 ,.- � 1, I , " 63 � . . , � 'j " U " Ld I I . � \, w I 1,1, ALL EXISTING OFF-SITE DRAIN TILES THAT ARE I � - ct LL_j .- I . : I '. cz� I I \ (1� 'D L� . \ 11 r- .. w . 1, I � I 1 - 0 \ I L I . �'; , cj� 1, _j , �� - 87 � � \, 1?� I ��:, ", � �, , � � < a 11 i 0 M I., n 93 n - 8 . Ln 86 * P - : t'j W 1, I . ENCOUNTERED SHALL BE TIED INTO THE PROPOSED 7 U , - - �31 -.1 . . 5 1 Ln -906.9 \ , I 4 I __ �� _,__,t �� b 1 6 �� I 0 ;0 " b . � � , ) r.-, R. 5., o I 906.8 � I 0. I ? c: (n I 0 1 1 . � . ,", U) ,6, + x 0 ko I , I 0 � . U1 . ,�_ .11 . % 0 U . r, 0 " � i.9 - P, ' 0 . I . I I STORM SEWER M WITH A POSITIVE OUTFLOW � . \; 0) -I UI C� be I r 1, �\ IL 906.9 i�? +1 Lo L ., .. I t � . , I �L 0) " C 0) N C C L , " ,e , I I � . I I CONTACT: CARMEL UTILITIES . C I j I I in . r1j 11 , I - !D , C I I % I I _ Iq � I � In ; , �1 - �- I (-- P � I I . : L z - I I I 0 I I -, I I (D M�� 0 r'\I\L- _)F1_\.,QL.M1 VL 114 14MIURL. IFILRF- M/Al ML,')U ,�, _,; I M r , ., 1, " / - ." : q " � �, _. I . � . N I I I 1: " - V) 6 �, , I . � ; I I � 1, - �. � I F �� - (_�17) r�71-?C�\A_R I I I "I .1 I J M I M i� R* ' 1 �(� - - OL V1nr_R LA131111NU UINULMUMUUNU UIILIlllr-Z) FOR WHICH THERE IS NO ABOVE GROUND ALL PADS SHALL BE TESTED TO ASSURE EVIDENCE OR FOR WHICH EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS A COMPACTION OF AT LEAST 95 PERCENT OF SAID EXISTING UNDERGROUND UTILITIES OF THE MAXIMUM DRY DENSITY USING THE SHOULD BE VERIFIED BY THE CONTRACTOR , I . � 11. ..- Z, I - ��A- - 5 . " . D I . I , 0, P/ ?i I o U? I , _�= - - - : - w ill, I �� , '' % � , " �_ 0 . I �, - , I I � P 0 - Ill/ -, I" I �_ C\1 1. , - I ','� 106 0 15' R.D.E. � - - - - _:-4 ---" MI I (A \ �, *10 � � , I z � . � iN : I � D.E. , , - I FOR WATER LOCATES �,- I 0 - I 11 0 �:; I j T5 R. -30'6-B- _i �n , � � \ :,. 0) I , 150.00' ' "Mol . I _ I I n 50" 01, t 150.00, 1 -I- 0) I ,L I - 150.00' _-4- 100"] I I � �'. , I � 11 � � I � 160 L.F. 15" R.C.P. 0 0130% I 0 '4: I. C I ` I ; I IbUL.F. =1R.C.P. 0 0.307. � � /� , I I . � - -1 1AM O ��; I— r- � . � - m I . 1, ! :,�- +- - , - ` ,15� � I I - 0 Z � � x cy) C 1 \ 1) I , . I � . , . i I ill � " � I e ;, � � I : I I , I % � � I �, I , , � I � I .: ,; %. I 1� � , I � � � � .." - J .1 e .1 STANDARD /AK �_IKU�11(_)K 111�) METHOD. I I . I I I � ., I , ; .1 ,I . \ '. I,_— ,", __ ,- I I I . � I -.11 :,� - , -, - _ - � ? -11 I I I I .... CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION. . ... ... �, I 11 I � ., , I - ,, " �, , , - I" _,� __ I __ __ - -." --\",\"- : I ', � I , . __3 0 '' " � - / , ,.� . , � I " � I _. �111 . , , I , I I 1� _ I I , '. � I �, I � I I I -1 . I— - - . 11 . - _. ' I y . " , I , - \, 15' E. . I , . I I I I 1, lwl. , - __ I �, " - 800 -428 -5 I � , I I I I I I , - 11, ; 1. . I 4 ; I I i " - , " -\ - 1, 10 lr� 1, 142.12' - I . I I 1. I " � __ , . . , , , � ,__, '__. ,. 1; :C6 ,r� - - - N�T� I 11 . � 11. . z � _,� ., - � � I � , " . I � , - , I , , 1, _ - , , __'_ � _\ "l-, ,'.. 113�+� 1 ' - 138 L.F. 24" R,C.P. ®0 .30% : \ I I I I I - � , , � � � � I I I I , - " �, _ , [� 17 �, I I � . I I I 1, � , ,� I , �f. M j � I , _ �, I , I I I 1. I - 1111 ------- �,: I -, __ 1, i � � . I . ,,, �, ; 11 .� � 0 1��. C I .� . , --- --- -------- 1 , 15 `__ 1, I � _ ---- - --- ------- - --- ----- __ ........ __ � I , FOR CALLS OUTSIDE OF INDIANA �, \� 1_. , I.- " I ., "z 1 11 . ............. .. _ 1_1-_-1-_____1. _-- - x_1____-__--_1 •-------- - ,:--_--- ------ I—— _ . 1. � I " 1, I, I ,_ "'. .- � __ _ I ', � " � 1, 1 � I � . ; I a . 4.1 e , , I I I _. 11 -- ------ 111. .� _1 ... ... _ ----,�-�,�l---�,<,-----,�,�..�1.11,�1-11�.��l- � I � " 1 / 11 I . 1 - I . I -, I I I- _ - I ".. - 1-1 I ---- X1 - 1, I � , , � I I . � . / I - - ., " \ 1 �11 I . I I 7 " , N , I , , tk'04 I' , M 11 h., 11110 V) C\A < z I.. f ,-I- < 0') 0 0 U) z >_ I Lj C7) -,I- > Of 00 I- Z) r ", V) - 1`10 0 .. x Z < < LL. _j r- I CT) Q0 V) I 00 fy- C\A Ld III- Lli I Z Qj - 0 (D CO Z Ld c) Lr) n Z L0 O-) Il- I _j G) co 00 (10 Z,---, U-1 __ LLJ 0 r T_ = (_) I n "' 1__-1 1z < z < C) z z < .j V) a_ Ld F-- < 0 Ld U) F- :2 LLI 0. z 0 w .j 0 c) � LLI 0 C) > �LLJ 0 Z LLJ 0 F- .j V) LLJ DL < 0 SHEET NO. C200 JOB NO. - PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL: I KENNETH R. BRASSEUR PLATINUM PROPERTIES L.L.C. - Phone: (317)-818-2900 7! T-1 e n _9__ .0 I 2: < M 7! V-1 7! 00 in CD C) " 8r co ko , V :3 0 >_ 9 - C71 �: 'a C_: M a: a 0 = C: W > P 0- CZ C 0 ." = '3 0- L_ W M i�: E 0 ." V) 6 C) rn U CM �:: '!O r4 V) in " V_ N V_ M \ \ t.,�,��, ., \ ,� I / I I " I . I I ,� \ � .. / , ,� � 1'� . � z \ I I , \, - , . ,- I I � " / ; ,,/ ! 1, 1 - , -,_- I \ , . _ / " ,� � I I., j . %. � " . - \ \ 11 \ �-�� . � � I I I � I I . \ 11 I � - _� . 1, I � , I ,I " . I � . , . Z �, � I , I : , ", . I I I - , . �I ,� - _ _ _111-1-1 ____ " 1� 11 �. - , . � i � I � § "" ." / I I , , \ \ I \ r � "I" �. � � . . ! ,�,, I � .1 '.- \ ., � , , il I �. " i , , /, I � I � I , , I � , : . I � I 1__ 1\ 11 � \ I � 11 i �11 � 1 I - � I , `1 11 i . I II I I - _ , � I-— 11 I � �I'11 i I . t I � ; �,,. . / : I I " , I , I I , ._ , I i . P : '. / I , I el, I - I .1 , 11 . t I . � I /' ../ I I I 1, � I _ � lz�� . '. I , I - I I ., � I , I .1 \ � � I "I " , � .- " , " " I ; 1� " 1.\ �, w I ,.� i , � I , � . . "I - � I . I., I ":, I . I C \�, " ".1 "I" ; I I- � I I � � . , I � , ;1 / / __ � I., _ I ,,, I ',� � � 1 5'�� 1 � I � I '. I/ ,.,. � � . � " " , � , 1.� t � f X I \ . I ! / , I � : f , , - I . I I , , , " � , , i 'I AI I I : I - \ t " .., I - � - 2 11 . � 1Z , � I � I , � �. , -1 - ; I I � � , . /I Z Y ", I 11 I "' - , .-,- � \, , , , , � i i I ; , I , I � � � �_ . �, - \ . � 1. � "I I I I I : , i .� 1 I , I 1, . � I i 11 rri= 13 0 11177-�=!! I I r- I I . - I I -11 � I c t� ,/ : I , P 7 I 1 1. I � � I � . . - I I , , J] I== [3 Q [:= Denotes Construction Limits Denotes Silt Fence 0 Temporary "Drop Inlet Protection Basket" 0 (or Coconut Fiber Erosion Control Logs To be installed immediately after storm inlet installation.) Denotes permanent seeding & mulch areas Seeding rate: 130#/acre or 3#/1000 S.F. Seeding mixture: 25% creeping red fescue 35% perennial rye 40% Kentucky bluegrass Denotes seeding w/fiber blanket #S150 by North American Green Seeding rate: 110#/acre or 2.5#/1000 S.F. Seeding mixture: 387o Kentucky 31 fescue 19% perennial rye 19% annual rye 14% orchard gross 10% Kentucky bluegrass r+-+-+-+ -A Denotes temporary seeding & mulching. Seeding rate: 50#/acre Seeding mixture. 100% perennial rye. A9. * Specific Points Where Storinwater Discharge Wifl Leave this Site: An outlet pipe in Lake #4. NOTE: ALL COMMON AREAS TO BE COVERED WITH TOPSOIL TO PROMOTE INFILTRATION NT APPLICATIONS. NOTE: ANY ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED IN THE FIELD BY THE INSPECTOR. NOTE: IF SITE REMAINS INACTIVE FOR A PERIOD OF 2 WEEKS THEN STABILIZATION IS REQUIRED TO TAKE PLACE IN ' THE FORM OF TEMPORARY SEEDING, MULCH, ON PALIMAR. .. I - I � " 1W I I— I I I " I - - �", - �� . I,, - _r I , -t- + + - \ - .. I , I � - I I �, � I I , I I , e. 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M . -I- . . . � " I + + +'. + .R: � I %% 50EPpg, ",,� %% S ., , S . . ........ �Zk,--, ,-%��'D....-** aXSTLC "**'.,-- �n **-, .Z1 .*. " IV, --.% ;P -. , - - ;RV �0 1. � � . - 4y: *. �� ,_ Z : No. . = : *. = : : = = : 19358 : = = I : . . - . - . - , _ -. TE OF - . : 46�' � . . , %. - -P .. , 0, % . 11 %. .... , .../VDIMA�- `*;�F-s4 �\-, % 1�1 ' .4 . ".' ,&, ,,:, "" ,0�'9/ONAL 0' %`�% SCALE: 1 "= 80' Seedbed Preparation for Permanent Seedin 1. Test soil to determine pH and nutrient levels. (Contact you county SWCD or Cooperative Extension office for assistance and soils information, including available testing services.) 2. If soil pH is unsuitable for the species to be seeded, apply lime according to test recommendations. 3. Fertilize as recommended by the soil test. If testing was not done, consider applying 400-600 lbs./acre of 12-12-12 analysis, or equivalent, fertilizer. 4. Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil 2-4 in. deep with a disk or rake operated across the slope. The following is a list in sequence of construction activities to control soil erosion: 1. The contractor shall schedule a Pre-construction meeting with the Hamilton County Soil and Water Conservation District prior to any construction on the site being started. Contractor and/or Developer to notify IDEM and H.C.S.W.F.D 48 hours prior to construction beginning. 2. Maintenance and Refueling area constructed 3. Concrete washout area constructed 4. Posting information area shall be constructed. All items, as outlined in the in the O&M manual for Post Constuction water quality measures shall be placed in this area. 5. Construct Pond #2, building pads, swales and streets. Temporarily seed 40% of Phase One , when complete construct remainder of Pond #2. 6. Install outlet pipe out of Pond 2. 7. Perimeter Silt fencing to be installed and install Silt fence around lake. 8. Grade the site (sides of swales, mounds and and mulched immediately upon completion. If the site remains inactive for a period of 15 days, stabilization is required to take place in the form of temporary seeding, mulch or spray on palimar. For temporary seeding, the contrGctor shall utilize a fast growing seed of either oats, annual ryegrass, wheat or rye depending on time of year. Disturbed areas should be kept to a minimum at all times. Phase 2 cannot be disturbed until Phase 1 is 40% seeded as noted. 9. Storm inlets are to be protected immediately after installation with Drop Inlet Protection or Fiber Logs. 10-Contractor shall control mud accumulation on all streets surrounding project by installing stone surface at all locations where construction traffic leaves the site. Dust shall be kept to a minimum by utilizing sprinkling, Calcium Chloride, Vegetative cover, spray on adhesives or other approved methods. 11. Maintain all filters and traps during construction to prevent any blockages from accumulated sediment. Additional seeding and straw bales may be required during construction cis specified by Engineer or Soil and Water Conservation District. Payment for additional straw bales shall be at the contractor's expense. Payment for additional rip-rap (not shown on plans) and seeding shall be paid for on a unit basis. 12-Contractor shall install all sanitary sewers, storm sewers, subsurface drains, curbs, pavement and water mains. Disturbed areas will be stabilized after the storm and sanitary are installed. Disturbed areas will be stabilized after curbs, SSD and pavement are completed unless utilities are starting construction within 15 days of completing the curbs. Stabilize disturbed areas after the utilities are installed. 13. Complete Landscaping and sedding all remaining disturbed areas and remove all BMP's when areas are stabilized. >_ M Cn Z 0 Cn �>_ bi 0-1 y oc� < M W F_ < 0 - >_ 0 0 M >_ **,� _T M L_ W 00 UJ 0 . i �__ 5 < J� LJ < 11 < ro 0 M 6 Li Vo - J - 0 ,,�� V.- Q0 I U-) 0 '11� 0 1, , 1`0 �_, CD 0 4 I,--, . E Li E0 I`__ 01-1 -I.,, W Iq U (/) of 0 >_ CN ,Z�- 0') L0 I < Z < in Z LIJ > Of O-) ,-I- 00 0 ::D ir�,� Z V) - n 111 0 Z ,;� < < LL_ _J r�_ 1 07,-) (.0 V) of Ld I 00 C"A I-- Ld I Z - 0 0 (-D 00 Z ,-I- Ld (_) Ln ro �: O-) �_ Ln I _J O-) (n ::) -:I- :5 V) 00 0 a_ Z 0 ,---, r__ < Z < (.) 7- n, 11-1 in Z V) .J < Z < < 0 �_ Z Ld a Z 0 (f) P LLj Z [_. > <0 Ld 1-3: X a- U) I. C;d Ld Z z W o 0 (.D F- 0 F-- D C) J of LLJ .J 0 0 (/) CL Z W 0 Ld F- I < 3:: M I X LLJ 0 :E F- CL < W - U SHEET NO. C300 JOB NO. Ln 00 t0 P%% rn rn 0 Q) C fu t 00 Ln ,--i 0 ao in O O N ,-4 r4 rl V O J of v vi C v U (1) C- V) 6 C O U C O .o W O M . � rn i N V) in N V_ N i M SEASONAL SOIL PROTECTION CHART STABILIZATION PRACTICE JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEPT. OCT. NOV. DEC PERMANENT SEEDING DORMANT B a SEEDING SEEDING E SODDING F ** > MULCHING G Seedbed Preparation for Permanent Seedin 1. Test soil to determine pH and nutrient levels. (Contact you county SWCD or Cooperative Extension office for assistance and soils information, including available testing services.) 2. If soil pH is unsuitable for the species to be seeded, apply lime according to test recommendations. 3. Fertilize as recommended by the soil test. If testing was not done, consider applying 400 -600 lbs. /acre of 12 -12 -12 analysis, or equivalent, fertilizer. 4. Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil 2 -4 in. deep with a disk or rake operated across the slope. A = KENTUCKY BLUE GRASS 40 lbs. /AC.: CREEPING RED FESCUE 40 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 20lbs > /AC. B = KENTUCKY BLUE GRASS 60 lbs. /AC.: CREEPING RED FESCUE 60 lbs. /AC.: PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 30lbs > /AC. C = SPRING OATS 3 BUSHEL /ACRE D = WHEAT OR RYE 2 BUSHEL /ACRE E = ANNUAL RYEGRASS 40 lbs. /AC. (1 lb./1000 sq. ft.) F =SOD G = STRAW MULCH 2 TONS /ACRE - ANCHOR ALL MULCH BY CRIMPING OR TACKIFYIN G *///* = IRRIGATION NEEDED DURING JUNE, JULY, AND /OR SEPT. ** = IRRIGATION NEEDED FOR 2 TO 3 WEEKS AFTER APPLYING SOD Rule 5 requires all disturbed areas likely to be idle for 15 day shall have surface stabilization applied. When weather conditions prevent rapid germination of grass, then 2t /ac mulch will be used to ensure ground stabilization requirements are met. 1__' ___� __ ____� ____1 N 1::z - _____ >ri�'� 'I,- Drop Inlet_ Protection Basket B It is the intent of this device to detain water for the purpose of allowing suspended solids in the water to settle out before the water enters the storm structure. Some filtering will occur as water passes through the device. The bottom of this device is to seal against the flat outer part of the casting. The overall dimension of the basket shall be no smaller than the water inlet perforations in the casting and no larger than the outer dimensions of the casting. The height shall be 15" The basket frame shall be welded wire mesh rolled or bent and welded to itself to fit the casting. The wire size shall be no smaller than .149" dia. and openings no larger than 18 sq in. It is important that the bottom of the wire frame be smooth so as not to allow any leakage between the basket and casting. The top of the basket shall be open to prevent flooding during heavy storm events. Fabric shall be woven polypropylene allowing 15 -25ga1 /min /sq in. If non -woven fabric is used, the maintenance intervals should be increased to replace silt laden fabric. The fabric shall be attached to the frame and folded under the bottom to help seal against the casting. This device should be used in conjunction with other Best Management Practices to maximize the efficiency of the erosion control plan. Suppliers for this product include: Lakeside Supply Inc. (3 17) 281 -2661, Turfgrass Inc (317) 894 -3276. STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN GREEN EROSION CONTROL BLANKETS. STAPLE PATTERNS WILL VARY DEPENDING UPON SLOPE LENGTH, SLOPE GRADE, SOIL TYPE AND AVERAGE ANNUAL RAINFALL. 