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06040008 Civil Construction Plans Approval Pending - NFC Rcv. 4/4/2006 DOCS
QG��l,1 �lal� NOT TO SCALE r r i r e a -I, 4 OPLS Vvq-AP MOT TO SCALE FUTURE Village of WestClay SECTION 6001 51TE LAIP SCALE: 1" = 120' 0 Q 0 w 0 I µ,. -•, 14i gp�fk � €r/ C I I SEC. 29-Tl 8N-R3E C2 L ES Ilk, _• - - t jO�] 0-111J(J�ISg EVELOPE'n'51113 : E. ' ROADWAY DESIGN SPEED = 20MPH REVISIONS: DATE: I BY: DESCRIP11ON: PROJECT ENGINEER: CHECKED BY: DATE CHECKED: COU TY DIANA DD E EL!�iF' IF:JP' 12827 E. NEW MARKET STREET, SUITE 200 CARMEL, INDIANA 46032 1317] 574 -3400 13171 574 -3919 FAX brenwick@brenwick.com \ti Sch eic•�er 12821 E. New Market Street Architecture Suite 301 Civil Engineering Interior Design Carmel, IN 46032 Environmental Engineering Land Surveying Telephone: 317.569.8112 Geotechnical Services Landscape Architecture Fax: 317.826.6410 GIS * LIS Transportation Engineering www.schneidercorp.com Home Builder Services AP NOT CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke @schneidercorp.com © 2006, The Schneider Corporation OL,D40DUE T. '' No. rm- nw% VIA.. PEP I i� FO S AL DATE: 03/01/05 JOB No. 1238.6003 INDEX SHEET No. DESCRIPTION C100 COVER SHEET C101 DEVELOPMENT PLAN C102 PRE — CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN C103 STORMWATER POLLUTION PREVENTION PLAN C104 TRAFFIC CONTROL PLAN C201 STREET PLAN & PROFILE C401 SANITARY SEWER PLAN & PROFILE C701 WATER DISTRIBUTION PLAN C702 WATER DETAILS & SPECIFICATIONS C801 STREET DETAILS C802 SANITARY SEWER DETAILS C803—C804 STORMWATER POLLUTION PREVENTION DETAILS & SPECIFICATIONS C805 HAMILTON COUNTY DETAILS C901 SPECIFICATIONS \ti Sch eic•�er 12821 E. New Market Street Architecture Suite 301 Civil Engineering Interior Design Carmel, IN 46032 Environmental Engineering Land Surveying Telephone: 317.569.8112 Geotechnical Services Landscape Architecture Fax: 317.826.6410 GIS * LIS Transportation Engineering www.schneidercorp.com Home Builder Services AP NOT CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke @schneidercorp.com © 2006, The Schneider Corporation OL,D40DUE T. '' No. rm- nw% VIA.. PEP I i� FO S AL DATE: 03/01/05 JOB No. 1238.6003 GM TION SHEET OF 15 FILE NAME: N: \ 1238 \6003 \DWGS \HARLESTON\C100.DWG rte• r j - -f GM TION SHEET OF 15 FILE NAME: N: \ 1238 \6003 \DWGS \HARLESTON\C100.DWG 90 '.2 a � i' X .• . 1 v 1vI\L ,-) L- v I I viv HOLEY MOLEY SAYS 1. ALL GRADES AT BOUNDARY SHALL MEET EXISTING GRADES. DON'T �t 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS DIG PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF BLIND THE VARIOUS UTILITIES FOR PROPER STAKE LOCA11ONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF a ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 3. STANDARD SPECIFICATIONS FOR THE HAMILTON COUNTY SURVEYOR SHALL APPLY FOR ALL STORM SEWERS. 4. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED "IT'S THE LAW" PRIOR TO ANY EXCAVATION FOR FIE LOCATION OF CALL 2 WORKING DAYS BEFORE YOU DIG SERVICES. 