300 275 250 225 200 175 Z 150 J Li 125 il 100 v, 75 50 25 FT. B C C C C D B A A B B EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT -TO -SCALE 4:1 3:1 2:1 1:1 LOW MED /HIGH Non -woven fabric 1`iltGrlii�7 c- tfi(iCI1(y 85% FLOW FLOW See Sheets C300 A part of the Southeast quarter and the Southwest Quarter of Section 19, CHANNEL CHANNEL Township 18 North, Range 3 East, Hamilton County, Indiana, being more A2. See Attachment AND 50 lh:;. /linear in. L:xtra strength SLOPE GRADIENT SHORELINE A3. Narrative Describing Project Nature and Purpose: This project is 3' 4.5 gal. /niin. /.,,q.ft. Longridge Estates Section Two, Residential subdivision. The 6' 6' 2' 4' 2' 4' 85% 3/ of this description; thence continuing North 00 degrees 01 minutes 01 seconds A4. - 3 West along said East line, 387.36 feet; thence South 89 degrees 54 minutes 54 -x *- x x -x- seconds West 1,137.00 feet; thence North 51 degrees 19 minutes 05 seconds �- - I 4' f 20' I 11 /2' f 1 -1 - I x - 3' North 89 degrees 51 minutes 10 seconds East 200.73 feet to the West line of A6. See Sheet C200 it - x 3' X11 x x x Ag MAINTAINED THROUGHOUT CONSTRUCTION. Ic It x xDx X x x X x x It 1 STAPLE 1 -1/2 STAPLES 2 STAPLES 3.5 STAPLES PER SQ. YD. PER SQ. YD. PER SQ. YD. PER SQ. YD. EROSION CONTROL BLANKET STAPLE PATTERN GUIDE NOT -TO -SCALE South 89 degrees 56 minutes 31 seconds West 192.10 feet; thence North 00 All. Identity All Receiving Waters: This site outlets into an existing ditch, which degrees 03 minutes 29 seconds West 38.26 feet; thence South 89 degrees 56 outlets to Lions Creek. minutes 31 seconds West 300.00 feet; thence South 00 degrees 01 minutes 01 seconds East 3.90 feet; thence South 89 degrees 58 minutes 59 seconds West Al2. Identification of Potential Discharges to Groundwater: Potential discharges into the 250.01 feet to the place of beginning. Containing 26.995 acres, more or less. groundwater may occur in Lakes. This should be addressed with clay bottoms to prevent ollutants from nt th d FENCE POST (2x2 HARDWOOD POST) SILT FENCE MATERIAL 6' -8" ti 3' � Z7 rXXJ'**_�� '*�� . GROUND SURFACE 1� ti 1 L FENCE POST SHOULD SILT FENCE MATERIAL SHOULD BE BURIED ti 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL NOT -TO -SCALE Exhibit 3,74 -C, SIB+ 0tications Mlntinums for silt Fence Faf�ijc. Assessment of Construction Plan Elements LONGRIDGE ESTATES SECTION 2 Non -woven fabric 1`iltGrlii�7 c- tfi(iCI1(y 85% Al. See Sheets C300 A part of the Southeast quarter and the Southwest Quarter of Section 19, 20170 cl�-�ngation: Township 18 North, Range 3 East, Hamilton County, Indiana, being more A2. See Attachment particularly described as follows: 50 lh:;. /linear in. L:xtra strength 50 lbs, /line;te ill. A3. Narrative Describing Project Nature and Purpose: This project is Commencing at the Southeast corner of said Southwest Quarter Section; thence 4.5 gal. /niin. /.,,q.ft. Longridge Estates Section Two, Residential subdivision. The North 00 degrees 01 minutes 01 seconds West (Assumed Bearing) along the East 220 gal. /min. /3q.ft. purpose of this projec` is for future residential construction. line of said Southwest Quarter Section, 386.32 feet to the POINT OF BEGINNING 85% of this description; thence continuing North 00 degrees 01 minutes 01 seconds A4. See map included or. -his sheet. West along said East line, 387.36 feet; thence South 89 degrees 54 minutes 54 seconds West 1,137.00 feet; thence North 51 degrees 19 minutes 05 seconds A5. Legal Description of the Project Site: Legal description is shown on this East 1,013.63 feet; thence North 79 degrees 57 minutes 27 seconds East 147.37 sheet. The latitude is 39 °- 59' -00" and longitude is 86 °- 12' -30 ". feet; thence North 00 degrees 14 minutes 28 seconds West 77.93 feet; thence NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE U North 89 degrees 51 minutes 10 seconds East 200.73 feet to the West line of A6. See Sheet C200 said Southeast Quarter Section; thence South 00 degrees 01 minutes 01 seconds UTILIZATION East along said West line, 200.00 feet; thence North 89 degrees 51 minutes 09 MAINTAINED THROUGHOUT CONSTRUCTION. seconds East 644.56 feet to the Northwest corner of Longridge Estates Section A7. Hydrologic Unit Code: 05120201120070 One recorded as Instrument No._-- - -____ _ in Plat Cabinet on Slide __ _ in the Office of the Recorder of Hamilton County, Indiana, the following Four A8. State or Federal Water Quality Permits: None (4) courses being on and along the Western boundary of said Longridge Estates STORM WATER POLLUTION & PREVENTION NOTES: Section One; (1) South 38 degrees 57 minutes 50 seconds East 167.75 feet; (2) A9. Specific Points Where Stormwater Discharge Will Leavee This Site: South 00 degrees 01 minutes 01 seconds East 606.06 feet to 0 point on a curve P The storm water will leave the site through the Lake outlet pipe. concave northwesterly, the radius point of said curve being North 31 degrees 07 See sheet C200 for locations. minutes 25 seconds West 225.00 feet from said point; (3) southwesterly along said curve 64.68 feet to A10. Location and Name of All Wetlands, Lakes, and Water Courses on And a point on said curve, said point being North 31 degrees 07 minutes 25 seconds West 225.00 feet from the radius point of said Adjacent to the Site: None curve; (4) South 14 degrees 39 minutes 14 seconds East 203.84 feet; thence (2) Installation and maintenance of a stable construction site access. v South 89 degrees 56 minutes 31 seconds West 192.10 feet; thence North 00 All. Identity All Receiving Waters: This site outlets into an existing ditch, which degrees 03 minutes 29 seconds West 38.26 feet; thence South 89 degrees 56 outlets to Lions Creek. minutes 31 seconds West 300.00 feet; thence South 00 degrees 01 minutes 01 seconds East 3.90 feet; thence South 89 degrees 58 minutes 59 seconds West Al2. Identification of Potential Discharges to Groundwater: Potential discharges into the 250.01 feet to the place of beginning. Containing 26.995 acres, more or less. groundwater may occur in Lakes. This should be addressed with clay bottoms to prevent ollutants from nt th d FENCE POST (2x2 HARDWOOD POST) SILT FENCE MATERIAL 6' -8" ti 3' � Z7 rXXJ'**_�� '*�� . GROUND SURFACE 1� ti 1 L FENCE POST SHOULD SILT FENCE MATERIAL SHOULD BE BURIED ti 1' BELOW BE BURIED 6" BELOW GROUND GROUND SURFACE. SURFACE. SILT FENCE DETAIL NOT -TO -SCALE Exhibit 3,74 -C, SIB+ 0tications Mlntinums for silt Fence Faf�ijc. 11hyskal p r •testy wove a rabric Non -woven fabric 1`iltGrlii�7 c- tfi(iCI1(y 85% 851 u Tensile strength at 20170 cl�-�ngation: I I Stan,(h%rd strvnglh 30 lbs. /linear in. 50 lh:;. /linear in. L:xtra strength 50 lbs, /line;te ill. 70 lbs. /linear in, .Slurry flow rate 0.3 gal. /niin. /sq_ft. 4.5 gal. /niin. /.,,q.ft. Water flow rate '15 e,3l, /11Ii11;, /sq,ft. 220 gal. /min. /3q.ft. UV re: istancc 7tl`, =c 85% IF e ermg a group water. A13. 100 Year Floodplains, Floodways and Floodway Fringes: There are no floodplains, floodways or flood way fringes on this site. A14. Pre - Construction and Post Construction Estimate of Peak Discharge: Pre Developed: 2 year = 21.84 c.fs. Post Developed: 2 year = 5.58 c.fs. 10 year = 42.26 c.fs. 10 year = 14.16 c.fs. A15. Adjacent Land use Including Upstream Watershed: West: agricultural East: residential North: residential South: residential A16. See Sheets C200 A17. Identification of existing vegetative cover: This site is enitrely covered by crop residue. A18. See Map & descriptions included on this sheet. A19. See Sheets C200 A20. See Sheets C500 -0501 and C700 A21. Locations of proposed soil stockpiles, borrow and/or disposal areas: All topsoil is to be relocated to non - building areas. Non - building areas would be considered common areas, rear yards, etc.. Their will be NO borrow areas associated with this project. A22. See Sheet C100 A23. See Sheet C200 CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES DROP INLET REAR YARD EROSION CONTROL A4. PROTECTION DRAINAGE SWALE PLAN LEGEND BASKET /__ -- s A ppropriate f o E r ach Season. The storm water pollution & prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized. (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution & prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheets C300 -C301, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall Ibe double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable on site containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the ground or in the open on the construction site. C4. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measures: Catch basins, swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Stormwater pollution prevention measures will be the responsibility of the project owner, Platinum Properties until apoint in time in which the Home Owners Association is established, utilizing procedures outline in the O &M manual for Post Construction water quality measures. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area. The detention pond should also be monitored for sediment comin g from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. SOILS MAP 20' -0" MIN. WIDTH (INDOT CA. #2) E_ - 1-!" TRTI CE DETAIL NOT-TO-SCALE ` \\ \11111111 ►�� %� %% p RINFy ',. Q- '1ST '* '•• i '' G ' • N o.�1 = : _ 10200495 -o STATE OF ` Q i . �.c�''••.,�/VDIMIP'.� k/ % S, •......... • p \ . *'' "., S, �NAL OV ��.`�. � nlnun \ \ \ \ \\ Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. MmB2 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. LINE WITH GEOTEXTILE WOVEN FABRIC #53 STONE O � o� 6' MIN. 3:1 FUELING & VEHICLE MAINTENANCE AREA SECTION "Z " - "Z" NOT -TO -SCALE COCONUT FIBER EROSION CONTROL LOGS 1. At a position downslope of the lot and upslope of the inlet, attach log around upslope of curb and away from inlet. 2. Set up safety /traffic barriers to keep vehicles � S:� from hitting logs, causing possible injury. 3. Inspect and repair as needed, and remove any accumulated sediments after every storm. :_ Runoff W �. �.J CURB INLET PROTECTION DETAIL ._____�. NOT -TO -SCALE 10' DIA. ) D 7,i.'77_' '. ". . : . ; " . . . ,: - 1W 0 ;, '_ . (3) 12" MULCH FILLED EROSION CONTROL LOGS i o gI o - ' / KEYW EXCAVATED KEYWAY 6' EXCAVATED AY 6" MULCH BOTTOM OVER GEOTEXTILE WCM11 W ♦MOUT DETAL WOVEN FABRIC NOT -TO -SCALE EROSION CONTROL NOTES EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING 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 IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE - SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -B). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA NO. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, o. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS. C. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE- SEED IF NECESSARY. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE INLET AND STABILIZE. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF STRAW BALES ARE STABILIZED REMOVAL OF INLET PROTECTION AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED M 07 Z O > Lli Ctf Y Ctf a w I- < . 0 L0 O 0o LL LLI LLJ J z �`' O o M cYi W W ZO °� O O O C_ W LL 1- Of W U z if O-) Q 0 U-) Z z i- > "q- Of GO Z Q Q LL_ J I'l- Cn Q0 cn I cr UJ Ld r- LLJ _z O0 (.D DD Z W n _z In F-- J C-) V) Z �' O I- w �- = U n Cn 1Z V) Q .,.J Q W 0 Z 0 Cn Z LL1 �� <0 L.L. X F-3�: a- (/)I-. LLI Z Z LLIO 0 (D l_ 01- -U .J ry LLJ 0 (.D(/) a_ Z W 0 F_ J Q 3:: c J Ix LL 1 0 iE �_ Q U SHEET NO. C301 Joe No.47425S2 - - - ] I - STREET D ] I I I - - - SIDE- P PROTECTION L LOCATION M E EXISTING CURB AND GUTTER _ C A SOIL SALVAGE AND NOTES: 1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE U UTILIZATION MAINTAINED THROUGHOUT CONSTRUCTION. 2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE. a PERMANENT SEEDING STORM WATER POLLUTION & PREVENTION NOTES: (A) All storm water quality measures, including erosion and sediment control, necessary to comply 2 2. Construction Materials and their Practices (b)' a plans s original permit of a project site owner must include the following requirements: t elsewhere i (1) The individual lot operator, whether owning the property or acting as the agent of the r reducing construction traffic across bare soil during d/or wind weather, g� y , property owner, shall be responsible for erosion and sediment control requirements associated a , (2) Installation and maintenance of a stable construction site access. v Upon completion of construction and suitable establishment of permanent (3) Installation and maintenance of appropriate perimeter erosion and sediment control a and inlet protection devices shall be removed in a manner to minimise (4) Sediment discharge and tracking from each lot must be minimised throughout the land p additional land disturbance. Any areas disturbed by these operations shall be disturbing activities on the lot until permanent stabilization has been achieved. b b. Large waste materials created by cutting, sawing, drilling, or other operations (5) Clean-up of sediment must be redistributed or disposed of in a manner that is in compliance s shall be properly disposed of in suitable onsite waste containers. The site shall (6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with i be checked at the end of the day, as a minimum, and all waste materials, temporary or permanent surface stabilization. d disposed of in suitable containers. Where possible, operations such as sawing this rule will be achieved when the individual lot operator: f spot i (A) completes final stabilization; or w wind dispersal. (B) has installed appropriate erosion and sediment control measures for an individual lot prior to P Packaging used to transport materials to the site for construction of the facility occupation of the home by the homeowner and has informed the homeowner of the requirement for, s shall be disposed of properly, whether the material is taken out of its package and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when: a and incorporated into the project immediately or stored onsite for future use. distributed, without large bare areas) perennial vegetative cover with a density of seventy percent p shall b (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or c c. All dewatering of activities shall be done in accordance to good erosion control employed; and p practices. These practices should include the use of dirt bags such as Dandy Dirt agricultural use or disturbed areas, not previously used for agricultural production, such as filter o of silt, sediment and dirt and prevent these materials to enter the storm sewer strips and areas that are not being returned to their preconstruction agricultural use, meet the final s system. stabilization requirements in clause (A). d d. If the use of lime is used to stabilize the soil of the site then all construction INDIVIDUALLOT m equipment used shall be cleaned of all excess material with water in the STORM WATER POLLUTION &PREVENTION DETAIL e e. Nutrients and fertilizers shall only be used to establish rapid vegetation. When these p products are utilized, the user should pay strict attention to the products NOT-TO-SCALE r recommended usage. 