1- 800- 382 -55 5. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. CALL TOLL FREE 6. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE i PER INDIANA STATE LAW IS -69 -1991. PERFORMED IN COMPLIANCE WITH APPLICABLE 0 S H A r ASSUMED NORTH ... . ' STANDARDS FOR WORKER SAFETY. f 81. I GAINST THE LAW TO EXCAVATE 7. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. ":tip-'- - WNOf'T NOTIFYING THE UNDERGROUND » _ > X U. _. '1 - TI€N SERVICE TWO (2) WORKING SCALE. — 5 0 8. REMOVE AND BACKFILL ALL AREAS WHERE ANY FIELD TILE .....c.:14:• fI':'::: r CROSSES PROPOSED HOUSE PADS. ALL FIELD TILES Y' f w : -.r 1" ' ORE COMMENCING WORK :u. EF INTERCEPTED TO BE PERPETUATED INTO STORM SEWER :s r, n p N ' i. ? }' i !. F-i —• � -. s 2 •ri tliei :z::9 ^::'ria»>:i:u.r:a U, SYSTEM OR LAKE. THE SUBCONTRACTOR SHALL N011FY IN ._......... _ .._._.. -- - err_: WRITING THE OWNER AND THE ENGINEER IN ANY .- m. pq CIRCUMSTANCES WHERE THIS CANNOT BE ACCOMPLISHED. ....... E -- ALL FILL (ENGINEERED FILL) SHALL BE COMPAC TE D TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY (ASTM ,i <<L E `I.:. �, D -1557. FILL UNDER THE FOOTING SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY ASTM D-1557). FILL SHOULD EXHIBIT A MAXIMUM DRY DENSITY OF AT LEAST 105 ; ) it d PCF, AND HAVE A LIQUID LIMIT LESS THAN 50 AND PLASTICITY INDEX L.•_F; OF LESS THAN 25. SANDY FILL MUST HAVE LESS THAN 15 PASSING . E -ER, iLl N E EIS-M .. _ z . ..: It 10. WAIERMAIN VALVES SHALL NOT BE LOCATED UNDER PAVEMENT, 04000551176! C7400055�(6 ..:.: m:::.: SIDEWALK OR CURB. `� { 3 �.. : *� f� 11. 100 YEAR FLOODPLAINS, FLOODWAY FRINGES AND FLOODWAYS: NONE )NUMENT 1 t, Y,. 3N FSMT, i r f I a _ fr ry D11 SEE TOWNE ROAD IMPROVEMENT I PLANS FOR FURTHER TOWNE ROAD DETAIL. NOTE: SEE TOWNE ROAD IMPROVEMENT PLANS FOR PROPOSED DESIGN EAST OF STATION 2 +04.37. -- — _ - -_ -- — Existing Storm Sewer —� New Storm Sewer ...._ ......... - Existing Sanitary Sewer w New Sanitary Sewer f - -- -- 001u Existing Contour �—' OW — — Proposed Contour x E'l.EV Existing Elevation 000.00 New Pavement Grade 000.00 All Other Finish Grades ME Match Existing Grades 00o Storm Structure Number 9 Sanitary Structure Number 0 Flow Arrow -------- - - - - -- 6" Subsurface Drain F- -- 4" SSD Lot Lateral oao.00 .. — Swale (0 W Water Main 1, -�-�- Existing Trees —� - - - -�- — Existing Gas Main -- -� - - -1 --� Existing Telephone __._ , �;_._, ..._._._.._._..._.....W ..._._ Existing Water Main -- ° °� - - - - -- Existing Flowline -- - --- -- -0- Existing Existing Overhead Utilities O 2' Valley Gutter O2' Chairback Curb w/o Gutter Emergency Flood Routing TBM X44 USGS BENCHMARK CUT "X" NORTH BONNET BOLT IN FIRE HYDRANT EAST SIDE HOOVER RD. ±100' SOUTH OF CLARIDGE FARM ENTRANCE. ELEVATION — 893.39 F TE: ORM SEWER CASTINGS TO BE LABELED UMP NO WASTE - DRAINS TO WATERWAY" NOTE: NO KNOWN PUBLIC WATER SYSTEMS WITHIN 50' OF PROPOSED SANITARY SEWERS. NO F.E.M.A. OR D.N.R. MAPPED 100 YEAR FLOODWAY OR FLOODPLAIN PER HAMILTON COUNTY, IN, MAP NUMBER 18057CO2026F. CLAY TOWNSHIP REGIONAL WASTE DISTRICT SANITARY SEWER STRUCTURE NUMBER PREFIX: VWC —W -000 (Village of WestClay —West— Structure number) 10 Oa . T• 8 ''''' %, Qj .' Fo No.r 10000075 V � STATE OF = o- �,,,,, NA1- ��iirr r r r t t t n t ttt��` DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) -..� THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www. sch n e i d ercorp. com Architecture Civil Engineering Environmental Engineering Geotechnical Services G I S* L I S Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering v 4/3/06 1238.6003 0b CHECKED BY: w O DEVELOPMENT PLAN DRAMf44tG R4 ..ES: N: \1238 \6003 \DW6S \HARLESTON \C101.DWG b XREF. CA12.DWG, CA2I.DWG As ACIL SHEET NO.: d � Q� CID 9 a 0 �a z C) Q z @s Q � � o � s LLJ 10 Oa . T• 8 ''''' %, Qj .' Fo No.r 10000075 V � STATE OF = o- �,,,,, NA1- ��iirr r r r t t t n t ttt��` DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) -..� THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www. sch n e i d ercorp. com Architecture Civil Engineering Environmental Engineering Geotechnical Services G I S* L I S Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: w O DEVELOPMENT PLAN DRAMf44tG R4 ..ES: N: \1238 \6003 \DW6S \HARLESTON \C101.DWG XREF: 6001- BS.DWG, 6002- BS.DWG XREF. CA12.DWG, CA2I.DWG XREF: HARLESTON- BS.DWG SHEET NO.: Q) CID a �a z C) Q z � DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: DEVELOPMENT PLAN DRAMf44tG R4 ..ES: N: \1238 \6003 \DW6S \HARLESTON \C101.DWG XREF: 6001- BS.DWG, 6002- BS.DWG XREF. CA12.DWG, CA2I.DWG XREF: HARLESTON- BS.DWG SHEET NO.: � a 11 i - t \ 11 I .1 I ( \ 1� " __ - 4 ___ = i 41 %\\,�_� - ' I :z .1, - 5 : _� I � - � � "" - , , S i \ iL ,. , - ___`- Z f f � . _4 ��. 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F. = i . W �. a H :F .. - -:: - r� M 5 .: . r ... . i .1 . E i I E I - - z - ., - Ir S 4- S - / - IL i ; I I SEE TOWNE ROAD IMPROVEMENT PLANS FOR FURTHER TOWNE ROAD DETAIL. I I - - - - - - � - I - - - . - - I ASSUMED NORTH SCALE: 1"=50 ' HOLEY MOLEY SAYS "DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS-69-1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. - - II 9- yl Z--' co M-Mi N ..:! : ..... Hu'" ft__u� . . . . . . uh- J.";- -,f- -,tl�.:t,�::= . - _. .. - .. 'd.- ";. 111.1.. - ,iu. w .- =1nti" .. . ,;; .. _. - ..... !=� Existing Storm S ewer 111111111"% � �11111Q-� New Storm Sewer .... __ ._ ;:- ::,.-,-...-:-,.---,�l=.�--�.��.$.= :::::;::::.;, 'i..:.: ..... �!;:-, Existing Sanitary S ewer � r*s New Sanitary Sewer - , " _._____;_. 0 1' fl ki Ili -`-7__-__.__ Existing Contour . . . . . . . . . . . . . . . . 1. . . . . . . . . . . . . . . . . . . . . . . I TT TEMPORARY SEEDING I . . . . . . . . . - .., . - - .%. HATCH PATTERN DENOTES PERMANENT SEEDING I ... %. ... . 