3. Concrete Waste Water a. All concrete waster water shall be disposed of in the designated area as shown on Assessment of Stormwater Pollution Prevention Plan s Sheets C300 -C301. This area is a 4' high, 10' diameter doughnut type mulch berm which - Construction Component a as a minimum. When this area becomes full, the pollutants shall be excavated, placed in B1. Description of Potential Pollutant Sources Associated with the 4 an acceptable container and disposed of in a proper manner. Construction Activities: Potential Pollutants during construction includes: a a. All excess paint and there related products shall be disposed of in the manner at paint. E which the manufacturer suggest. Under NO circumstances will paint or their related such as, equipment storage, refueling, maintenance and port-a -let placement in o sewers, storm sewers, detention basins 5. Spill Response Directions In the event of small spills , please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact B2. Sequence Describing Stormwater Quality measure Implementation D the construction supervisor, developer, County Surveyor's Office and the Local Fire Relative to Land Disturbing Activities: See Construction Sequence on I In the event of spills that have potential groundwater or surface water contamination, please contact the construction supervisor, developer, County Surveyor's B3. Stable Construct on Entrance Locations and Specifications: The S Office, Local Fire Department and IDEM. construction entrance is shown on sheet C300 along with the details of B installation and specification of maintenance on this sheet. P B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution Prevention Measure: Person in charge of and knowledgeable about erosion and sediment B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet d control shall inspect the site for stormwater pollution prevention deficiencies at least to eliminate this type of erosion. Silt fence details are shown on this sheet. B See Erosion Crontrol Notes on this sheet for specifications. B15. Erosion and Sediment Control Specifications For Individual Building B5. Sediment Control Measures For Concentrated Flow Areas: The Lots: Construction sequence for individual building lots is shown on this sheet. c are t - Post Construction Component B6. Storm Sewer Inlet Protection Measure Locations and Specifications: C Cl. Description of Pollutants and Their Sources Associated with the Proposed on sheet C300 and details are shown on this sheet. f pollutants B7. Runoff Control Measures: lake area is to be utilized for temporary p parked vehicles & vehicular traffic which could include: fossil fuels, oil, grease, sediment trap. a s biological agents contained in the trash) from littering and other types of improper disposal or storage, and elevated receiving water temperatures from stormwater runoff B8. Stormwater Outlet Protection Specifications: All end sections of an outlet c contact with impervious surfaces. are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on C2. &C3. Sequence Describing Stormwater Quality Measure Implementation: the site development plans and storm water pollution & prevention p plans. D of Proposed Post Construction Stormwater Quality Measures: swales and detention ponds. The swales will collect runoff from the buildings and a B9. Grade Stabilization Structure Locations and Specifications: Not necessary m majority of the pavement. The design of the swales will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system. Beehive inlets will prevent large items from entering the storm pipes and leaving the site. The detentions B10. Location, Dimensions, Specifications and Construction Details of Each b basins, which is designed to have water in it at all times, will also help reduce sediment Stormwater Quality Measure: Each measure is shown on the plans along a and trash by allowing it to drop out prior to leaving the site. The owner also desires to with the appropriate details and specifications. k keep some of the wooded part of the site undisturbed during and after construction, B11. Temporary Surface Stabilization Method a allowing existing vegetation to help remove sediment during and after construction. r ach Season. The storm water pollution & prevention plans along with the detail sheet provides different methods and sequences for each measure to be utilized. (See seasonal soil protection chart on this sheet.) B12. Permanent Surface Stabilization Specifications: The permanent stabilization methods are specified on the storm water pollution & prevention plans. The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet). B13. Material Handling and Spill Prevention Plan: In order to minimize the release of potential pollutants during construction the Contractor shall implement this material handling and spill prevention plan. The Contractor shall review this plan with all subcontractors and require that they implement the plan as well. 1. Construction Equipment a. Fueling, lubrication and fluids: All operations involving the addition of fluids to equipment should be done in one location, as designated on Sheets C300 -C301, so that spills are limited to one location on the site, which will facilitate the cleanup of spills. If an onsite fueling tank is planned to be on site, it shall Ibe double walled and stored in this designated area. This location is an area that will not allow spilled fluids to migrate into subsurface soils. In the event of a spill, the fluid shall immediately be cleaned up by removing the contaminated soil or stone which shall be disposed of in an acceptable manner. Spills on hard surfaces shall be soaked up by an acceptable material such as Oil Dry and the absorbent material disposed of in a proper manner. The spill shall also be reported immediately to the Contractor's superintendent. b. Equipment repair, especially when fluids must be removed from the equipment or the possibility of fluid spills is high, should always be done offsite at a facility that is more suitable than a construction site to handle spills. When equipment must be repaired onsite it should be moved to the maintenance and fueling area if possible. Otherwise, suitable on site containers should be placed under the equipment during repair to catch any spilled fluids and these fluids should be disposed of in a proper manner. C. All reusable fluid containers, such as gasoline cans, shall be inspected for leaks each time they are used. If leaks are found, the fluid shall be removed from the container in a proper manner and the container disposed of in an acceptable manner. Empty disposable containers, such as grease tubes and lubricating oil and brake fluid containers, and their packaging, shall be disposed of in a proper manner and shall not be left on the ground or in the open on the construction site. C4. Location, Dimensions, Specifications and Construction Details of Each Stormwater Quality Measures: Catch basins, swales, and lake locations are provided on the site development plans. Details are provided on the Construction Plan Detail sheets. C5. Description of Maintenance Guidelines for Proposed Post Construction Water Quality Measures: Maintenance of all Stormwater pollution prevention measures will be the responsibility of the project owner, Platinum Properties until apoint in time in which the Home Owners Association is established, utilizing procedures outline in the O &M manual for Post Construction water quality measures. At that point said association shall assume all maintenance responsibilities. The maintenance guidelines consist mostly of good housekeeping measures. Any grassed or vegetated areas that experience erosion from rainfall events should be repaired and revegetated as soon as possible. Trash or litter should be picked up and properly disposed to prevent it from getting into the storm drainage system and downstream waterways. Erosion of the detention pond banks should be addressed as soon as it becomes visible by filling the eroded area with suitable soil and establishing vegetation immediately, preferably by sodding, or by seeding and mulching and monitoring until suitable vegetation is established. The same measure should be used for steep banks of any earth berm or any other steep area. The detention pond should also be monitored for sediment comin g from the storm drainage system. If the bottom of the pond receives sediment, indicated by the sediment markers, it should be cleaned out and the source found and repaired. The elevation of the pond bottom should be checked every 8 to 10 years and, if significant sediment is encountered, it should be removed from the basin. This should be done during periods of low rainfall to allow soil stirred up by excavation to settle out before a rain event. The detention pond outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to prevent soil from entering the offsite storm drainage system. Pavement areas should also be monitored for pollutants. Any large quantity of fluids such as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home Owner Association and the source determined, if possible, and removed from the site for maintenance or repair. Pavements should also be monitored for sediment coming from vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off the pavement, and the source of the soil found and repaired as discussed above. SOILS MAP 20' -0" MIN. WIDTH (INDOT CA. #2) E_ - 1-!" TRTI CE DETAIL NOT-TO-SCALE ` \\ \11111111 ►�� %� %% p RINFy ',. Q- '1ST '* '•• i '' G ' • N o.�1 = : _ 10200495 -o STATE OF ` Q i . �.c�''••.,�/VDIMIP'.� k/ % S, •......... • p \ . *'' "., S, �NAL OV ��.`�. � nlnun \ \ \ \ \\ Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional uplands. It is deep and very poorly drained with moderate permeability. It has high available water for plant growth and high organic matter content. It has compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and ponded surface water. CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and somewhat poorly drained with slow permeability. It has high available water for plant growth and medium organic matter content. The soil has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are seasonal high water table, moderate shrink -swell potential, high potential frost action and slow permeability. MmB2 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained with moderate permeability. It has moderate available water for plant growth and a medium organic matter content. It has compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are moderate potential frost action, moderate shrink -swell potential, moderately slow permeability, low strength and erosion during construction. LINE WITH GEOTEXTILE WOVEN FABRIC #53 STONE O � o� 6' MIN. 3:1 FUELING & VEHICLE MAINTENANCE AREA SECTION "Z " - "Z" NOT -TO -SCALE COCONUT FIBER EROSION CONTROL LOGS 1. At a position downslope of the lot and upslope of the inlet, attach log around upslope of curb and away from inlet. 2. Set up safety /traffic barriers to keep vehicles � S:� from hitting logs, causing possible injury. 3. Inspect and repair as needed, and remove any accumulated sediments after every storm. :_ Runoff W �. �.J CURB INLET PROTECTION DETAIL ._____�. NOT -TO -SCALE 10' DIA. ) D 7,i.'77_' '. ". . : . ; " . . . ,: - 1W 0 ;, '_ . (3) 12" MULCH FILLED EROSION CONTROL LOGS i o gI o - ' / KEYW EXCAVATED KEYWAY 6' EXCAVATED AY 6" MULCH BOTTOM OVER GEOTEXTILE WCM11 W ♦MOUT DETAL WOVEN FABRIC NOT -TO -SCALE EROSION CONTROL NOTES EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE STONE ENTRANCE PRIOR TO CLEANING AND GRADING 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 IS CONVEYED INTO A SEDIMENT TRAP OR BASIN. REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY. SILT FENCE PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT. IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE AFFECTED PORTION IMMEDIATELY. REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS CAUSING THE FABRIC TO BULGE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE. TOPSOIL STOCKPILE PRIOR TO CLEANING AND GRADING DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.) PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE - SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF AND SEDIMENTATION. REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL" (I.E., A OR AP HORIZON). STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO TRAP SEDIMENT (SEE EXHIBIT 3.02 -B). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.) IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP OR SURROUNDED BY A SEDIMENT BARRIER. TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED. CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL. WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS. ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT. REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE) CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA NO. 5 GRAVEL ON THE UPSTREAM FACE OF THE DAM. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, o. REMOVE WATER AND SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS. C. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE- SEED IF NECESSARY. CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY. TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -B SHOWS ONLY WHEAT /RYE FALL SEEDED.) PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED. (CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS; UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.) PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS. REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE- SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED. IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.) IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST RECOMMENDATIONS. EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET. IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED THE AREA, AND RE -LAY AND STAPLE THE BLANKET. AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY. STRAW BALES AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF STORAGE FOR THE NEXT RAIN, TAKING CARE TO NOT DAMAGE OR UNDERCUT THE BALES. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL, AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE INLET AND STABILIZE. INLET PROTECTION AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED. INSPECT AFTER EACH STORM EVENT. REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER. DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS. AFTER ALL AREAS DRAINING TO THESE AREAS N/A REMOVAL OF STRAW BALES ARE STABILIZED REMOVAL OF INLET PROTECTION AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING TO THESE AREAS N/A ARE STABILIZED M 07 Z O > Lli Ctf Y Ctf a w I- < . 0 L0 O 0o LL LLI LLJ J z �`' O o M cYi W W ZO °� O O O C_ W LL 1- Of W U z if O-) Q 0 U-) Z z i- > "q- Of GO Z Q Q LL_ J I'l- Cn Q0 cn I cr UJ Ld r- LLJ _z O0 (.D DD Z W n _z In F-- J C-) V) Z �' O I- w �- = U n Cn 1Z V) Q .,.J Q W 0 Z 0 Cn Z LL1 �� <0 L.L. X F-3�: a- (/)I-. LLI Z Z LLIO 0 (D l_ 01- -U .J ry LLJ 0 (.D(/) a_ Z W 0 F_ J Q 3:: c J Ix LL 1 0 iE �_ Q U SHEET NO. C301 Joe No.47425S2 O O O C_ W LL 1- Of W U z if O-) Q 0 U-) Z z i- > "q- Of GO Z Q Q LL_ J I'l- Cn Q0 cn I cr UJ Ld r- LLJ _z O0 (.D DD Z W n _z In F-- J C-) V) Z �' O I- w �- = U n Cn 1Z V) Q .,.J Q W 0 Z 0 Cn Z LL1 �� <0 L.L. X F-3�: a- (/)I-. LLI Z Z LLIO 0 (D l_ 01- -U .J ry LLJ 0 (.D(/) a_ Z W 0 F_ J Q 3:: c J Ix LL 1 0 iE �_ Q U SHEET NO. C301 Joe No.47425S2 V) Q .,.J Q W 0 Z 0 Cn Z LL1 �� <0 L.L. X F-3�: a- (/)I-. LLI Z Z LLIO 0 (D l_ 01- -U .J ry LLJ 0 (.D(/) a_ Z W 0 F_ J Q 3:: c J Ix LL 1 0 iE �_ Q U SHEET NO. C301 Joe No.47425S2 Q 01 Ln co in O 0 N O M 0 9 cl c� 2 a cd C W v V) 6 0 v V i v i N V) in N d' STA. 1 +22.63 � STA. 16 +14.18 9 85 I i �+ , NOTE: 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 PAVEM EN T TO THE TOP OF THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0, IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. LOW POINT ELEV = 905.50 LOW POINT STA = 0 +25.01 PVI STA = 0 +20 PVI ELEV = 905.43 A.D. = 1.60 SCALE: 1"=50' HOR. K = 25.01 1 " =5' VERT. 40' VC PO O U `�10 f 0 .C.P. 901.55 ODE 900 0 Sri O 0 1 +00 0 +50 0 +00 STREET • E 900 0 Q 0 Z O H U cn z O U Z Li DATUM ELEV CO 890.00 / / / z/-, 1, - I BEGI `b0 TRUC110N S . 9001 / _ f 103 \ LOW POINT ELEV = 902.65 LOW POINT STA = 2 +45.37 PVI STA = 2 +45.39 PVI ELEV = 902.59 A.D. = 1.20 K = �-� -�r) HIGH POINT ELEV = 904.70 HIGH POINT STA = 6 +05.15 LOW POINT ELEV = 903.85 PVI STA = 6 +10.14 LOW POINT STA = 7 +15.14 PVI ELEV = 904.78 PVI STA = 7 +10.14 A.D. _ -1.60 PVI ELEV = 903.78 K = 24.99 A.D. = 1.60 SCALE: 1"=50' HOR. 40 VC K = 25.00 1 " =5' VERT. 40' VC SCALE: 1 "= 50' Imi z 0 V) w ,1 %,,,,,,,,,►,,,, %% STOEPp��'�.,�,'', � Q 0 CD L 0 "t Ln u� O O `��.. J�OG�STER� '•%�� 40' VC + 0 0 0 rn o z < 6 U w > > Q0 PRO OS D RA E _- • STATE OF 08/ Z o 00 w Q z O. 30% 1.00 ��'�.,SS /ONAL EN Z I-- 15" 0 INV.= �.�` -j CD z \--EXISTING GR co w U 0 U > 0 O a_ + Q N Z 0 °� 0 z F- (n W ° U 0 z ' > 00 z Z C) 0 LL- S.D R. zo 00 rn ° .V.C. I V.= z 0 o 0 m Ln 0 0 0 Lci Ld rn 0 m 00 N 0 (0 r w,. O 0 L0 (,6 Lc; v7 Lc) O O 'O O O 07 0 °: 07 0 0 PO O U `�10 f 0 .C.P. 901.55 ODE 900 0 Sri O 0 1 +00 0 +50 0 +00 STREET • E 900 0 Q 0 Z O H U cn z O U Z Li DATUM ELEV CO 890.00 / / / z/-, 1, - I BEGI `b0 TRUC110N S . 9001 / _ f 103 \ LOW POINT ELEV = 902.65 LOW POINT STA = 2 +45.37 PVI STA = 2 +45.39 PVI ELEV = 902.59 A.D. = 1.20 K = �-� -�r) HIGH POINT ELEV = 904.70 HIGH POINT STA = 6 +05.15 LOW POINT ELEV = 903.85 PVI STA = 6 +10.14 LOW POINT STA = 7 +15.14 PVI ELEV = 904.78 PVI STA = 7 +10.14 A.D. _ -1.60 PVI ELEV = 903.78 K = 24.99 A.D. = 1.60 SCALE: 1"=50' HOR. 40 VC K = 25.00 1 " =5' VERT. 40' VC SCALE: 1 "= 50' Imi z 0 V) w ,1 %,,,,,,,,,►,,,, %% STOEPp��'�.,�,'', � Q 0 CD L o z `��.. J�OG�STER� '•%�� 40' VC 0 X ,•� No.� s� z < Q -_ 19358 Q0 cn w I UJ � w _- • STATE OF Z o 00 w Q z w o ��'�.,SS /ONAL EN Z I-- o �.�` -j CD z 00 I I Z AftRSEC110N 0 +00 0 +50 1+00 1+50 2 +00 2 +50 3 +00 3 +50 4 +00 4 +50 5 +00 5 +50 S FR-E F 3 6 +00 6 +50 7 +00 7 +50 8 +00 8 +50 9 +00 9 +50 10 +00 101 =mom i � o Q Y W U II m u W o� N Q0 --- - - - - -- Ln O rn Q0 O W_ Lam. F- CL \` W � Q 0 CD L o z 40' VC 0 X z < Q0 cn w I UJ � w o Z o 00 z w o Z I-- I -j CD z 00 co w U o ° + o 4 �. 0) 0 Cn 17 _ r7 0) 0Oj 01 + 0 0 + 0 c0 + 0 U > > Ln W W N N m m W 0 U V) LLJ U (n U m m W > m > W m W EXISTING GR DE 0.60 1.00% - ...,_.... _. _ - - - - -- ----- --- . __ _.v .......0. 0 � N PROPOSED G ADE _. N 00 + 0 + 15" R.C.P. � 18" R C.P. IN =898.0 + INV.= 0 97.03 Q + co N Ld O:f Q �- Q U � H (n � Q w Q 0 8" S.D. . 35 P. .C. a I V. =892 82 ~ U o `` Ld LL � o o 0 _ 00 00 H (D 00 � 0 co LL cfl 0 o z 0 8" S.D. 35 P. V. z 0 0 0 m o 0 0 0 rn (4- m rn I V. =88 .75 rn a- rn 0) co c0 ... c0 -. O c F, � N (- N � _ O r7 00 r7 O (` N � N � N � A. N t t\ N t` 0 0 F O r7 .; - :.. 0 : _ . 00 O r - , 0 .: O N M U �, :. c0 00 0 ;_. , , . N `. r- (0 M 0 � 0 _ n � � 0 __ 0 N n 4 7 r7 r 7 -: `N N N N rr) P' � r7 r7 M ._. r7 . � �� . L0 0 O O O O O O O 0 . O O O O O - O O O OOOO - O- O � rn ' 0) T ) V/ Vi ' V 0) 0) 0) 0) 0) T ' T . V' 0) l T , T ' T ' 0) , 0) ' 0) ' T ' 0) ' T ' rn 0) 1 0) ' - T V, T V♦ T m rn 0 +00 0 +50 1+00 1+50 2 +00 2 +50 3 +00 3 +50 4 +00 4 +50 5 +00 5 +50 S FR-E F 3 6 +00 6 +50 7 +00 7 +50 8 +00 8 +50 9 +00 9 +50 10 +00 101 =mom i � o Q Y W U II m u W o� N Q0 --- - - - - -- Ln O rn Q0 O W_ Lam. F- CL \` W W LL- W O 1- ty- QO o�6 W ~ w z Q 0 0 J 0 � Cj:�w CD V) w z W 0 SHEET NO. Q z Q C) z LLJ Q U (/) 1 I 1 � Q 0 CD L o z w � co 0 X z < Q0 cn w I UJ � w o Z o 00 z w o Z I-- I -j CD z 00 w U W LL- W O 1- ty- QO o�6 W ~ w z Q 0 0 J 0 � Cj:�w CD V) w z W 0 SHEET NO. Q z Q C) z LLJ Q U (/) 1 I 1 97 I I o I+ M 0 L' M I° 96 95 0 0�� to i+ Lo 50' 30' 94 I g� L� IW V) I� _ I+ 93 0 0 Q 00 co Ln 0 0 N 0 M ko .9 Dl 2 a cd a V) 4 0 V cn N Ln N d' n d' i m 91 •N .1 we o I I L END CONSTRUC11ON STA. 7 +48.84 NOTE: 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) PLUS 1 -0 . IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. m • C INTERSECTIO STA. 16 +14.18 STA. 1 +22.63 85 :• END CONSTRUCTION STA. 17+79.18 0 0 + 0 M N CS S + 00 �0 o+ m w+ w-'� V 0 66 1 1 -l-'..' 65 m .m DATUM ELEV 890.00 LOW POINT ELEV = 903.43 LOW POINT STA = 0 +40.77 PVI STA = 0 +45.86 PVI ELEV = 903.35 A. D. = 1.61 HIGH POINT ELEV = 907.27 HIGH POINT STA = 4 +46.96 PVI STA = 4 +41.86 PVI ELEV = 907.35 A. D. _ —1.61 K = 24.85 SCALE: 1"= 50' ��•`v0% STOEPp��'�.�. O I GIs QQ- Q� �'•. �� . No. s 19358 -o •• STATE OF :•`�� ` ANDIANP ••' �c �''•••......... •• � `SS /ONAL EN %% %JTvu utiu I tuu I t0u Z +uu Z +SU 3 +00 3 +50 4 +00 4 +50 S I R E I El C HIGH POINT ELEV = 907.68 HIGH POINT STA = 13 +70.21 PVI STA = 13 +70.18 PVI ELEV = 907.74 A.D. _ —1.20 K = 33.38 5 +00 5 +50 6 +00 6 +50 7 +00 utuu I tuu i i tZ)u i Z-+uu 1 Z +Su 13 +00 13 +50 14 +00 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 S FREE F B N 0 N 0 r w a 0 O } O m 2 m L- w Ln wO 0 Ln O O O E Lu L.� D' W U Q Q O n z Z >- I w -t > 00 D r-, V) - X Z Q LL- J cD � I UJ w w I Z_ Qj O co Z w Ln o Z J � v) 00 Z O w `) z Q 0 z W V- W O � <0 C�3 W~ Wz ZQ �O 01--- � �W W z W 0 V) -i m Q z SHEET NO. C401 Joe No.47425S2 O N w cr- Y Q w a 0 O } O m 2 m L- w Ln wO 0 Ln O O O E Lu L.� D' W U Q Q O n z Z >- I w -t > 00 D r-, V) - X Z Q LL- J cD � I UJ w w I Z_ Qj O co Z w Ln o Z J � v) 00 Z O w `) z Q 0 z W V- W O � <0 C�3 W~ Wz ZQ �O 01--- � �W W z W 0 V) -i LEI Q U SHEET NO. C401 Joe No.47425S2 ,-i Q 01 O N O Ln O O N O M to ,-i 9 Q1 _N 4.. a STOP STOP SIGN [25] M.P.H. SIGN + STREET NAME SIGN OOO END ROADWAY MARKEF NOTE: ALL TRAFFIC CONTROL SI (STOP, SPEED LIMIT, YIELD, NO F REQUIRE ORDINANCES APPROVED CARMEL CITY COUNCIL. CARMEL DEPARTMENT IS RESPONSIBLE FO INSTALLATION OF ALL TRAFFIC C, SIGNS. Lock -proof St }'le Sign Bracket For Extruded Aluminum Signs And U- Channel Posts. 7! C f0 L O tb to 0 0 N ,-a N t�0 a✓ O A to J Dl t: M a O L- 0 U H 0 d- rn -o N to N n i m EXHIBIT 6 -Inch' or 9 -Inch' Aluminum With Di Reflective Painted ] A Ni'hite %z -Inch Sc With 4 -Inch* or 6-1 Scotchlite Letters ii Primary Name of ti Or 3 -Inch* • High 1 Letters In Capitals Type Designations. 12 -Foot Galvanized 3 Per Foot U- Channel P Driven Or S Compacted N( FOR STREETS WITH SPEED LIMITS OF 25 MPH OR LESS. • • FOR STREETS THAT IIAVE A 30 MPII OR MORE SPEED LIMIT AND, AT THE INTERSECTION ONLY, OR STREETS THAT INTERSECT WITH A STREET WITH A SPEED LIMIT OF 30 NIPII OR MORE. THE SIGN MUST BE ENGINEER GRADE, DOUBLE SIDED WITII FOUR (4) HOLES PER BLADE. CITY OF CARMEL STANDARDS i STREET NAME SIGNS REVISED FIGURE 10 -20 SCALE: 1 "= 80' m Z 0 U) W w �.� STOEPpF Ln ;•`��`j� ,•G \STE,q CAF ro No. _ 19358 = 0 - - o -0 STATE OF ' Q %�0 • NDIANP • ��`. S/ONAL W W U (n Z 0-) Q 0 L o >- I W °' 00 D V 0 X Z < Q J () I Uj w r-- LA I Z 0 0 co z ! w C� Ln Z Ln J p-) cn 0 Z 0 U � Z Q z Q 0 z z Q 0 J w Y tY Q J �� 0 ry W ~ z L.Lj z o o �U ly- LL. Q LL. Z Q O ry 0 0 r m = m Mo LL J CC) w 0 Q rq o m 0 W �.� STOEPpF Ln ;•`��`j� ,•G \STE,q CAF ro No. _ 19358 = 0 - - o -0 STATE OF ' Q %�0 • NDIANP • ��`. S/ONAL W W U (n Z 0-) Q 0 L o >- I W °' 00 D V 0 X Z < Q J () I Uj w r-- LA I Z 0 0 co z ! w C� Ln Z Ln J p-) cn 0 Z 0 U � Z Q z Q 0 z z Q 0 J w J �� 0 ry w~ ~ z L.Lj z o o �U ly- LL. � (w LL. Z Q O ry J Ld Q U SHEET N0. C404 JOB NO. 47425S2 M 0 Ln 0 0 N 9 C, 2 a dS c a ro V) 0 0 Ln U rn N Ln Ln N d' n M 73 L.F.-6" 179 WYE & LAT. STA. 2 +12 1 r. ----------- 1b L.F. -6.. WYE & LAT. 178 STA. 2 +47 22 L.F. -6" WYE & LAT. 177 STA. 3 +39 NOTE: Water and Sewer Under City Streets Bedding, Haunching, Initial Bac%fill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B oc%fill Final backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 —feet of pavement shall be B— Borrow for Structure Backfill meeting the material requirements of the INDOT and 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S:\Legal \Carmel RCP Installation ReviewO2 -01 -05\ Water &SewerUnderCityStreets.doc N OTE: FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITAR 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) PLUS 1 -0 ". IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 91( 4 601 EX. 8" S.[ P.V.C. W. EX. 8" S. E P.V.C. E. I SCALE: 1 "= 50' NOTES FULL DEPTH GRANULAR BACKFILL SHALL BE INSTALLED ON ALL SEWER LATERAL STREET CROSSINGS & COMPACTED PER I.D.O.H. STANDARDS. MIN. SLOPES PER THE TEN STATE STANDARDS SHALL PREVAIL IN ALL CASES. m Z O co w CONTRACTOR SHALL EXTEND SEWER LATERALS THRU EASEMENTS AS SHOWN. A MINIMUM OF 5 FT. AND A MAXIMUM OF 6 FT. OF COVER OVER LATERAL TERMINATION. ALL MANHOLES TO BE CONSTRUCTED WITH ONE 4" RISER RING TO ESTABLISH PLAN CASTING GRADE. r 1K DENOTES FULL DEPTH GRANULAR BACKFILL SCALE: 1 "= 50' H OR. It 1 » —rl wc-o -r 00 0 SCALE: 1 " =50' HOR. co O co 1 "= 5' VER T_ � 00 910 ••• ;. 35 P.V.C. V.= 892.55 R. 35 P.V.C. .= 892.45 tDIST&I Ln 0 0 of 0 _w Ld U Nv ) �.1_ 0 0-) Ln I Z Q ° Z W > ry 00 z 0 Y Of � X . d- Q Q < 0 Q �~ J a. Z Of � O D � W w ( D ��•�`�� STOEPpF�' %, � W I UJ � Z� W I ry Q 0 o co .• LISTER ''•• �F` '� .�� •• �Z Q • ' No. m m LL- Ln w O _ 19358 = ° m w 8 u ors `� Z _ F- Ln -o STATE OF Q "'�,�. •' /NDIANP- co Z O I� �I''`S7ONAL EN 000%. CONTRACTOR SHALL EXTEND SEWER LATERALS THRU EASEMENTS AS SHOWN. A MINIMUM OF 5 FT. AND A MAXIMUM OF 6 FT. OF COVER OVER LATERAL TERMINATION. ALL MANHOLES TO BE CONSTRUCTED WITH ONE 4" RISER RING TO ESTABLISH PLAN CASTING GRADE. r 1K DENOTES FULL DEPTH GRANULAR BACKFILL SCALE: 1 "= 50' H OR. It 1 » —rl wc-o -r 00 0 SCALE: 1 " =50' HOR. co O co 1 "= 5' VER T_ � 00 910 ••• ;. 35 P.V.C. V.= 892.55 R. 35 P.V.C. .= 892.45 tDIST&I Ln 0 0 of 0 _w Ld U Nv ) �.1_ 0 0-) Ln I Z Q ° Z W > ry 00 z 0 Of � X . d- Z Q < 0 Q �~ J a. Z Of � O D � W l ( D � � W I UJ � Z� W I ry _Z 0 C� co Z Z Q w < Z F- Ln co Z O I� CL w W z J Q z 0 Of U) . d- Ld I-- z < 0 J �~ W a. Z Of � O D � W l ( D � Z� }- O ry Q Z —' w Q V) < SHEET N0. C500 Joe NO. 47425S2 rn Ln 0 r�z Ln 0 0 N 0 9 of -v Q a C6 a 'c 0 Ln U a� -o N V) in N n i 910 1161 N FO O J 00 LJ -1 ° +0 - O O O SCALE: 1 " =50' HOR. 1 "= 5' VER T. Q N 0000 Q U E= C= ® FM :i (nH JMO ' ® © C ® ® IJ J +O = = © = M M © ® © = © ® E= © I= 0NCn UT CD ° No. 3 Q Y w J° u PROPOSED GRADE Q cS ° 0° EXISTING GRADE '2 V) \ - FM FM FM FM FM CD -0 STATE OF 0.45 8" S.D.R. 26 P.V.C. 245 L.F. 890.31 S.W. ASS .... .... •N� 889. 11 N.E. -- ��. '�•.,,� �ONAL1,E`�$ %% 8" S.D.R. 26 P.V.C. w NW. INV.= 889.21 8" S.D.R. 26 P.V.C. S. INV.= 889.11 NOTE: Water and Sewer Under City Streets Bedding, Hounching, Initial Backfill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B ac%fill Final backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 —feet of pavement shall be B— Borrow for Structure Backfill meeting the material requirements of the INDOT and 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S:\Legal \Carmel RCP Installation Review02-01-05 \Water&SewerUnderCityStreets.doc NOTE: FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITAR 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) PLUS 1 -0 ". IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. FULL DEPTH GRANULAR BACKFILL SHALL BE INSTALLED ON ALL SEWER LATERAL STREET CROSSINGS & COMPACTED PER I.D.O.H. STANDARDS. MIN. SLOPES PER THE TEN STATE STANDARDS SHALL PREVAIL IN ALL CASES. CONTRACTOR SHALL EXTEND SEWER LATERALS THRU EASEMENTS AS SHOWN. A MINIMUM OF 5 FT. AND A MAXIMUM OF 6 FT. OF COVER OVER LATERAL TERMINATION. ALL MANHOLES TO BE CONSTRUCTED WITH ONE 4" RISER RING TO ESTABLISH PLAN CASTING GRADE. DENOTES FULL DEPTH GRANULAR BACKFILL M M 00 00 O M SCALE: 1 " =50' HOR. J �� ill—r-1 % /CDT 910 e : 0EI R. 35 P. V. C. V.= 885.24 R. 35 P.V.C. .= 885.14 m Z O w 0' Y 0' SCALE: 1"= 50' .12 ��•� STOEPpF�'�., ��. J • •............• '�,, Fo'' 1= © FM E= C= ® FM E= EZ3 FM 0 = FM = = ® © C ® ® w Q =m,� = = © = M M © ® © = © ® E= © I= ®� © ® ® UT CD ° No. 3 Q Y w J° u Wo o M 19358 = ° 0° " w `� � \ - FM FM FM FM FM CD -0 STATE OF ASS .... .... •N� ��. '�•.,,� �ONAL1,E`�$ %% w © FM 1= © FM E= C= ® FM E= EZ3 FM 0 = FM = = ® © C ® ® =3 © = = 0 = = © = M M © ® © = © ® E= © I= ®� © ® ® ©D ® ®V7 FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM 0 0 Q0 O E _W LL- W U Q N z Q 0 L o W ry 00 C, X Z Q Q Cr 00 W r-- W I _Z O C� 00 Z W o U-) Z —I a, 00 Z Ld O �. w J L.� O ICE (a. n P z Q J a_ 01:� W 3: W i- Q z Q W QO (n � w W� CD F- C) �W Z O J SHEET NO. C501 V) X06 NO. 47425S2 Q Q 0 z --i Li Q U Q 0 N Ln O 0 N O M to 7 O J vi v a� 4.. 0 a C6 a 0 cn 6 0 to cn _0 N N n m SCALE: 1"=50' H OR. 1 " =5' VERT. L0 0 LJO 2 Lr) Ln Z Lr wL0 Ln w� Ln '- �p w� �O �G) H w J O W _j ZO _j _j Z � Z0 J� Z0p JN Z0p Z - p � II � II O O II m m 04 M Z U Z U Of U U D Q m PROPOSED GRADE 00 rri I� II U m UF- II - ------ --- ........v ................... . _._ --- _.... 0 12" R.C.P. 190 L.F. .30% O F-0 II w0 R.C.P. E. J = 901.37 CU U X . II __ m CONCRETE EXISTING GRADE uo U w C w Q FULL DEPTH � w I FULL DEPTH PROPOSED GRADE FULL DEPTH O GRANULAR >_ w co _._ ..- _.. -_._- .._....... __ ._..._...._.........- .- .._.._R- H APPROVAL - GRANULAR GRANULAR Yes 24" or LARGER m PROPOSED RADE cn FULL DEPTH BACKFILL - BACKFILL cam' PROPOSED GRADE INV.= 899.40 1.50% Q� ' cam' GRANULAR " R.C.P. " R.C.P. W 111 L.F. 0 5g . . 160 L.F. 0.30% 15 R.C.P. 160 L.F. 0.30% 18„ R.C.P. 49 L.F.`." °- 121 160 L.F. 0 <30% 24" R.C.P. 18" R.C.P. 901:94..... .�_� .G,.... �,..� -- --- 898.12 - INV. -900.6 x97.26 _ 1. 901.37 901.37 0.30% --- EX. 24" R. 45 L F 30 L.F. ao z r- 900.89 .89 900.74 900.74 EX. 900.26 SE. INV. =9 �� R.C.P. WAT 0.30% HYDRAULIC 00 ? SE. INV 12" R.C.P PROPOSED GRADE 12" R.C.P. N. `- _ I WATER INV.= 901.37 PROPOSED 901.44 "" WATER 12" R.C.P. 0.60% 15" R.C.P. 900.61 900.99 - INV. =9 8" S.D.R. 35 P.V.C. HYDRAULIC 55 L F 175 L F. X99 $7 INV.