8. IV/// .. / HATCH PATTERN DENOTES EROSION CONTROL BLANKET ffl CURB INLET SEDIMENT BARRIER (TYP) M BEEHIVE INLET PROTECTION I 0 DANDY BAG OR EQUAL (TYP) ^ STRAW BALES (TYP) . X - SILTATION FENCE -- - CONSTRUCTION LIMITS 0 /BARRIER I I I - - RECEIVING WATER, JW BRENDLE DITCH & ELLIOT CREEK - CONTACT PERSON: KEVIN KRULIK BRENWICK DEVELOPMENT 12821 E. NEW MARKET ST., SUITE 200 CARMEL, IN 46032 (317) 574-3400 NOTE: ADDITIONAL STORMWATER POLLUTION PREVENTION MAY BE REQUIRED IN THE FIELD BY HAMILTON COUNTY SURVEYOR'S .OFFICE OR HCSWCD INSPECTOR I NOTE: RULE 5 REQUIRES ALL DISTURBED AREAS THAT WILL POTENTIALLY BE IDLE FOR 15 DAYS OR MORE TO BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. - � 2 a 0 ,rm"= 0 F= 20 C== 9 n 2z M Eg �= A. to 2 G 0 - &MA� - 0 E26 0 @= LL @= 0 .. Cn 507-1, = C.L= CD S Uj Lf CJ tA T. 8/,''' %/ � ,, , .... _... �s , - *" G\S IT,C..'. ?X'.. ' - TC ' N . . - / /``` � - . � ,4�,o -... . .. S. . I . -_ No. *. .- " = . . = = . . = =..O:-. 10000075 :: = .., : -� , . Qz :z . . 1� -�O_ *"- STATE OF . * 1�_ 0, --. - .. ( .#x - . . . \: I - ;% - - ':�N` VV . . ... - 'N 0 � �� . .. R , / S " * ,\\\\, %,�% vlll;l,, /0NA1_ 'C ,\\\\\N j 1� 900� 0 DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONTAINED CONCEPTS HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. @ COPYRIGHTED BY THE SCHNEIDER CO RP. (2006)1 - - - - - � - , - � . - _� 5 - � - , - ____ , ;�, -, z . . - - - �. - - � � - . - - - 0 THE SCHNEIDER CORPORATION . 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.641 0 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CIO (D r I U I- 04 V) &___q W Q) U"), _<4 ::21 -<4 � CL-1 Z :::� i i C:) _ 1.4 C=� z � i i i I 4--i (D �..� R� �4 - FZ4 0 &..q �� >�� 124 C4 bz Wz I 11 FzQ I I - - � DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: PRE - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C102.DWG XREF: 6001-BS.DWG, 6002-BS.DWG XREF: CA12.DWG, CA21.DWG XREF: HARLESTON-BS.DWG SHEET NO.: na - I - - RECEIVING WATER, JW BRENDLE DITCH & ELLIOT CREEK - CONTACT PERSON: KEVIN KRULIK BRENWICK DEVELOPMENT 12821 E. NEW MARKET ST., SUITE 200 CARMEL, IN 46032 (317) 574-3400 NOTE: ADDITIONAL STORMWATER POLLUTION PREVENTION MAY BE REQUIRED IN THE FIELD BY HAMILTON COUNTY SURVEYOR'S .OFFICE OR HCSWCD INSPECTOR I NOTE: RULE 5 REQUIRES ALL DISTURBED AREAS THAT WILL POTENTIALLY BE IDLE FOR 15 DAYS OR MORE TO BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. - � 2 a 0 ,rm"= 0 F= 20 C== 9 n 2z M Eg �= A. to 2 G 0 - &MA� - 0 E26 0 @= LL @= 0 .. Cn 507-1, = C.L= CD S Uj Lf CJ tA T. 8/,''' %/ � ,, , .... _... �s , - *" G\S IT,C..'. ?X'.. ' - TC ' N . . - / /``` � - . � ,4�,o -... . .. S. . I . -_ No. *. .- " = . . = = . . = =..O:-. 10000075 :: = .., : -� , . Qz :z . . 1� -�O_ *"- STATE OF . * 1�_ 0, --. - .. ( .#x - . . . \: I - ;% - - ':�N` VV . . ... - 'N 0 � �� . .. R , / S " * ,\\\\, %,�% vlll;l,, /0NA1_ 'C ,\\\\\N j 1� 900� 0 DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONTAINED CONCEPTS HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. @ COPYRIGHTED BY THE SCHNEIDER CO RP. (2006)1 - - - - - � - , - � . - _� 5 - � - , - ____ , ;�, -, z . . - - - �. - - � � - . - - - 0 THE SCHNEIDER CORPORATION . 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.641 0 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CIO (D r I U I- 04 V) &___q W Q) U"), _<4 ::21 -<4 � CL-1 Z :::� i i C:) _ 1.4 C=� z � i i i I 4--i (D �..� R� �4 - FZ4 0 &..q �� >�� 124 C4 bz Wz I 11 FzQ I I - - � DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: PRE - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C102.DWG XREF: 6001-BS.DWG, 6002-BS.DWG XREF: CA12.DWG, CA21.DWG XREF: HARLESTON-BS.DWG SHEET NO.: na - I CJ tA T. 8/,''' %/ � ,, , .... _... �s , - *" G\S IT,C..'. ?X'.. ' - TC ' N . . - / /``` � - . � ,4�,o -... . .. S. . I . -_ No. *. .- " = . . = = . . = =..O:-. 10000075 :: = .., : -� , . Qz :z . . 1� -�O_ *"- STATE OF . * 1�_ 0, --. - .. ( .#x - . . . \: I - ;% - - ':�N` VV . . ... - 'N 0 � �� . .. R , / S " * ,\\\\, %,�% vlll;l,, /0NA1_ 'C ,\\\\\N j 1� 900� 0 DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONTAINED CONCEPTS HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. @ COPYRIGHTED BY THE SCHNEIDER CO RP. (2006)1 - - - - - � - , - � . - _� 5 - � - , - ____ , ;�, -, z . . - - - �. - - � � - . - - - 0 THE SCHNEIDER CORPORATION . 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.641 0 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CIO (D r I U I- 04 V) &___q W Q) U"), _<4 ::21 -<4 � CL-1 Z :::� i i C:) _ 1.4 C=� z � i i i I 4--i (D �..� R� �4 - FZ4 0 &..q �� >�� 124 C4 bz Wz I 11 FzQ I I - - � DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: PRE - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C102.DWG XREF: 6001-BS.DWG, 6002-BS.DWG XREF: CA12.DWG, CA21.DWG XREF: HARLESTON-BS.DWG SHEET NO.: na - I DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: PRE - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C102.DWG XREF: 6001-BS.DWG, 6002-BS.DWG XREF: CA12.DWG, CA21.DWG XREF: HARLESTON-BS.DWG SHEET NO.: na - I SEE TOWNE ROAD IMPROVEMENT PLANS FOR FURTHER TOWNE ROAD DETAIL. i ASSUMED NORTH SCALE: 1"=50 ' HOLEY MOLEY SAYS "DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. Existin g Storm Sewer New Storm Sewer Existing Sanitary Sewer c:.••an:.�«:ac�rn:_. « «u �::a•:::.- :p«....r•::a: nun:::::::::: F;:: xa« mua.: c: c�x ._:::rc...ttr..u:u«:trr.:.a-�.«w ,aF New Sanitary Sewer Existing Contour •'.: HATCH PATTERN DENOTES TEMPORARY SEEDING .. HATCH PATTERN DENOTES PERMANENT SEEDING VHATCH PATTERN DENOTES EROSION CONTROL BLANKET 61 CURB INLET SEDIMENT BARRIER (TYP) O BEEHIVE INLET PROTECTION 0 DANDY BAG OR EQUAL (TYP) N:\ 1238 \6003 \DWGS \HARLESTON \C103.DWG STRAW BALES (TYP) XREF: CA12.DWG, CA21.DW6 SILTATION FENCE � -- — CONSTRUCTION LIMITS O TEMPORARY SEDIMENT FILTER/BARRIER F EIVING WATER: JW BRENDLE H & ELLIOT CREEK CONTACT PERSON: KEVIN KRULIK BRENWICK DEVELOPMENT 12821 E. NEW MARKET ST., SUITE 200 CARMEL, IN 46032 (317) 574 -3400 NOTE: ADDITIONAL STORMWATER POLLUTION PREVENTION MAY BE REQUIRED IN