= 893.77 900:23 SCALE: 1 " =50' HOR. 1 " =5' VERT. - Ln 2 Lc) c0 3 Lr r W N 't ~ W O CO •� O W J O W O W zNC z J Z -0 O INVERT TO INVERT m O Oil +0 M Q0O LO F- Z_ 7) O D Q m PROPOSED GRADE 00 rri I� II U �< II m< II - ------ --- ........v ................... . _._ --- _.... 0 12" R.C.P. 190 L.F. .30% O F-0 II w0 R.C.P. E. J = 901.37 CU U . p <0m II __ m CONCRETE 0 uo U (n H C w� Q FULL DEPTH � II (j INV. = 899.99± Q w w I v� GRANULAR >_ w co _._ ..- _.. -_._- .._....... __ ._..._...._.........- .- .._.._R- H APPROVAL BACKFILL I Yes 24" or LARGER m PROPOSED RADE Yes" FULL DEPTH w m..v _ .._.v_. -- . - - - -F- _ 30 L.F. PROPOSED GRADE INV.= 899.40 1.50% Q� BACKFILL GRANULAR " R.C.P. " R.C.P. W 111 L.F. 0 5g . . BACKFILL U' 0.50%::.. _ EXISN GRADE 897.82 897.82 898.12 898.12 x97.26 _ HYDRAULIC ' R.C.P. W. 7 15" R.C. 45 L F 166 L.F. 0.50% 18" R.C.P. PRO OSED EX. 24 " .= 897.26 WAT R 0 INV.= 887.34 SE. INV 050% _ I IF 901.44 "" Li 12" R.C.P. 0.60% 15" R.C.P. 900.61 900.99 - INV. =9 HYDRAULIC 55 L F 175 L F. X99 $7 % 900:23 GRADE • • ••• 24 18 IN 910 910 R.C.P. 15' = 900.26 18 P. W. IN\ ).26 900 900 SCALE: 1"=50' HOR. 1 " =5' VERT. SCALE: 1"=50' H OR. 1 " =5' VERT. •• J W. :.P. 10.26 900 910 1I1I0 910 EXI`. 21 15 INN SCALE: 1"=50' HOR. 1 "= 5' VERT. r7 0 2 Lc) c0 3 Lr r LESS THAN 48" GREATER THAN (0 O 3 O W O W J In J Z -0 O zp INVERT TO INVERT m O Oil m M II QU 24 "x24" F- Z_ 7) O D Q m PROPOSED GRADE 00 rri I� II U EXISTING GRADE �p UO R.C.P. W. I - ------ --- ........v ................... . _._ --- _.... 0 12" R.C.P. 190 L.F. .30% O F-0 II w0 R.C.P. E. J = 901.37 901.94 Lj __j Z . p 901.37 EXISTING GRADE oF• __ m CONCRETE ~ rn CRADLE HYDRAUL.11 C w� EX. 6" FORCEMAIN GRADE FULL DEPTH � II (j INV. = 899.99± 910 1I1I0 910 EXI`. 21 15 INN SCALE: 1"=50' HOR. 1 "= 5' VERT. r7 STRUCTURES 2 ANGLE AND t\ 3 r� r LESS THAN 48" GREATER THAN (0 0 r- 3 CASTING J FROM T/C TO 0 WILL REQUIRE z CASTING w -j ltj O W INVERT TO INVERT m 00) m M 12" to 18" 24 "x24" F- Z_ 7) O D Q m Ln W J 00 rri I� II U O� �p UO O1-- M O F-0 II w0 U Yes J II f Lj __j Z . p DESIGN APPROVAL EXISTING GRADE oF• __ m PROPOSED GR ~ rn oll DESIGN APPROVAL w� Yes FULL DEPTH � II (j TING GRADE w w I v� GRANULAR >_ �i-: LARGER _._ ..- _.. -_._- .._....... __ ._..._...._.........- .- .._.._R- H APPROVAL BACKFILL GRANULAR Yes 24" or LARGER m PROPOSED RADE Yes" 12 R.C.P. E. HYDRAULIC m..v _ .._.v_. -- . - - - -F- _ 30 L.F. GRADE INV.= 899.40 1.50% Q� BACKFILL = 897.82 " R.C.P. " R.C.P. W 111 L.F. 0 5g . . � 0.50%::.. _ 898.86 897.82 897.82 898.12 898.12 x97.26 _ HYDRAULIC ' R.C.P. W. 7 15" R.C. GRADE ' R.C.P. E. PRO OSED 8" S.D.R. 35 P.V.C. .= 897.26 WAT R 0 INV.= 887.34 910 1I1I0 910 EXI`. 21 15 INN SCALE: 1"=50' HOR. 1 "= 5' VERT. r7 STRUCTURES O ANGLE AND t\ 3 n r LESS THAN 48" GREATER THAN QUALITY OF PIPES J CASTING J FROM T/C TO z WILL REQUIRE z CASTING *3501 TL SIZE INVERT TO INVERT m r7 m M 12" to 18" 24 "x24" F- DESIGN APPROVAL 7) O D O m II U m II U O� Yes O1-- � MH /BOX U Yes Yes Yes I- 24 "x36" DESIGN APPROVAL w ui I PROPOSED GR 12" to 24" 36 "x36" oll DESIGN APPROVAL No Yes Yes 24" OR TING GRADE DESIGN w I v� FULL DEPTH �i-: LARGER FULL DEPTH �1- APPROVAL No GRANULAR Yes 24" or LARGER m BACKFILL DESIGN APPROVAL Yes" Yes HYDRAULIC R.C.P. SW. 30 L.F. GRADE R.C.P. NE. 1.50% Q� BACKFILL = 897.82 12" R.C.P. SCALE: 1 "= 50' CURB INLET TABLE * PIPES NO LARGER THAN 18" CAN BE USED IN THE 2' SIDE OF THIS BOX ** INCOMING AND OUT GOING PIPES EFFECT STEPS IN THIS STRUCTURE NOTE: CONSTRUCTION TOLERANCE FOR YARD INLETS WILL BE +0.0' TO -0.20' NOTE: DE "EXCEPT FOR FORCE MAINS, CONTRACTOR TO INSTALL CONCRETE CRADLES WHEN THE VERTICAL SEPARATION (AS MEASURED FROM THE EXTERIOR OF THE PIPES) BETWEEN SANITARY SEWER FACILITIES AND STORM SEWERS IS 18" OR LESS." ALL MANHOLES TO BE CONSTRUCTED WITH ONE 4" RISER RING (NO MORE, NO LESS) TO ESTABLISH PLAN CASTING GRADE. ALL EXISTING OFF -SITE DRAIN TILES THAT ARE ENCOUNTERED SHALL BE TIED INTO THE PROPOSED STORM SEWER SYSTEM WITH A POSITIVE OUTFLOW SPECIAL NOTE: STRUCTURES DEEPER THAN 48" FROM T/C TO INVERT WILL BE A M.H. OR A BOX WITH STEPS UNLESS SPECIAL DESIGN IS APPROVED SPECIAL NOTE: STRUCTURES WILL BE DESIGNED FOR MAXIMUM FLOW IN PIPES SPECIAL NOTE: COUNTY MAY REQUIRE STEPS TO BE INSTALLED AFTER STRUCTURE IS SET, TO IMPROVE ACCESS. m V) z 0 U) w cr STRUCTURES STRUCTURES ANGLE AND 00 3 3 r LESS THAN 48" GREATER THAN QUALITY OF PIPES CURB CASTING PIPE FROM T/C TO 48" FROM T/C WILL REQUIRE STEPS CASTING *3501 TL SIZE INVERT TO INVERT SPECIAL DESIGN REQUIRED *R -3501 N & TR 12" to 18" 24 "x24" F- DESIGN APPROVAL No Yes Yes 12" to 21" 30"x30" = DESIGN APPROVAL No Yes Yes 18" to 21" � MH /BOX A DESIGN PPROVAL Yes Yes Yes 21" to 27" 24 "x36" DESIGN APPROVAL No No Yes 12" to 24" 36 "x36" oll DESIGN APPROVAL No Yes Yes 24" OR DESIGN DESIGN w I v� FULL DEPTH �i-: LARGER APPROVAL �1- APPROVAL No No Yes 24" or LARGER m MH /BOX DESIGN APPROVAL Yes" Yes Yes * PIPES NO LARGER THAN 18" CAN BE USED IN THE 2' SIDE OF THIS BOX ** INCOMING AND OUT GOING PIPES EFFECT STEPS IN THIS STRUCTURE NOTE: CONSTRUCTION TOLERANCE FOR YARD INLETS WILL BE +0.0' TO -0.20' NOTE: DE "EXCEPT FOR FORCE MAINS, CONTRACTOR TO INSTALL CONCRETE CRADLES WHEN THE VERTICAL SEPARATION (AS MEASURED FROM THE EXTERIOR OF THE PIPES) BETWEEN SANITARY SEWER FACILITIES AND STORM SEWERS IS 18" OR LESS." ALL MANHOLES TO BE CONSTRUCTED WITH ONE 4" RISER RING (NO MORE, NO LESS) TO ESTABLISH PLAN CASTING GRADE. ALL EXISTING OFF -SITE DRAIN TILES THAT ARE ENCOUNTERED SHALL BE TIED INTO THE PROPOSED STORM SEWER SYSTEM WITH A POSITIVE OUTFLOW SPECIAL NOTE: STRUCTURES DEEPER THAN 48" FROM T/C TO INVERT WILL BE A M.H. OR A BOX WITH STEPS UNLESS SPECIAL DESIGN IS APPROVED SPECIAL NOTE: STRUCTURES WILL BE DESIGNED FOR MAXIMUM FLOW IN PIPES SPECIAL NOTE: COUNTY MAY REQUIRE STEPS TO BE INSTALLED AFTER STRUCTURE IS SET, TO IMPROVE ACCESS. m V) z 0 U) w cr NOTE: 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) PLUS 1 -0 ". IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. SCALE: 1"=50' HOR. 1 " =5' VERT. LED O I 00 3 3 r O c0 O O p .- O co O O p r W N r 0 J Ln W 'n w L0 F- 0(j) `- 0 F- c� y coa Jam' O Z J4 Z wN � zpzpw WN J = II WO �• _j zo � Q � o °' o' z0 Ld :r- .moo �= „ 0D o� a ; mll oll w Qv w I v� FULL DEPTH �i-: �1- O PROPOSED GRADE m r LL_ O W Ln \ O o m v W V) ^II °\ Q� BACKFILL co NOTE: 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) PLUS 1 -0 ". IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. SCALE: 1"=50' HOR. 1 " =5' VERT. LED Ln O CD Q0 O E W w U a V) z O L0 Z LEI 00 0 X Z Q Q J � I 00 W Lv Z O C� 00 Z i W C� n Z 0) J o-) w 00 U w J LL_ O Of W 3: W :5- Of 0 iii cn W QO W~ Wo Cr) � �U C� � Z O J SHEET NO. Q Q z LJ U C600 JOB NO. 47425S2 O I 00 3 3 r O c0 O O p .- O co O O p r W N r 0 J Ln W 'n w L0 F- 0(j) `- 0 F- HO 00 Jam' O Z J4 Z wN � zpzpw WN J = II WO cn _j zo � Q � o °' o' z0 f mll mll oll w Qv w I v� FULL DEPTH �i-: �1- PROPOSED GRADE w GRANULAR U FULL DEPTH Q� BACKFILL 0 W I GRANULAR EXISTING GRADE � BACKFILL Li F- A . ........................ 113 L.F. 0.68% 12" R.C.P. IF 0.60% 15" R.C.P. 59 L.F. 900.99 - 55 L F 175 L F. X99 $7 % 900:23 ,= x= 99.87 L.F. 0.60% 175 L.F 0 ::_ % , .x �� •� ��.. - 12" R.C.P. 74 L.F. 135 t24- tRCLPJ _. ,. . . ,�...- .A.. 898.31 898.31 898.64 898.64 co Z 30 L. F. 897.26 18" R.C. HYDRAULIC 0.60% 0.61% - GRADE PROPOSED 15" R.C. R.C.F. 896.45 896.45 00 z WATER 896.00 21" R.C.P. NE. 24" R.C.P. INV.= 897.26 PROPOSED 8" S.D.R. 35 P.M WATER 0 .0 INV.= 893.48 8" SID .R. 35 P.V.C. INV.= 89.90 Ln O CD Q0 O E W w U a V) z O L0 Z LEI 00 0 X Z Q Q J � I 00 W Lv Z O C� 00 Z i W C� n Z 0) J o-) w 00 U w J LL_ O Of W 3: W :5- Of 0 iii cn W QO W~ Wo Cr) � �U C� � Z O J SHEET NO. Q Q z LJ U C600 JOB NO. 47425S2 ro Q ,-a M O n Ln O O N n O co J D1 "D 03 L=. O L a 66 c ry a E L O rl 0 to U rn i N Ln N d' N m TO a 0% V- 66 0 In 0 0 N 0 J -o a L v 6 0 N In N n M N N X Q ° LINE Q 0' -6" m MIN. CY � W af V) O w z J 1' -0 "(MIN.) (CONFORM TO LOCAL REQUIREMENTS) 2' -0" DIA.X2' -0 "DEEP DRAINAGE PIT I IN ACCORDANCE WITH SPECIFICATIONS GATE VALVE WATER MAIN TEE OR ANCHORING TEE UUNUKE I t / CONCRETE CONCRETE BEARING PAD THRUST BLOCK THRUST BLOCK OR ANCHOR CAST —IN —PLACE AGAINST BLOCKING IF UNDISTURBED GROUND REQUIRED FIRE HYDRANT DETAIL (NO SCALE) ALL WATERMAIN SERVICE LINES TO TERMINATE 8 FEET BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A PAINTED BLUE TOP. NOTE: POSI -CAPS OR EQUIVALENT IS REQUIRED ON ALL WATER VALVE INSALLATION AND MEGA LUGS MUST BE INSTALLED AT ALL MECHANICAL JOINTS. THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT, CURBS OR SIDEWALKS. O.D. + 1' -III III- 1= I I =1 =III III= 1 " CORP. III: -III COCK -III _ III 7' ANGLE VALVE PROTECTED 00 WITH PLASTIC WRAP wl Ln LENGTH z d' -1- 00 Cn :• Z D J IN EACH DIRECTION FROM 1/4 OF BEND :• M 0� ° LO PRESSURE Q o a 1" COPPER SERVICE PIPE TO BE SUPPORTED ALONG ENTIRE LENGTH - EXCAVATE FOR EACH JOINT WATER SERVICE INSTALLATION (NO SCALE) NOTE: FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT. w I z O Cn W i PRESSURE PIPE JOINT RESTRAINT TABLE Ln LENGTH OF IPE TO BE RESTRAINED d' -1- 00 Cn :• Z D -� 9� (D "� �'s (P IN EACH DIRECTION FROM 1/4 OF BEND :• M (n0 m. m= ° BASED ON 150 psi TEST PRESSURE Q DEGREE OF BEND 6" 8" 10" 12 14" 16 18 20 24 30 " 900, TEES VI D w� UJ L W I W z 0 0 �c PLUGS 27' 35' 42' 50' 58' 65 73 80 95 115 ' 450 7' 9' 11, 13' 15' 17' 19' 21' 24' 29 22-1/2' 3' 4' 5' 6' 7' 8' 9' 10' 12' 14' 11-1/40 2' 2' 3' 3' 4' 4' 4' 5' 6' 7' M �- 0 \ = m -J co w o 0 Ln Q z Q z z W > Of d' -1- 00 Cn :• Z D -� 9� (D "� �'s (P ° U :• M (n0 m. m= ° Z Q Q LLJ VI D w� UJ L W I W z 0 0 NOTE: 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) PLUS 1 -0 . IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. LEGEND 0 aA PROPOSED HYDRANT W 16" VALVE o VALVE INSTALL WATERMAIN TRACER WIRE WITH ALL WATER MAINS LAID. AND WARNING TAPE MUST BE INSTALLED 12" TO 18" ABOVE ALL WATERM AI N S LAID FULL DEPTH GRANULAR BACKFILL (SAND) IS NEEDED FOR ALL STREET CROSSINGS ALL WATERM AI N S SHALL BE DUCTILE IRON AND INSTALLED PER THE CITY OF CAR M EL SPECIFICATIONS N OTE: Water and Sewer Under City Streets Bedding, Houn ching, Initial B ockfill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B ackfill Final backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 —feet of pavement shall be B— Borrow for Structure Backfill meeting the material requirements of the INDOT and 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S:\Legal \Carmel RCP Installation Review02 -01 -05 \ Water &SewerUnderCityStreets.doe V) 0 >- N Lo I Q z Q z z W > Of d' -1- 00 U � X Z Q Q VI D w� UJ W I z 0 00 z ! w LO z w z O 00 T- w z Q W Q Q Q 0 z W F- QO (n � W W� 0-- �U �W OV) Z O -J I U C700 JOB NO. 47425S2 ,-i Q N a% O n Ln O O N n O J Q1 C a L CU a..1 rl C) U 0) N Ln N d' n / m Q Cn N In O CD N *-i O J of 6 .7 5 N C 1n 0 6 co U. N Ln N d- d- TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY, 2002 1. Standard specifications of the Clay Township Regional Waste District (District) and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715 of the latest edition of the Indiana Department of Transportation Standard Specifications. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 12454B. 3. PVC sewer fittings shall conform to the requirements of ASTM D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in one piece with elastomeric joints and minimum socket depths as specified in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or fabricated in accordance with section 7.11 with manufacturers standard pipe bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in section 7.4.1 of specifications. Gaskets for elastomeric joints shall be molded with a minimum cross - sectional area of 0.20 square inches and conform to ASTM F -477 specification. 4. All sanitary manholes shall be Aprecast 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 manufacturer =s recommendations and performance specifications which have been provided by the manufacturer and accepted by the Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet. 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 chimney =s including all riser rings shall be sealed using Infi - Shield AUniband@ 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 Engineer =s 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 Aas built@ prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line being tested. 12. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above hall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 3271AC 3 -6 -9. 17. Trench shall be opened sufficiently ahead of pipe laying to reveal obstruction, and shall be properly protected and /or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (327 -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 the lines have passed all punch lists. 19. All sewer laterals installed by the mainline Contractor shall be bedded the some 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 done on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER, Neenah Casting R 1642A or equal and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District =s Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be traced with a minimum size of 14 gauge wire from the Wye to the terminus. The contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. TABLE I MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED TABLE 1 Pipe Diameter In. Minimum Time, min:s Length for Minimum Time, ft Time for Longer Length, S Specification Time for Length (L) Shown, mina NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 1 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 5:40 386 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 15:49 17:48 12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38 16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 133 7.682 L 17:00 19:13 25:38 32:03 26:27 44:52 51:16 57:41 21 19:50 114 10.470 L 18:60 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 124:38 1 142:25 160:15 33 31:10 72 25.852 L 49:05 64:38 88:10 1 107:49 129:18 150:43 1 172:21 193:53 38 34:00 86 30.788 L 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46 FINISH GF' " ^r7 C\I T INFI "UNI BUTYL RL a: N T } F- co 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 KENT SEAL, (SEE MANHOLE CASTING SCHEDULE). PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON- SHRINK GROUT PER SPECS SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. 6" MIN. CONCRETE ENCASEMENT 6" MIN. COMPACTED #8 STONE I.D. SANITARY MANHOLE -TYPE "B" NOT TO SCALE NOTE: NOTE. BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICES LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS SHALL BE IN ACCORDANCE WITH THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION. FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND 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 SUBBASE 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. SANITARY MANHOLE R -1642A NOT-TO-SCALE BOTTOM OF TRENCH i Z C.I. MANHOLE FRAME & GRATE MANHOLES SHALL BE AIR TESTED IN ACCORDANCE WITH ASTM C1244 -93, STANDARD TEST METHOD SET ON KENT SEAL OR EQUAL. FOR CONCRETE SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE (VACUUM) TEST. FINISH GRADE USE KENT SEAL OR EQUAL BETWEEN RISER RINGS (TYP.) ADJUST TO GRADE w/ FILLER RINGS A REQUIRED (4" MIN. /12" MAX.) PRECAST REINFORCED CONCRETE MANHOLE CONE MEETING A.S.T.M. STANDARD C -478. cv MANHOLE SECTION JOINTS SHALL CONFIRM TO A.S.T.M. C -443 w/ 0 -RINGS GASKET BETWEEN SECTION, PLUS 1/2" EXTRUDABLE GASKET (KENT SEAL OR EQUAL) 4' -0" DIA. PRECAST REINFORCED MANHOLE SECTIONS MEETING A.S.T.M. STANDARD C -478. PIPE TO MANHOLE GASKET MEETING A.S.T.M. STND. C -443 SHALL BE CAST INTO MANHOLE SECTION AT THE TIME OF MANUFACTORING. 0 q. a .a/ b o °. c� 4 a a\ / - G 4. - - BREAK OUT TOP HALF OF PIPE AFTER PLACING CONCRETE BENCH WALL. TOP OF BENCHWALL SHALL BE AT MIN., ELEV. EQUAL TO TE CROWN OF THE PIPE. ICONCRETE BENCH WALL (CLASS B) BASE SHALL BE POURED IN PLACE OR PRECAST BOTH SHALL HAVE #4 BARS AT 12" O.C. EACH WAY GRANULAR LEVELING MATERIAL ( #2 STONE) REQUIRED W /PRECAST BASE 6" MIN. PRECAST REINFORCED CONCRETE MANHOLE FOR SANITARY SEWER NOT-TO-SCALE a• . a. a 1-\4 p 2500 psi CONCRETE d a TAMPED IN PLACE D #8 CRUSHED STONE P' D �• Q V \ \ PERSPECTIVE VIEW - EARTH CUT AWAY ®TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS. CONCRETE CRADLE NOT-TO-SCALE 1111: #8 CRUSHED STONE HAND TAMPED OR WALKED IN TO 12" ABOVE PIPE. AND 8" BEL :W PIPE NOTE: ALL BEDDING & INTAIL BACKFILL SHALL BE INSTALLED IN 6" TO 12" BALANCED LIFTS DX2 (MAX) TRENCH WIDTH 6" PIPE MANHOLE CASTING SCHEDULE MANUFACTURER SELF SEALING WATERTIGHT NEENAH R-1 642A R- 1916 -F1 EAST JORDAN 104522 1045WT CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, (SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF KENT SEAL, (SEE MANHOLE CASTING SCHEDULE). PRECAST CONCRETE ADJUSTING RING DOUBLE ROW OF KENT SEAL MANHOLE STEPS PER SPECS INTERIOR JOINTS AND LIFT HOLES SHALL BE SEALED WITH NON- SHRINK GROUT PER SPECS SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF KENT SEAL MANHOLE REINF. PER ASTM SPECS PIPE DIA. PER PLAN & PROFILE BENCHWALL SHALL BE CLASS "B" CONC. BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDING LATERALS, SHALL BE A -LOCK, DURA SEAL OR APPROVED EQUAL. 6" MIN. CONCRETE ENCASEMENT 6" MIN. COMPACTED #8 STONE I.D. SANITARY MANHOLE -TYPE "B" NOT TO SCALE NOTE: NOTE. BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICES LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS SHALL BE IN ACCORDANCE WITH THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION. FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND 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 SUBBASE 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. SANITARY MANHOLE R -1642A NOT-TO-SCALE BOTTOM OF TRENCH i Z C.I. MANHOLE FRAME & GRATE MANHOLES SHALL BE AIR TESTED IN ACCORDANCE WITH ASTM C1244 -93, STANDARD TEST METHOD SET ON KENT SEAL OR EQUAL. FOR CONCRETE SEWER MANHOLES BY THE NEGATIVE AIR PRESSURE (VACUUM) TEST. FINISH GRADE USE KENT SEAL OR EQUAL BETWEEN RISER RINGS (TYP.) ADJUST TO GRADE w/ FILLER RINGS A REQUIRED (4" MIN. /12" MAX.) PRECAST REINFORCED CONCRETE MANHOLE CONE MEETING A.S.T.M. STANDARD C -478. cv MANHOLE SECTION JOINTS SHALL CONFIRM TO A.S.T.M. C -443 w/ 0 -RINGS GASKET BETWEEN SECTION, PLUS 1/2" EXTRUDABLE GASKET (KENT SEAL OR EQUAL) 4' -0" DIA. PRECAST REINFORCED MANHOLE SECTIONS MEETING A.S.T.M. STANDARD C -478. PIPE TO MANHOLE GASKET MEETING A.S.T.M. STND. C -443 SHALL BE CAST INTO MANHOLE SECTION AT THE TIME OF MANUFACTORING. 0 q. a .a/ b o °. c� 4 a a\ / - G 4. - - BREAK OUT TOP HALF OF PIPE AFTER PLACING CONCRETE BENCH WALL. TOP OF BENCHWALL SHALL BE AT MIN., ELEV. EQUAL TO TE CROWN OF THE PIPE. ICONCRETE BENCH WALL (CLASS B) BASE SHALL BE POURED IN PLACE OR PRECAST BOTH SHALL HAVE #4 BARS AT 12" O.C. EACH WAY GRANULAR LEVELING MATERIAL ( #2 STONE) REQUIRED W /PRECAST BASE 6" MIN. PRECAST REINFORCED CONCRETE MANHOLE FOR SANITARY SEWER NOT-TO-SCALE a• . a. a 1-\4 p 2500 psi CONCRETE d a TAMPED IN PLACE D #8 CRUSHED STONE P' D �• Q V \ \ PERSPECTIVE VIEW - EARTH CUT AWAY ®TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS. CONCRETE CRADLE NOT-TO-SCALE 1111: #8 CRUSHED STONE HAND TAMPED OR WALKED IN TO 12" ABOVE PIPE. AND 8" BEL :W PIPE NOTE: ALL BEDDING & INTAIL BACKFILL SHALL BE INSTALLED IN 6" TO 12" BALANCED LIFTS DX2 (MAX) TRENCH WIDTH 6" PIPE SANITARY SEWER SERVICE CONNECTION NOT -TO -SCALE MIN. WIDTH L25 (O.D.) -12" #8 CRUSHED STONE BELL HOE EXCAVATED. BEDDING DETAIL NOT -TO -SCALE UNDISTURBED EARTH z 0 w o! :. :. 12" STOEPpF o 1 - Y Q' Q 19358 -o STATE OF 1 �Z w 6" V) .. : . . .:. :: -1 SANITARY SEWER SERVICE CONNECTION NOT -TO -SCALE MIN. WIDTH L25 (O.D.) -12" #8 CRUSHED STONE BELL HOE EXCAVATED. BEDDING DETAIL NOT -TO -SCALE UNDISTURBED EARTH z 0 w o! BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER d IF, - li NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION Nor- ro -scaLE MIN. SLOPE SHALL BE MAIN SEWER � C O � In STOEPpF 0 1 - Y Q' Q 19358 -o STATE OF 1 �Z w V) r� �'�•,, %NAL E ��•`` w Z Q w U Q w Q Q0 ,o u / V) I UJ N O M D__ 1 � m �_ w J Z W O � LLJ Q 3. m v w Z W BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER d IF, - li NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION Nor- ro -scaLE MIN. SLOPE SHALL BE MAIN SEWER � C O � In STOEPpF 0 1 - _ No. _ 19358 -o STATE OF 1 �Z V) r� �'�•,, %NAL E ��•`` w Z Q w U BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTED TO 95% PROCTOR DENSITY). APPROVED SURFACE MARKER d IF, - li NOT -TO -SCALE SANITARY SEWER SERVICE CONNECTION Nor- ro -scaLE MIN. SLOPE SHALL BE MAIN SEWER � C O � In z Q °z }- 1 - LI J V) r� 0 X Z Q Q w J Q0 V) I UJ N Ld Lv Z ° O 00 Z W 0 LO Z LO 1' LO 1 J Cn ch 00 V) Z O w U Cn J � < (D o w t- � wo Q o� � ry U Z 0 (w Q Z (n O J Q U SHEET N0. C800 X06 NO. 47425S2 N C cu t a N 0 0 0 co O O N N 9 -v la a 0 0 V) - 0 V rn N (n Ln N V_ n d' COMPLETELY SEAL CASTING BEARING SURFACE WITH 3:1 MIXTURE OF SAND AND PORTLAND CEMENT, d • '. A v ° 8' PRECAST CONCRETE 112' MORTAR-/ • ;. VARIES .4 4• :. SLOPE 2' TO 4.. CENTER I • e 0 8„ 1 •. ' id • '4 ' • 4 : 4 . • , 4 8„ 8 ), MATCH CASTING OPENING SIDE VIEW L� z Z W 0- - O L7 OD Z a U U a MATCH CASTING OPENING 8' I s' 4. 4 A ,4 ,• d,• : 4. • Q - .'.4 �A 4 • • t '•4 �_• ''. . 4r 00 4,. ..4 .• . .., .; , 4 TOP VIEW 11' (279mm] 1" [25mm] HIGH LETTERS �--5- (127mm] 3/4" [19mm] HIGH LETTERS OM MEJ� ' DR E E w � L E I I I lei I I I l l E n E A n N ,"r I n E HI In F r7 lob oD N� SDI E E M ( N E E R � � N E rt .11. E a 1 112• [38mm] -- -I 1/2" (13mm] 27 7 /B" (708mm) FRAME 3 1/4' (83mm] 26 3/8" [670mm] FRAME 7' (178mm] � 26" [66pmm] GRATE- m l I- I NOTEr ALL DIMENSIONS SHOWN ARE IN ENGLISH AND (METRIC] COMPONENT: FRAME 3501 -0192, GRATE 3501 -0193 MATERIAL: CAST GRAY IRON ASTM A -48, CLASS 356 27 1/4 [E92mm -----� WEIGH F PANT ] WEIGHT: FRAME 214Ii, GRATE 177,y WAS 3501 T08 sc•Le mLe: 36" 0 [9i4mm] °n MAG 1 /a „=1 R- 3501 -L2 aI ROLL FRAME AND "L2" GRATE App, °'" NEENAH CAD DWG, REf: SSOtaaa.oWG- 1 DATE 04 -24 -2003 FOUNDRY ;MPANY ��.�'- �- 3501 494 B OFFICE OF THE HAMILTON' COUNTY SURVEYOR` DEBRIS GUARD SIDE PROFILE r -e+ee NIf. I -MRe TOP VIEW •.,, e"4T M ..0. ! mm e•oe v o.axsx . wI.T nrru ep•P'A•t+•xIa• r TTS. r NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES, & PIPIE ARE FINISHED WITH 2 COATS OF ALUMINUM PAINT. 3. BOLTS ARE GALVINIZED 4. NO REBAR THROUGH .PIPES WILL BE ALLOWED 5. DEBRIS GUARD SHALL BE REMOVABLE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISED: 1 JAN 2000 STANDARD PLAN APPROVED 4��oa D-12.. . KEN C.WA ,HAMILTON COUNTY SURVEYOR DATE OFFICE OF THE HAMILTON COUNTY SURVEYOR STRUCTURE SIZING TABLE PIPE Apron V-bnr No.o1 H -bar Bolt "A" SIZE Size Size H-bars Size Dia. Dim. (INCHES) Inches I Inches Re 'd Inches Inches Inches „ 18 1/2 3 5/8 1/2 5 a oG. 24 5/8 4 3/4 [/2 7 0. 30 5/8 4 3/4 1/2 7 1/2 a 36 3/4 4 1 1/2 10 1/2 0 42 3/4 4 1 3/4 it °' 48 3/4 4 1' 2 i e 3/4 12 p S4 3/4 4 1 z i e 3/4 12 b a 60 3/4 5 1 Z ipe 3/4 14 lo. 72 3/4 5 1 Z i e 3/4 14 C 84 3/4 6 1 ypipe 3/4 15 NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES, & PIPIE ARE FINISHED WITH 2 COATS OF ALUMINUM PAINT. 3. BOLTS ARE GALVINIZED 4. NO REBAR THROUGH .PIPES WILL BE ALLOWED 5. DEBRIS GUARD SHALL BE REMOVABLE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISED: 1 JAN 2000 STANDARD PLAN APPROVED 4��oa D-12.. . KEN C.WA ,HAMILTON COUNTY SURVEYOR DATE OFFICE OF THE HAMILTON COUNTY SURVEYOR STRUCTURE SIZING TABLE PIPE 12 -1/2 3 5/8 1/2 4 SIZE 15 1/2 3 5/8 1/2 4 1/2 (INCHES) 18 1/2 4 5/8 1/2 4 1/2 H 21 1/2 ¢ 5/8 1/2 5 G O 24 6/8 4 3/4 1/2 6 0. 27 5/8 4 3/4 1/2 5 1/2 0 30 5/8 4 3/4 1/2 5 1/2 W 36 3/4 4 1 3/4 8 KENTOI C. WARD.AFfAMILTCX COUNTY SURVEYOR 42 3/4 4 1 3/4 8 p 48 3/4 5 1 3/4 8 b a 54 3/4 6 1 Zpipe 3/4 8 21 TO 27 80 3/4 6 1 2 l e 3/4 6 a 88 3/4 8 V/ Zpi a 3/4 8 12 TO 24 72 3/4 8 1 Zpi a 3/4 9 73 3 84 3/4 7 1 Zpi a 3/4 10 24 OR LARGER 90 3/4 1 7 l z ) e 3/4 -1 14 NOTES: 1. BARS & PLATES ARE HOT- ROLLED STEEL. 2. BARS, PLATES, & PIPIE ARE FINISHED WITH 2 COATS OF ALUMINUM PAINT. 3. BOLTS ARE GALVINIZED 4. NO REBAR THROUGH .PIPES WILL BE ALLOWED 5. DEBRIS GUARD SHALL BE REMOVABLE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISED: 1 JAN 2000 STANDARD PLAN APPROVED 4��oa D-12.. . KEN C.WA ,HAMILTON COUNTY SURVEYOR DATE OFFICE OF THE HAMILTON COUNTY SURVEYOR STRUCTURE SIZING TABLE PIPE STRUCTURES STRUCTURES ANGLE AND STEPS CURB CASTING SIZE LESS THAN 48" GREATER THAN QUALITY OF REQUIRED CASTING •3501 TL (INCHES) FROM T/C TO 46" FROM T/C PIPES WILL - - - -- i - . I - - - - - - - - - -- - `^ r5 a - - - - - - - - - - - - - - - - - - ...___-I •R -3501N L TR 3 ----------- - - - - -- - -- ---------------- - - - - -- I INVERT TO INVERT REQUIRE '4- 1z °-- i�4---- IZ'-- -► j PI, /\ti VIFIV �11;PAWING NOT HAMILTON COUNTY �i.� R�'EY0R`' OFF) PERFORATED SUBSURFACE DRAIN (SSD)PIPE (INCHES) WITH MINIMUM 0.5/. GRADIENT. SPECIAL DESIGN STANDARD PLAN 'PFU'v FJ 4 0-4 12 TO 18 24 X 24 ••• DESIGN NO YES YES BENCH WALLS AT MINIMUM N• -TEE N A H 1 .42 or 1772 BE ALLOWED IN MANHOLE -O -RING GASKET. NON - APPROVAL $"TFQJL, UdT ZPAI NON AWN L. 46CIAILS 1.9 II,I W, M iT "1'4101 Y/ APPROVED 12 TO 21 30 X 30 ••• DESIGN NO YES YES KENTOI C. WARD.AFfAMILTCX COUNTY SURVEYOR DATI% CT-1 BUTYL RUBBER SEAL APPROVAL e" OR 8" PER SECTION APPROVED ALTERNATIVE 3" MINIMUM 18 TO 21 4 MH /BOX DESIGN YES YES YES HIGHEST PIPE 30 73 1/2 APPROVAL 25 16 11/16 STANDARD PLAN 21 TO 27 24 X 38. OR ••• DESIGN NO NO YES 25 1/2 36 X 38 PREFORMED HOLE TO MAXIMUM APPROVAL 17 3/4 14 1/24 1 2 12 TO 24 36 X 36 ••• DESIGN NO YES YES 73 3 60 NON-SHRENK CEMENT GROUT APPROVAL 15 5 33 24 OR LARGER DESIGN ••• DESIGN NO NO YES 66 APPROVAL BENCH WALLS AT IMIN;MUM PER FOOT SLOPE. BENCH APPROVAL 5 1 2 36 4 24 OR LARGER 4100 MH /BOX DESIGN YES** YES YES :.•:. 24 1/16 TO SPRING LENS OF PEPE. APPROVAL 42 4 1 2 ,. + PIPES NO LARGER THAN 18" CAN BE USED IN THE 2' SIDE OF THIS BOX. - INCOMING AND OUT GOING PIPES EFFECT STEPS IN THIS STRUCTURE. + +SPECIAL NOTE: STRUCTURES DEEPER THAN 48" FROM T/C TO INVERT WILL BE A M.H. OR A BOX WITH STEPS UNLESS SPECIAL DESIGN IS APPROVED. SPECIAL NOTE: STRUCTURES WILL BE DESIGNED FOR MAXIMUM FLOW IN PIPES. SPECIAL NOTE: COUNTY MAY REQUIRE STEPS TO BE INSTALLED AFTER STRUCTURE IS SET, TO IMPROVE ACCESS. HAMILTON COUNTY SURVEYOR'S OFFICE REVISED: 'FEB 2002 STANDARD PLAN APPROVED KENTON C. n. HAMILTON OUNTY SURVEYOR E D-18 O!�• I 1 ! J T T , -� Y 1 ICE OF THE H L MILTOI' COUNTY S.0 A� EYOR BANK ARMOR MENT AT OUTLET PIPE IN 0PEN CHANNELS TC'P O' BANE TT j •Vr• OF BANK DIA. "G - MEN � � , u0 y WIDTH 'v As :FS u RCP UGTL T a M1N. - " PRECAST CONCRETE ADJUSTER RINGS IF NEEDED 112 INCHES GF RINGS NAXIUUMi . .- .�„ (• -, i'E}il '•.t ..' J'.t i` i.T- 1 i l 1 ''. ti ._/4.•.� t -� 1`., X31 7��P;aP1 �. IEI; RIPF ' ) 1 GABIAN 9ASIKE "i' GAE. v saSKN ,' 54" i(8" GL,�',TEXTILE MAT SHALL L ND \'ENO .. r :.T :S:+ (. ALL THE WAY ARO D ic'L r liIME1 E:. Of' THE RENC aI3 "T E55. C R O S SE E C T I( I JOINTS GREATER THAN 45 TO 90 DEG 5" I61IN16iUMt � 4' DIAMETER 15° MINIMUM I I "y ` �' I - - - -- i - . I - - - - - - - - - -- - `^ r5 a - - - - - - - - - - - - - - - - - - ...___-I �- _I�VE OF' P: ?c. I 3 ----------- - - - - -- - -- ---------------- - - - - -- I 33" -38" 1 STRAIGHT THRU TOP C: , N K '4- 1z °-- i�4---- IZ'-- -► j PI, /\ti VIFIV �11;PAWING NOT HAMILTON COUNTY �i.� R�'EY0R`' OFF) PERFORATED SUBSURFACE DRAIN (SSD)PIPE 0 0 WITH MINIMUM 0.5/. GRADIENT. CONFORMS TO STANDARD PLAN 'PFU'v FJ 4 0-4 KENT N dARD, HA'. T °iii COUNTY DATE -. S::RVEYOF AST C -478 -NO BRECK OR BLOCK WELL f HON- ASPHALTIC MAS'7[C OR BUTYL RUBBER SEAL EE WZ:EN JOINTS 15" TYPICAL MANHOLE OFFICE OF THE HAMILTON COUNTY SURVEYOR PIPE TURNS CASTING FRAME STANDARD NIANHOLE DIA. "G - A IkD COVER IF[ED ^' ) f r l SPEC .. S 24 THRU 66 FOR PIPE SIZE 9W - " PRECAST CONCRETE ADJUSTER RINGS IF NEEDED 112 INCHES GF RINGS NAXIUUMi . GREATER THAN 45 TO 90 DEG NON- a A PHALTIC 34ASTIC OR 24" DIA METER .�� 54" i(8" •/ BUTYL RUBBER ' STANDARD PRECAST MANHOLE: CAP OR CO. NE SEAL BETWEEN 84" JOINTS GREATER THAN 45 TO 90 DEG 5" I61IN16iUMt � 4' DIAMETER 15° MINIMUM f HON- ASPHALTIC MAS'7[C OR BUTYL RUBBER SEAL EE WZ:EN JOINTS 15" TYPICAL MANHOLE PIPE PIPE TURNS DIA, "F" DIA. "G - 9W 48" GREATER THAN 45 TO 90 DEG 88" 54" i(8" U? TO 00 DEG 84" 42' GREATER THAN 45 TO 90 DEG 84" 4B'" TURNS UP TO 45 DEG 72" d2 " -4B" UP TO 45 DEG 80" 33" -38" 1 STRAIGHT THRU 60" 24'-33" 1 GREATER THAN 45 TO 90 DEG MINIMUM WIDTH 1.25 (O.D.) -12" _\ 1 Y 0. D. SAND OR OTHER NON - COMPRESSIBLE FINE LOW VOID MATERIAL. 90- RIGID PIPE BEDDING DETAIL (CONCRETE PIPE) NOT -TO -SCALE NOTE: W STEEL FENCE ( "T ") POST ' IN 2 LOCATIONS FULL HE[GHT MANHOLE II _ I _ -1•'•- "'� ' • PROPOSED GRADE - - I I +�-- -- UNDERCUT SHALE BY 0.2' _ 1_1 I IM I -I I I-i 1--1 I -� I I- III - III - III -i I I- I-'I I I -I TO ALLOW FOR FUTURE SILTING' I I I- III -� I I- III - III -� 11= III -1 UNDERDRAINS REQUIRED IN STEPS AS SPECIFIED EXISTING GRADE 12i CtF1x A :ED P(CXiELE.S �' >° �! 'J •'' S 1 A/16: }1 CJ o lcltA b -, P (1 T, ER rF -22312 I t l C �] ❑ ©❑ i 12 ✓� ---- - - - --' CONCRETE REDUCER CAP III -I I I •.• -- PROPOSED GRADE UNDERCUT SHALE BY 0.2' 1 11 -1 TO ALLOW FOR FUTURE SILTING 11 I- - III - III -i5oo O -i I l l l -I i I- III - III - III -I I I NfdOkNHOLE z� 00°O00 a14 00� O PERFORATED SUBSURFACE DRAIN (SSD)PIPE 0 0 WITH MINIMUM 0.5/. GRADIENT. CONFORMS TO SEE DEVELOPMENT PLAN FOR SIZES STANDARD PLAN f if 3' KENTO C.WARD,H ILTON COUNTY SURVEYOR DATE AST C -478 -NO BRECK OR BLOCK WELL SWALE DETAIL DATE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE BENCH WALLS AT MINIMUM N• -TEE N A H 1 .42 or 1772 BE ALLOWED IN MANHOLE -O -RING GASKET. NON - _ 7-^ EA JORDAN 10 At $"TFQJL, UdT ZPAI NON AWN L. 46CIAILS 1.9 II,I W, M iT "1'4101 Y/ APPROVED DIA. "F" !' ASPHALTIC VASTIC OR 21 Ar PROVED: �" ISTANDARD PLAN fFI*15y I SMOOTH AND BRUSH FINISHED. ' " •' ' KENTOI C. WARD.AFfAMILTCX COUNTY SURVEYOR DATI% CT-1 BUTYL RUBBER SEAL +' `' " "'' " "''''c'+ �^ %' %• •4 0 12" ON CENTER OR e" OR 8" PER SECTION APPROVED ALTERNATIVE 3" MINIMUM 1 ►![N. O'r'ER 4 BETWEEN JOINTS I FOR PIPE SIZES 12" THRU 24" (DRAWING NOT TO SCALE) HIGHEST PIPE 30 73 1/2 REVISED: I FEB 2002 25 16 11/16 STANDARD PLAN APPROVED KENTON ATE D -20 C..WAR AMILTON COUNT SURVEYOR 10 1/2 48 25 1/2 73 1/2 PREFORMED HOLE TO MAXIMUM 28 17 3/4 14 1/24 1 2 30 3 1 2 OF PIPE O.D. •9" WITH 2190 12 54 19 3 4 73 3 60 NON-SHRENK CEMENT GROUT 18 5/16 15 5 33 3 3 43 3/8 3150 13 1/3 58 1/2,39 ✓ It 66 34 BENCH WALLS AT IMIN;MUM PER FOOT SLOPE. BENCH 17 1 2 5 1 2 36 4 3 1 2 4100 WALLS TO BE CONSTRUCTED 63 34 3 7 3 • ^' . :.•:. 24 1/16 TO SPRING LENS OF PEPE. 5 1/21 42 4 1 2 ,. 5380 21 63 35 98 78 43 27 1/4 22 5 1/2 48 5 r 6550 24 72 3" MIN-- 98 84 49 28 1/8 22 5 3/4 ONE COMPLETE CHIT OF PRECAST CONCRETE 5 1/2.4 3 4 (DRAWING NOT TO SCALEI MANHOLE BASE AND RISER OR APPROVED ALTERNATIVE 65 35 HAMILTON COUNTY SURVEYOR'S OFFICE 55 32 7/8 24 /% /. REVISED: 1 FEB 2002 6 5 8750 30 STANDARD PLAN 39 99 APPROVED: Z•- 7E 36 3/4 24 KENTON C. 14' , HAMILTON' CyNTY :SURVEYOR 6 1/2 5 1/2 10630 24 78 MINIMUM WIDTH 1.25 (O.D.) -12" _\ 1 Y 0. D. SAND OR OTHER NON - COMPRESSIBLE FINE LOW VOID MATERIAL. 90- RIGID PIPE BEDDING DETAIL (CONCRETE PIPE) NOT -TO -SCALE OFFICE �' cif TIIC HAMILTON iI .RCe Y0. .'1LLU N'EI) a-o v LAKE OUTLET DETAIL I'�R I.��KE CROSS-SECTION 01'TIOti .'. HAMILTON co��TV ur, ��r��oF��or�rrcr,,.� Ni��i.. __ « _ <L..,, STAND gill �. OFFICE OIT THE Ht'��IILTON ` COUNTY SURVEYOR UNDERWATER DISCHARGE NOT ALLO 4Y�D _HYDTtOSEEDF,D & MULCH OR 1 SEED .& 9150 DLANY.ET AS SPECIFIED 5' (MIN) lU' SP_FETY LEDGE 3' (MIN.) 5 w I .SODDED AREA � (CKCSS-HATCHED) I ENT) SECTION (' G; R.C.P. STORM SEWER j ,1 NORMAL POOL V .TOE PLAT! g" ( '�._ 1 8' OPTIONS FOR :END SECTIONS: `iJ0'!'CH RIP -RAP INTO -METAL; SHOWN/REQUIRES TOE PLATE SLOPE AS SHOWN -PRECAST REQUIRES ANCHOR 11SF, RENO MATTRESS - CODICRETE SLOPEWAi.L -CONCRETE HEADWALL I SLOPE' NORMAL POOL � 51_ / SLOPE� ? SODDED. AREA O n0 (�" , (CROSS- �HA'PCHF.'U�/ v 1 /�p``o-- ��-- kw��'�CjCOio�Cn�" I :may_ 04�(�C�.J(i coQ�l 51, Upon ) R.0 P. STORM SEWER t - Ui _ ___ '� R ?P -RAP 6' III - RENO MATTRESS � �I 00�' xt z � CC�COO };�o�p� "I � I / 1' o ; •G r I I 1 TOP VIEW I :LAKE .OUTLET DETAIL FOR LAKE CROSC- SECTION OPTION �3 - (DRAWING NOT TO SCALE) HAIL- IILTON COITNTY _SIJI�VE�'(�R'S OFFICE REVISED'_. .._JAN 2000 STANDARD 'PLAN APPROVLI?- �h ,l'f,fa..►Ov �' -�� KsNTON WARD,HAMI TON COUNTY SURVEYOR OFFICE OF THE HAMITTON r.nTTNTV eTTP17PVnP EXISTING GRADE NOTE: W STEEL FENCE ( "T ") POST EXTENSION TO BE SECURED TO STEEL POST IN 2 LOCATIONS CAP & TAPE TEMPORARY EXTENSION ABOVE GROUND ' II _ I _ -1•'•- "'� ' • PROPOSED GRADE - - I I +�-- -- UNDERCUT SHALE BY 0.2' _ 1_1 I IM I -I I I-i 1--1 I -� I I- III - III - III -i I I- I-'I I I -I TO ALLOW FOR FUTURE SILTING' I I I- III -� I I- III - III -� 11= III -1 UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN IX SLOPE EXISTING GRADE 12i CtF1x A :ED P(CXiELE.S �' >° �! 'J •'' S 1 A/16: }1 CJ o lcltA b -, P (1 T, ER rF -22312 I t l C �] ❑ ©❑ i 12 -LI \// DO[Z O, QO�� O AL v °r g�� ° So ,-- r'i•I' r TTE'I III -I I I •.• -- PROPOSED GRADE UNDERCUT SHALE BY 0.2' 1 11 -1 TO ALLOW FOR FUTURE SILTING 11 I- - III - III -i5oo O -i I l l l -I i I- III - III - III -I I I 08 0 GROAVOEOL 7� o0 z� 00°O00 a14 00� O PERFORATED SUBSURFACE DRAIN (SSD)PIPE 0 0 WITH MINIMUM 0.5/. GRADIENT. REVISED: 1 JAN 2000 SEE DEVELOPMENT PLAN FOR SIZES STANDARD PLAN (8" MINIMUM) AND INVERT ELEVATIONS. if 3' KENTO C.WARD,H ILTON COUNTY SURVEYOR DATE TYPICAL SWALE DETAIL DATE (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE OFFICE �' cif TIIC HAMILTON iI .RCe Y0. .'1LLU N'EI) a-o v LAKE OUTLET DETAIL I'�R I.��KE CROSS-SECTION 01'TIOti .'. HAMILTON co��TV ur, ��r��oF��or�rrcr,,.� Ni��i.. __ « _ <L..,, STAND gill �. OFFICE OIT THE Ht'��IILTON ` COUNTY SURVEYOR UNDERWATER DISCHARGE NOT ALLO 4Y�D _HYDTtOSEEDF,D & MULCH OR 1 SEED .& 9150 DLANY.ET AS SPECIFIED 5' (MIN) lU' SP_FETY LEDGE 3' (MIN.) 5 w I .SODDED AREA � (CKCSS-HATCHED) I ENT) SECTION (' G; R.C.P. STORM SEWER j ,1 NORMAL POOL V .TOE PLAT! g" ( '�._ 1 8' OPTIONS FOR :END SECTIONS: `iJ0'!'CH RIP -RAP INTO -METAL; SHOWN/REQUIRES TOE PLATE SLOPE AS SHOWN -PRECAST REQUIRES ANCHOR 11SF, RENO MATTRESS - CODICRETE SLOPEWAi.L -CONCRETE HEADWALL I SLOPE' NORMAL POOL � 51_ / SLOPE� ? SODDED. AREA O n0 (�" , (CROSS- �HA'PCHF.'U�/ v 1 /�p``o-- ��-- kw��'�CjCOio�Cn�" I :may_ 04�(�C�.J(i coQ�l 51, Upon ) R.0 P. STORM SEWER t - Ui _ ___ '� R ?P -RAP 6' III - RENO MATTRESS � �I 00�' xt z � CC�COO };�o�p� "I � I / 1' o ; •G r I I 1 TOP VIEW I :LAKE .OUTLET DETAIL FOR LAKE CROSC- SECTION OPTION �3 - (DRAWING NOT TO SCALE) HAIL- IILTON COITNTY _SIJI�VE�'(�R'S OFFICE REVISED'_. .._JAN 2000 STANDARD 'PLAN APPROVLI?- �h ,l'f,fa..►Ov �' -�� KsNTON WARD,HAMI TON COUNTY SURVEYOR OFFICE OF THE HAMITTON r.nTTNTV eTTP17PVnP EXISTING GRADE NOTE: W STEEL FENCE ( "T ") POST EXTENSION TO BE SECURED TO STEEL POST IN 2 LOCATIONS CAP & TAPE TEMPORARY EXTENSION ABOVE GROUND ' II _ I _ -1•'•- "'� ' • PROPOSED GRADE - - I I +�-- -- UNDERCUT SHALE BY 0.2' _ 1_1 I IM I -I I I-i 1--1 I -� I I- III - III - III -i I I- I-'I I I -I TO ALLOW FOR FUTURE SILTING' I I I- III -� I I- III - III -� 11= III -1 UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN IX SLOPE EXISTING GRADE 12i CtF1x A :ED P(CXiELE.S �' >° �! 'J •'' S 1 A/16: }1 CJ o lcltA b -, P (1 T, ER rF -22312 I t l C �] ❑ ©❑ i 12 -LI \// DO[Z O, QO�� O AL v °r g�� ° So ,-- r'i•I' r TTE'I III -I I I •.• -- PROPOSED GRADE UNDERCUT SHALE BY 0.2' 1 11 -1 TO ALLOW FOR FUTURE SILTING 11 I- - III - III -i5oo O -i I l l l -I i I- III - III - III -I I I 08 0 GROAVOEOL 7� o0 z� 00°O00 a14 00� O PERFORATED SUBSURFACE DRAIN (SSD)PIPE 0 0 WITH MINIMUM 0.5/. GRADIENT. REVISED: 1 JAN 2000 SEE DEVELOPMENT PLAN FOR SIZES STANDARD PLAN (8" MINIMUM) AND INVERT ELEVATIONS. if 3' KENTO C.WARD,H ILTON COUNTY SURVEYOR DATE TYPICAL SWALE DETAIL I T_, -n , (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE BENCH WALLS AT MINIMUM N• -TEE N A H 1 .42 or 1772 REVISED: 1 FEB 2002 _ 7-^ EA JORDAN 10 At $"TFQJL, UdT ZPAI NON AWN L. 46CIAILS 1.9 II,I W, M iT "1'4101 STANDARD PLAN APPROVED HAMILTON COUNTY SURVEYOR'S OFFICE D -16 KENTON C. WARD, AMILTON COU TY SURYEYOR D TE 21 Ar PROVED: �" ISTANDARD PLAN fFI*15y I BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTION TO 95% PROCTOR DENSITY). a�°o�Oo 1 oO�Q Q oQ ICIO C� C�Q 10' -0" OCR OFFICE OF THE HAMILTON atOUNTY SURVEYOR NOTE: W STEEL FENCE ( "T ") POST EXTENSION TO BE SECURED TO STEEL POST IN 2 LOCATIONS CAP & TAPE TEMPORARY EXTENSION ABOVE GROUND ' TO BE REMOVED UPON CONNECTION TO HOUSE. ALL MEASUREMENTS TO BE MEASURED FROM BACK OF CURB. z EXTENSION SECURED IF EXTENSION IS NOT UTILIZED, IT IS TO BE TO STEEL POST CAPPED BELOW GROUND LEVEL. PROPOSED LATERAL LOCATIONS SHALL BE STAMPED GRADE 18„ ON CURB. (SEE CURB STAMP DETAIL) 12i CtF1x A :ED P(CXiELE.S �' >° �! 'J •'' S 1 A/16: }1 CJ o lcltA b -, P (1 T, ER rF -22312 I t l C �] ❑ ©❑ i 12 '. O \// DO[Z O, QO�� O AL v °r g�� ° So •8 WASHED GRAVEL / \ OR CLASS "A" WASHED STONE X REDUCING T REQUIRED MINIMUM SLOPE 0.307-10- q MINIMUM 4" SSD 3" o MIN. 12" MIN. 18" MAX. MINIMUM 8" SUB SURFACE DRAIN D • PIPE DIAMETER TYPICAL SSD LATERAL TO INDIVIDUAL LOTS ALONG STREETS (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S . OFFICE: �.�.. ..,cFa;••.c. _6511T..I REVISED: 1 JAN 2000 'f STANDARD PLAN APPROVED 4sA..L oc SSD-1. KENTO C.WARD,H ILTON COUNTY SURVEYOR DATE G2finT1 M 24 ]i E•tElZwn 2' - 0" 1V1 D I U 5' - 0" �I 3 O0 C ?1�3 C / 6's-80 ANDWD AP O 5' -0 4 �o Q O 3' -0,) RIP -RAP DETAIL NOT -TO -SCALE C B 31 DIA. WALL 0.0669' (GROOVE - OUTLET END) (TONGUE -INLET END) SECTI ❑N A -A i DIA. +1•A• A OFFICE OF THE HAMTT.TnN rnrT>\Tmv crrnV�vnD ASTING FRAME AND COVER AS SPECIFIED NON- ASPHALTIC MASTIC OFFICE OF THE HAMILTON COUNTY SURVEYOR TLA53 35a', r 'FSTN A-•IG• k Ia•1'C7. rAl_ {R BLi" 6dY TYPE 'E'FFLESS® JLxE'S E PRECAST CONCRETE ADJUSTER RINGS IF C C :3 G C O` `k \ NEEDED (12 INCHES OF RINGS MAXIMUM), 12i CtF1x A :ED P(CXiELE.S �' >° �! 'J •'' S 1 A/16: }1 CJ o lcltA b -, P (1 T, ER rF -22312 I t l C �] ❑ ©❑ i 12 l 11 ECCENTRIC CONE OR REDUCER CAP ''`� ❑ LSI�I't ER ❑ I �3� � C ado I- I MATCH ADJUSTING RING PROFILE. - � 2'I51r 1 PAIW3 LE'TEP2 FULL HEIGHT MANHOLE F'-LS11 .7 T4. "FeL'JE of L'.7 R s 'LL AAI_S , 3 1/2- ?. } r 27 5+3' 7QZnn 25 ; M �--•- NOTE: MANHOLE CONFORMS �.�.. ..,cFa;••.c. _6511T..I 3:° CIA. B.C. 'f 0.-HOF -IDLE lET, -r_ O-RING GASKET NON - FU__ :Ck_E 7'^ -•-7-� i j S "nCQW, LL65 r[sA „rLar, x I':n_T VICE G2finT1 M 24 ]i E•tElZwn I T_, -n , 718, VaU. I I ° :CK =O E 7E1nI1- �. ZU49TER SCA -E BENCH WALLS AT MINIMUM N• -TEE N A H 1 .42 or 1772 N,IF, .�: _W*"It&.s .vG %<4V IN E�..IA 'm D.�Tarm _ 7-^ EA JORDAN 10 At $"TFQJL, UdT ZPAI NON AWN L. 46CIAILS 1.9 II,I W, M iT "1'4101 • :o^c b I il . CouLy SurveFGr's OrIce Cr app 1lL vi, F W L • Mal. LID - U44 I (DRAWING NOT t0 SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 12 A'I A H O L F,� SOLID I D C A REY Es��: 11 /18 /za4s; 21 Ar PROVED: �" ISTANDARD PLAN fFI*15y I SMOOTH AND BRUSH FINISHED. ' " •' ' KENTOI C. WARD.AFfAMILTCX COUNTY SURVEYOR DATI% CT-1 PRECAST BASE +' `' " "'' " "''''c'+ �^ %' %• •4 0 12" ON CENTER OR e" OR 8" PER SECTION APPROVED ALTERNATIVE 2' - 0" 1V1 D I U 5' - 0" �I 3 O0 C ?1�3 C / 6's-80 ANDWD AP O 5' -0 4 �o Q O 3' -0,) RIP -RAP DETAIL NOT -TO -SCALE C B 31 DIA. WALL 0.0669' (GROOVE - OUTLET END) (TONGUE -INLET END) SECTI ❑N A -A i DIA. +1•A• A OFFICE OF THE HAMTT.TnN rnrT>\Tmv crrnV�vnD OFFICE OF THE HA�,'IILT01� COUNTY SURVEYOR ASTING FRAME AND COVER AS SPECIFIED NON- ASPHALTIC MASTIC WT. SEC OR BUTYL RUBBER k SEAL BETWEEN JOINTS. a s E PRECAST CONCRETE ADJUSTER RINGS IF MIN. DI4AiD-ER -� - -. -'•-- ••--. }•- _ `•Y -4 -- 1' NEEDED (12 INCHES OF RINGS MAXIMUM), 24" DIAMETER 12 2 ECCENTRIC CONE OR REDUCER CAP END PROFILE AS REQUIRED BY SITE CONDITIONS. CONE TOP TO ''I I- I MATCH ADJUSTING RING PROFILE. 1 24 FULL HEIGHT MANHOLE 10 1/16 STEPS AS SPECIFIED. 3 1/2- :� R!I_�TH 0. END SECTION 5" MINIMUM ALLTYFEAD '=PaCItiJ TO B TWO FEF. FGGi E):: '2` ?PIG SSiT "J?( - 2 AilTHF.HAJ NOTE: MANHOLE CONFORMS z¢° e)(D s�crict•1 - = ALLTaBEAD TO ASTM 475 ' ( ?R.i''('I)iG NOT : G 1-121 O-RING GASKET NON - 16 ASPHALTIC MASTIC OR BUTYL RUBBER SEAL :.:+-48" DIAMETER PRECAST AT JOINTS. CONCRETE SECTION It k STAtiD1P�D PREFORMED HOLE TO MAXIMUM BENCH WALLS AT MINIMUM OF PIPE O.D. •8" WITH NON- SHRINK CEMENT GROUT. %? PER FOOT SLOPE. BENCH _ CGLP• -TY' WALLS TO BE CONSTRUCTED TO SPRING LINE OF P[PE. 12 '•t' STRUCTURES ARE TO BE 21 .:'.' GROUTED FULLY, TROWELED 2 1/4 SMOOTH AND BRUSH FINISHED. ' " •' ' 9 ''' '• REINFORCED BAR PRECAST BASE +' `' " "'' " "''''c'+ �^ %' %• •4 0 12" ON CENTER OR e" OR 8" PER SECTION APPROVED ALTERNATIVE 3" MINIMUM -ON MANHOLE SSTONE 4 OF • 2 STANDARD MANHOLE FOR PIPE SIZES 12" THRU 24" (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 30 73 1/2 REVISED: I FEB 2002 25 16 11/16 STANDARD PLAN APPROVED KENTON ATE D -20 C..WAR AMILTON COUNT SURVEYOR 10 1/2 OFFICE OF THE HA�,'IILT01� COUNTY SURVEYOR WALL G or T WT. SEC FOR CONCRETE 'END SECTION B SIDE PROFILE TOP j,IE�,' D E DIA. +1 MIN. DI4AiD-ER -� - -. -'•-- ••--. }•- _ `•Y -4 -- 1' R -2 i 8TE '. �" A:.d:.RS 12 2 1 1/2 END PROFILE 4 ''I 48 1/872 1 24 1 ♦ I I I I I STEEL rTL T[I'?AD 10 1/16 9 3 1/2- :� R!I_�TH 0. END SECTION 2 1/4 ALLTYFEAD '=PaCItiJ TO B TWO FEF. FGGi E):: '2` ?PIG SSiT "J?( - 2 AilTHF.HAJ 740 z¢° e)(D s�crict•1 - = ALLTaBEAD 27 ( ?R.i''('I)iG NOT : G s'G9LEJ HAMILTON COUNm�;. SLF.VEYOR'S OFFICE 16 12 1/2 11 3 1/2 18 STAtiD1P�D FLAN /+ R�+oo n PPa�t C,'tr'EL11 � -� 27 _ CGLP• -TY' .A):iL'OH 36 19 °` .. Ica F41 i L E REVISED; JAN 2Z,0,7, `B' DIA. WALL G or T WT. SEC A B C D E DIA. +1 R -1 R -2 SKIRT 12 2 1 1/2 530 4 24 48 1/872 7 8 24 13 10 1/16 9 3 1/2- 15 2 1/4 2 740 6 27 46 73 30 16 12 1/2 11 3 1/2 18 2 1 2 2 1 2 990 9 27 46 73 36 19 15 1 2 12 4 21 2 3 /4 2 1/4 1280 9 35 38 73 42 22 16 1/8 13 4 24 3 2 1/211520 9 1/2143 1 2 30 73 1/2 48 25 16 11/16 14 4 1/2 27 3 1 4 2 1 2 1930 10 1/2 48 25 1/2 73 1/2 54 28 17 3/4 14 1/24 1 2 30 3 1 2 3 2190 12 54 19 3 4 73 3 60 31 18 5/16 15 5 33 3 3 43 3/8 3150 13 1/3 58 1/2,39 1 4 7 3/4 66 34 23 3 4 17 1 2 5 1 2 36 4 3 1 2 4100 15 63 34 3 7 3 72 37 24 1/16 20 5 1/21 42 4 1 2 3 3 4 5380 21 63 35 98 78 43 27 1/4 22 5 1/2 48 5 4 1/4 6550 24 72 26 98 84 49 28 1/8 22 5 3/4 54 5 1/2.4 3 4 8040 27 65 35 100 90 55 32 7/8 24 6 1/4 60 6 5 8750 30 60 39 99 96 61 36 3/4 24 6 3 4 66 6 1/2 5 1/2 10630 24 78 21 99 102 67 35 11/16 24 7 1/4. 72 7 6 12520 34 78 21 99 108 73 38 5/8 24 7 3 4 78 7 1/2 6 1 2 14430 24 78 21 99 114 79 41 15/16 24 8 1 2 84 8 7 16350 24 78 21 99 120 85 44 13 16 24 9 OAP 'A' .. U) Z O W I ````�►1111I111//j/,, STOEPpF 't.,� LAKE CROSS - SECTIONS OP'T'ION 3 EASEMENT 15' MIN. 2' FREE OARD MIN. NORMAL POOL 100 YEAR, -� Q STER :LI �•�F�' •�, •• USE OUTLET OPTION 3 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE w REVISED; 1 JAN 2400 APPROVED: �+,Ar�•�0U [�`'- a�.: a s -� D �W O Q ' No. CD V) (n Z O J 19358 = o ' STATE OF �• Q ��'•' ' lCi m = m W w J z W O �'•, �.C�'• /NDIM0- � �•� 3 a w O o NAL EN C-0 �.�% ��/ /1111111 ►1��` OFFICE OF THE HAMILTON COUNTY SURVEYOR LAKE CROSS - SECTIONS OP'T'ION 3 EASEMENT 15' MIN. 2' FREE OARD MIN. NORMAL POOL 100 YEAR, -� EMERGENCY SPILLWAY I ! AT 100 YEAR USE OUTLET OPTION 3 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE w REVISED; 1 JAN 2400 APPROVED: �+,Ar�•�0U STANDARD PLAN - -- _______ KENTON C. WARD, AMILTON COUNTY SURVEYOR DATE -� IV V I t: Storm Sewers Bedding, i-launching, Initial Backfill Bedding, haunching, and initial backfill for all RCP installations shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT. 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. Haunching and initial backfill 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. The limit of initial backfill shall be 6- inches above the springline. Minimum trench width shall be the outside diameter of the pipe plus 18- inches. Final Backfill Final backfill for all RCP installations under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirement of the INDOT and 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 subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 95% Standard Proctor Density. Final Backfill for all RCP installations greater than 5 -feet of pavement shall be clean fill material free of rocks larger than 6- inches in diameter, frozen lumps of soil, wood or other extraneous material, compacted in 12 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the excavation. S: \Legal \Carmel RCP Installation Review02 -01 -05 \Storm Sewers.doc INCH PER�SIDE. HORIZONTAL FLARE OAP. NOTES: 1. MANUFACTURE OF END SECTION IS IN ACCORDANCE WITH VERTICAL FLARE APPLICABLE PORTIONS OF A.S.T.M. SPECIFICATION C76. SECTI ❑N B -B PRECAST CONCRETE END SECTION DETAIL 23T, 1 1 /4" 20>> 5 1/4 mod II- I 1 2" 2 1/29) T 1 NOTE: 23" ALL STRUCTURES GREATER THAN THREE FEET IN DEPTH MUST BE ACCESSIBLE AND 33" HAVE STEPS. THE FIRST STEP FROM TOP OF CASTING TO BE THEN 24" MAX., THEN 16" ON- CENTER. DITCH GRATE CASTING SETTING DETAIL NEENAH R -4342 STOOL TYPE DITCH GRATE NOT -TO -SCALE O O co O E W LL_ (i U Q O W 0' >MM oW V) � 0 Z Q LL. ___I / ^, (D V / M1 Cr w UJ � Z O L r n O V 00 Z W 0 Z 0 L- Ln .J 0) c_n J U) 00 o_ Z z O Q 0 SHEET NO. C801 �oB No.47425S2 Q Z _Q I) z w Q U W (n F-- -� Q O w w � w0 D �W O CD V) (n Z O J SHEET NO. C801 �oB No.47425S2 Q Z _Q I) z w Q U rl .-4 N C (1] ..0 Q V_ 66 O 6 L O O N N O J 0) -o vi tv W a L V) A O 00 U Cn N V) Ln N n vi 2' R 0 A—i PAVEMENT SURFACE PLACE EXPANSION JOINT AT BACK OF CURB LINE B OR AT SIDEWALK LINE 2' ROLL CURB J MAX. RAMP SLOPE 1 " /FT. AJ CLASS "A" CONC. SIDEWALK PLAN VIEW RAMP PAVEMENT VAR. VAR. WIDTH OF RAMP 4" SIDEWA K 4' MIN SECTION A —A CONTRACTION JOINT (TYP.) SECTION B —B .v SECTION C –C TYPICAL SIDEWALK RAMP DETAIL FOR HANDICAPPED NOTE: WHERE STORM DRAINS CONFLICT WITH RAMP, RAMPS SHALL BE MOVED TO SIDE OF DRAIN. 6' -0" & 10' -0" SLOPE ASPHALT PATH TO ROAD 1 /4 " /F OR TOWARD TOP OF BANK OF DITCH T. MIN. TYPICAL ASPHALT PEDESTRIAN PATH X— SECTION RESIDENTIAL STREETS ONLY SHOULDER, TOPSOIL, SEED OR SOD, AS REQUIRED TO MATCH EXISTING GRANULAR W BACKFILL z N, W LIMITS OF FULL DEPTH GRANULAR BACKFILL PAVEMENT WIDTH VARIABLE SHOULDER SECTION CURB SECTION WI 3" TOPSOIL, SEED OR SOD AS REQUIRED -- - -' - (STING XISTING GRADE STANDARD FULL DEPTH GRANULAR BACKFILL DETAILS NOT -TO -SCALE EXISTING PAVEMENT 1' -0" W z J SAW CUT FOR CLEAN BREAK SIDEWALK 4" THICK 1.5" H.A.C. SURFACE '° °• °. d ° .a • ° d .O 4 . d d ° d ° d d °' v ..Q ° ° ,. A d . .'a Q ° Q d A. d a 12 THICK PLAIN CONCRETE TO BE FINISHED 1.5" BELOW V -0" MIN. : •• THE EXISTING PAVEMENT BOTH SIDES / .. NOTE: OF TRENCH � � ' • • '' • � ' PLOWABLE FILL TO BE PLACED 1. NEW SURFACE IS TO BE SLOPED AT THE ENTIRE TRENCH TO BOTTOM OF CONCRETE ELEVATION. SAME RATE AS THE EXISTING SURFACE. 2. EXISTING PAVEMENT IS TO BE SAW CUT FOR A CLEAN BREAK. 3. TRENCH SPOIL IS TO BE REMOVED FROM SITE. 4. 1.5" H.A.C. #11 SURFACE 5. BITUMINOUS TACK APPLIED AS PER "INDIANA DEPT. OF HIGHWAYS STANDARD SPECIFICATION 409 & 902. 6. ALL LANE MARKINGS, STRIPING, STOP BARS, ETC. DISTURBED OR REMOVED DURING EXCAVATION ACTIVITIES, SHALL BE RETURNED TO THEIR ORIGINAL CONDITION. 7. PLAIN CONCRETE IS TO BE FINISHED 1.5" BELOW THE EXISTING PAVEMENT. 8. CUT SHALL BE STEEL PLATED DURING CONCRETE CURE TIME AND UNTIL ASPHALT IS APPLIED. 50 R 30' -0" TYPICAL STREET CROSS— SECTION NOT—TO—SCALE 0 SCALE 1.5" H.A.C. SURFACE #11 2" H.A.C. BINDER #8 3" H.A.C. BASE #5D 7" COMPACTED #53 STONE COMPACTED SUBGRADE PAVEMENT COMPOSITIONS NOT —TO —SCALE NOTE: ALL PAVING TO BE COMPLETED IN ONE PAVING SEASON. NOTE: Minimum Cover for Pipe Crossings of City Streets 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) plus 1 -0 ". If the standard practice of the utility that has jurisdiction over the installation has o more stringent cover requirement, the more stringent requirement shall govern. S•\L al \C 1 RCP In 11 ' 6„ 18„ eg arme sta ationReview02- O1-0 5\ MmimumCoverForPipeCrossmgutuityStreets .doc TOPSOIL 2 "R. W SIDEW LK, TOPSOIL, SEED z OR SO), AS REQUIRED TO GRANULAR 3 MATCH EXISTING BACKFILL ALL CUTS MADE IN OR UNDER ANY ROAD SURFACE SHALL BE BACKFILLED WITH B. BORROW WHERE A CUT EITHER TRANSVERSES OR PARALLELS THE ROAD SURFACE. GRANULAR BACKFILL SHALL BE PLACED IN THAT PORTION OF THE CUT. THE ENTIRE EXCAVATED AREA WITHIN THE RIGHT -OF WAY. MAY -25 -2005 WED 1133 AIM CITY OF CARMEL FAX NO. 317 571 2439 P. 04 Property Line /-9ock Of Curb I S X' —C" Mir,: Graded own" I Slope �" fl. c ;I - .4" Sidewalk ' - 4 Tcp Soil Hackfili ' Prepared Subgrede TYPICAL SIDEWALK SECTION NOT TO SCALE * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 5 IN DEPTH, SUBGRADE OR BASE UNDER ALL CURBS, SIDEWALKS, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. Tooled Or Sawed Joints % Thickness ,.: Class "A Concrete .' " 4" Minirnvrn Siotwolk Built with' Driveways Shoo Have Minimum Thickness Or i Or Thickness Of Orivewcy Which Ever Is Greater. CONCRETE SIDEWALK NOT W SCALE CITY OF CARMEL STANDARDS SIDEWALK DETAILS REVISE FIGURE 10 -14 �' ?1 Spacing Between ° N Transverse Joints N y P � Shell 2 "R. ' 4" •a . ° SLOPE 1/4" PER FOOT a ° 12– 3/4" °. ° ° : d 9 -3/ ASPHALT PATH ° a °co ° ° ° ° ° 'd ° ° d _ 110# SYD. BITUM SURFACE NO. 11. LV ON o 0 0 00 .° — — 220 SYD. BITUM BINDER NO. 8, LV ON 000000 # 000000000 0000 000000 0000 000 00 or 5" COMPACTED AGGREGATE BASE, SIZE NO. 53 COMPACTED BACKFILL °o 00 0000 000 "0000 CO 000000oaD oo COMPACTED 006 0 0 0 0 0 0 �o00 0O o 0o°s c� o #53 STONE W SIDEW LK, TOPSOIL, SEED z OR SO), AS REQUIRED TO GRANULAR 3 MATCH EXISTING BACKFILL ALL CUTS MADE IN OR UNDER ANY ROAD SURFACE SHALL BE BACKFILLED WITH B. BORROW WHERE A CUT EITHER TRANSVERSES OR PARALLELS THE ROAD SURFACE. GRANULAR BACKFILL SHALL BE PLACED IN THAT PORTION OF THE CUT. THE ENTIRE EXCAVATED AREA WITHIN THE RIGHT -OF WAY. MAY -25 -2005 WED 1133 AIM CITY OF CARMEL FAX NO. 317 571 2439 P. 04 Property Line /-9ock Of Curb I S X' —C" Mir,: Graded own" I Slope �" fl. c ;I - .4" Sidewalk ' - 4 Tcp Soil Hackfili ' Prepared Subgrede TYPICAL SIDEWALK SECTION NOT TO SCALE * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 5 IN DEPTH, SUBGRADE OR BASE UNDER ALL CURBS, SIDEWALKS, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. Tooled Or Sawed Joints % Thickness ,.: Class "A Concrete .' " 4" Minirnvrn Siotwolk Built with' Driveways Shoo Have Minimum Thickness Or i Or Thickness Of Orivewcy Which Ever Is Greater. CONCRETE SIDEWALK NOT W SCALE CITY OF CARMEL STANDARDS SIDEWALK DETAILS REVISE FIGURE 10 -14 �' ?1 Spacing Between ° N Transverse Joints N y P � Shell Mi1Y- 25 -cCC5 WED 11;37 AM CI'I "t Ul' Cr'tl <1E1 FAY, t10, 317 571 ?4;i9 P. 02 t-rY;r Or Side''t�aik SuriJ"e ry i 9 I f-• t.a Cr_tC Curb >rr. Gurr; Ct Gt:itei ��., t �•� Pa'�emc it jjrF / ti •t�t t c� iL'psh *E Aag'.].� e,_,•- -'• roe z 4. F'I'NE. UitiGEr�'D -AiP�! (1•yPie�l Ir;3 iullc;rtirrt �5) NOTE: PIPE SWr<LL t,rFv;;l,' Ito fL�.TViNi;h,TENTS OF WL':llGry Si�c.17 C'F Sish ![)k1 :D'•,r'�.,IFj4�.?�C)��. 1NSiALLf.TiC?11 �iE�.Tl1;( :t�: Ei "vii. CF Pa.'t:1.lEiyT 1''.'lyERL REQUii`1ED BY .Iii Lr'GIt;LER, 1, Jil;llrcFh�•E LT REVERSE GUTTER CHAIRBACK CURB NOT –TO –SCALE LO MAY-25-2005 WED 11.33 AM CITY OF CARMEL FAY, N0. 3i7 Sit 2439 P. 03 Tcp Soil Low Poirt Compacted Batkfill -- �'� /// %�� • Class 'A Concrete � �Compocted subgrade or Aggregate Bose 24" Idinimum r NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT ;HALL BE SIMILAR SHAPE. CURE ALL EXPOSED SURFACES. DAMPEN SU@GRADC pEFORE PLACING CONCRETE. ' I CITY OF CARMEL STANDARDS CbNCRETE ROLL CJRB &GUTTER REV1sEo rIGU4� 1l1 -1rl BACK OF CURB 5' -0" MIN. 5' -0 COMPACTED SUBGRADE " MIN. GRADED LAWNS TOP SOIL � .e �• ' . a .. � — — — — — — — — d ,, : • TOP SOIL • ' III =III =111 =1 MIN. 4" � MIN. 3" * BACKFILL I PREPARED SUBGRADE PROPERTY LINE TYPICAL SIDEWALK SECTION NOT —TO —SCALE * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 6" IN DEPTH. SUBGRADE UNDER ALL CURB ,SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. NOTE: THAT ALL CONCRETE AND BITUMINOUS MATERIAL PRODUCTION, TRANSPORT AND DELIVERY, PAVING AND PLACEMENT OPERATIONS FOR IMPROVEMENTS LOCATED WITHIN EXISTING OR FUTURE CITY OF CARMEL RIGHT —OF —WAY SHALL CONFORM TO THE REQUIREMENTS OF THE INDOT STANDARD AND SUPPLEMENTAL SPECIFICATIONS, LATEST EDITION. 5, -0„ 1, -0„ W Z J i%v�L- I.VRO a. VV 1 ILrC �•��v�r -„� TYPE I MATERIAL 5 \ Water &SewerUnderCityStreets.doc NOTE: All paving within the existing and proposed City right —of —way shall conform to the requirements of the department of Engineering. Please odd a note to the drawings that the Contractor shall contact the Department of Engineering to schedule a pre -construction meeting to review the Department's construction requirements, s toff notification requirements, required inspections for certain stages of the work and to review the authority of the ♦ ♦♦ STOEPpF�'� /// No. s 19358 'o STATE OF '�� rr S . S• NOTE: Water and Sewer Under City Streets Bedding, Haunching, Initial Backfill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B ackfill Find . backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 —feet of pavement shall be B— Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 —ir :ch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for ':he top 6— inches of the excavation below the start of the aggregate subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S :\Legal \Carmel RCP Installation Review02 -01 -0 Department as it relates to work within the existing and proposed City right —of —way. S :\Legal \Carmel RCP Installation Review02 -01 -05 \Depart 100' PAVEMENT TRANSVERSE EXPANSION JOINTS * * * ** WHEN BUILT IN CONJUCTION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER SHOULD BE TIED TO THE PAVEMENT BY 1/2" ROUND DEFORMED BARS AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION JOINTS SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD BE INSTALLED AT 20 FOOT SPACING. CURB JOINT DETAIL mentOfEngineeringNote.doc z 0 w Y Q w I- Q 0 0 >- w _ °° LL J Z � O a W a Li M cYi W can � Ln O O O w U (n N Q •� z Q O In ° i— z (n 0 .. Z Q Q 'L_ J � (n I W CN w of Z O CD 00 Z � w CD j`r') Z � � I ___I � cn U1 00 0 Z � z O Q U z Q 0 Ld z Q0 W W � WZ o W W -U � O J W N� L.L Q U SHEET N0. C802 JOB NO. 47425S2 teat Efeeeed o o v • � T T.25 Times wldlh LT REVERSE GUTTER CHAIRBACK CURB NOT –TO –SCALE LO MAY-25-2005 WED 11.33 AM CITY OF CARMEL FAY, N0. 3i7 Sit 2439 P. 03 Tcp Soil Low Poirt Compacted Batkfill -- �'� /// %�� • Class 'A Concrete � �Compocted subgrade or Aggregate Bose 24" Idinimum r NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT ;HALL BE SIMILAR SHAPE. CURE ALL EXPOSED SURFACES. DAMPEN SU@GRADC pEFORE PLACING CONCRETE. ' I CITY OF CARMEL STANDARDS CbNCRETE ROLL CJRB &GUTTER REV1sEo rIGU4� 1l1 -1rl BACK OF CURB 5' -0" MIN. 5' -0 COMPACTED SUBGRADE " MIN. GRADED LAWNS TOP SOIL � .e �• ' . a .. � — — — — — — — — d ,, : • TOP SOIL • ' III =III =111 =1 MIN. 4" � MIN. 3" * BACKFILL I PREPARED SUBGRADE PROPERTY LINE TYPICAL SIDEWALK SECTION NOT —TO —SCALE * THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 6" IN DEPTH. SUBGRADE UNDER ALL CURB ,SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. NOTE: THAT ALL CONCRETE AND BITUMINOUS MATERIAL PRODUCTION, TRANSPORT AND DELIVERY, PAVING AND PLACEMENT OPERATIONS FOR IMPROVEMENTS LOCATED WITHIN EXISTING OR FUTURE CITY OF CARMEL RIGHT —OF —WAY SHALL CONFORM TO THE REQUIREMENTS OF THE INDOT STANDARD AND SUPPLEMENTAL SPECIFICATIONS, LATEST EDITION. 5, -0„ 1, -0„ W Z J i%v�L- I.VRO a. VV 1 ILrC �•��v�r -„� TYPE I MATERIAL 5 \ Water &SewerUnderCityStreets.doc NOTE: All paving within the existing and proposed City right —of —way shall conform to the requirements of the department of Engineering. Please odd a note to the drawings that the Contractor shall contact the Department of Engineering to schedule a pre -construction meeting to review the Department's construction requirements, s toff notification requirements, required inspections for certain stages of the work and to review the authority of the ♦ ♦♦ STOEPpF�'� /// No. s 19358 'o STATE OF '�� rr S . S• NOTE: Water and Sewer Under City Streets Bedding, Haunching, Initial Backfill Bedding, haunching, and initial backfill materials, placement and compaction for water mains, water service laterals, sanitary mains and sanitary service laterals shall be in accordance with the standard practice of the utility that has jurisdiction over the installation. Final B ackfill Find . backfill for water mains, water service laterals, sanitary mains and sanitary service laterals under and within 5 —feet of pavement shall be B— Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 —ir :ch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for ':he top 6— inches of the excavation below the start of the aggregate subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less then 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. S :\Legal \Carmel RCP Installation Review02 -01 -0 Department as it relates to work within the existing and proposed City right —of —way. S :\Legal \Carmel RCP Installation Review02 -01 -05 \Depart 100' PAVEMENT TRANSVERSE EXPANSION JOINTS * * * ** WHEN BUILT IN CONJUCTION WITH CONCRETE PAVEMENT, EXPANSION AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER SHOULD BE TIED TO THE PAVEMENT BY 1/2" ROUND DEFORMED BARS AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION JOINTS SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT INTERVALS NOT TO EXCEED 100 FEET. CONTRACTION JOINTS SHOULD BE INSTALLED AT 20 FOOT SPACING. CURB JOINT DETAIL mentOfEngineeringNote.doc z 0 w Y Q w I- Q 0 0 >- w _ °° LL J Z � O a W a Li M cYi W can � Ln O O O w U (n N Q •� z Q O In ° i— z (n 0 .. Z Q Q 'L_ J � (n I W CN w of Z O CD 00 Z � w CD j`r') Z � � I ___I � cn U1 00 0 Z � z O Q U z Q 0 Ld z Q0 W W � WZ o W W -U � O J W N� L.L Q U SHEET N0. C802 JOB NO. 47425S2 W N� L.L Q U SHEET N0. C802 JOB NO. 47425S2 ;-i ..0 a 0 d- rYi In 0 0 N 0 9 of v Ld a c� to z 0 0 a� U_ lT v N kn In N n d' i m f; '10 FEET OF THE A S NITARY SEWER f r ✓ ; r , a PLANT NAME ' � a� RtXiTICR H4 °.f NOTES l w ABIES CONCOLOR = E �F Ni$H f flu:) S� pCXRR.I A Y k Mx ACKF4l S�71 w %Ti1Ri COMPACTED BAWIL LOXTURE 6' HT EXVTW SOL FULL TO GROUND, MATCHED NTS 'ACER PLATANOIDES'EMERALD QUEEN' AE _ 21 ,EMERALD QUEEN NORWAYMAPLE 2 1/2" CAL AS SHOWN FULL, STRONG - STRAIGHT TRUNK ACER GRISEUM "- - AG 6 PAPERBARK MAPLE 1 1/2" CAL AS SHOWN FULL, STRONG STRAIGHT TRUNK f; '10 FEET OF THE A S NITARY SEWER f r ✓ ; r , PLAN NOTES: 1O MASONRY WALL, TYP. SEE DETAIL SHEET 1-1.03 2O ORNAMENTAL FENCING, TYP. O CARMEL DAD'S CLUB LACROSSE FIELDS AND PARKING, TYP. O4 MASONRY COLUMN, TYP. SEE DETAIL SHEET 1-1.03. 5O WOVEN WIRE NO CLIMB FENCE, S OFF PROPERTY LINE PRONF ONLY AS NFF,)FD /-- RUF3BER HOSE /-- A4UL7,57NAND WIRE Gk 14 GAUGE WIHE ,, --TREE WRAPPING • 00h FALL INS7ALLATION ONLY) �- -7' FENCE POST (AS NEMc -o) /•^- •- XSHAEDDED BANK MULCH '31SAUCEA J --- Fl�BSIi GRADE ,--- EXISIJING SOtL t-6Achru SOIL AAIXTUFiE' --- -COMPACIED BACKFILL I XTUHE NTS, SHADE TREE PLANTING DETAIL a PLANT NAME ' � a� RtXiTICR H4 °.f NOTES PLAN NOTES: 1O MASONRY WALL, TYP. SEE DETAIL SHEET 1-1.03 2O ORNAMENTAL FENCING, TYP. O CARMEL DAD'S CLUB LACROSSE FIELDS AND PARKING, TYP. O4 MASONRY COLUMN, TYP. SEE DETAIL SHEET 1-1.03. 5O WOVEN WIRE NO CLIMB FENCE, S OFF PROPERTY LINE PRONF ONLY AS NFF,)FD /-- RUF3BER HOSE /-- A4UL7,57NAND WIRE Gk 14 GAUGE WIHE ,, --TREE WRAPPING • 00h FALL INS7ALLATION ONLY) �- -7' FENCE POST (AS NEMc -o) /•^- •- XSHAEDDED BANK MULCH '31SAUCEA J --- Fl�BSIi GRADE ,--- EXISIJING SOtL t-6Achru SOIL AAIXTUFiE' --- -COMPACIED BACKFILL I XTUHE NTS, SHADE TREE PLANTING DETAIL QTY. PLANT NAME ' � a� RtXiTICR H4 °.f NOTES IDR 34 SALVE Yw) YSrulcDOi / 7! ,--i t6 t Q N O C6 Ln Ln O O N 1 �p� J 01 'D C f0 a rn c v c m N O Q. V i N U) Ln N d" n i