THE FIELD BY HAMILTON COUNTY SURVEYOR'S OFFICE OR HCSWCD INSPECTOR NOTE: RULE 5 REQUIRES ALL DISTURBED AREAS THAT WILL POTENTIALLY BE IDLE FOR 15 DAYS OR MORE TO BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. OWN . T B ''''' %, ��`G 1STE,�' No. 10000075= �0 STATE OF S' /////17 NAB ����,� / /III II I I11111� DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: w O STORMWATER POLLUTION PREVENTION PLAN w N:\ 1238 \6003 \DWGS \HARLESTON \C103.DWG U XREF: CA12.DWG, CA21.DW6 � � C mnwln-�U3 W a� O y 0 Q z A2 a� o � s Uj OWN . T B ''''' %, ��`G 1STE,�' No. 10000075= �0 STATE OF S' /////17 NAB ����,� / /III II I I11111� DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: w O STORMWATER POLLUTION PREVENTION PLAN w N:\ 1238 \6003 \DWGS \HARLESTON \C103.DWG U XREF: CA12.DWG, CA21.DW6 � � C mnwln-�U3 W O y q z Q z O Q) W DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N:\ 1238 \6003 \DWGS \HARLESTON \C103.DWG XREF: 6001- BS.DWG, 6002-BS-DWG XREF: CA12.DWG, CA21.DW6 XREP. HARLESTON- BS.DWG SHEET NO.: C mnwln-�U3 I ASSUMED NORTH SCALE: 1 "= 50 ' LEGEND HOLEY MOLEY SAYS "DON'T DIG BLINDT "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. NOTE: ALL SIGNS ARE TO BE INSTALLED BY THE CITY AND REQUIRE AN ORDINANCE. TYPE OF SIGN SPECIFICATION QUANITY SO STOP SIGN R1 -1; 30 "X30" 1 +POST TRAFFIC CONTROL 20 SPEED LIMIT (20 MPH) R2 -1; 24 "X30" 2 +POSTS XREF: HARLESTON- BS.DWG SN STREET NAME SIGN SEE DETAIL C804 1 +POST YIELD SIGN R1 -2; 36 "X36 "X36 0 +POSTS O 0 END OF ROAD MARKER SEE STD. DETAIL 0 + POST O ROUND -A -BOUT SIGN s w 0 + POST }Q)� STREET LIGHT SEE DETAIL C103 0 + POST NOTE: ALL SIGNS ARE TO BE INSTALLED BY THE CITY AND REQUIRE AN ORDINANCE. \\\\\\0 XN T. -0yG�STERF �. '0 .F N o. 10000075 ?0 STATE OF DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3106 O c� — �V o� TRAFFIC CONTROL r--� w N:\1238\6003\DWGS\HARLESTON\ClO4.DWG U N a XREF: HARLESTON- BS.DWG SHEET NO.: (Cn(04 O O OC X O IL um a� O z 0 s w U U \\\\\\0 XN T. -0yG�STERF �. '0 .F N o. 10000075 ?0 STATE OF DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3106 1238.6003 DRAWN BY: CO W O TRAFFIC CONTROL r--� w N:\1238\6003\DWGS\HARLESTON\ClO4.DWG U N XREF: CA12.DWG, CA2I.DWG XREF: HARLESTON- BS.DWG SHEET NO.: (Cn(04 Q z O � Q z U U }Q)� W r-� DATE: PROJECT NO.: 4/3106 1238.6003 DRAWN BY: CHECKED BY. DCC SHEET TITLE: TRAFFIC CONTROL PLAN DRAWING FILES: N:\1238\6003\DWGS\HARLESTON\ClO4.DWG XREF: 6001- BS.DWG, 6002- BS.DWG XREF: CA12.DWG, CA2I.DWG XREF: HARLESTON- BS.DWG SHEET NO.: (Cn(04 G1STE,Q No. 10000075 13- STATE OF No DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering z 4/3/06 o � Cz �V 0� STREET PLAN & PROFILE DRAWING FILES: LU E-� IL � � XREF: N: \1238 \6001 \DWGS \STREET.DWG �o (C-2(0-n a� o ac W aLLI a 0 w 0 z 0 co w G1STE,Q No. 10000075 13- STATE OF No DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: Cz W O STREET PLAN & PROFILE DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C201.DWG E-� XREF: 6003- BS.DWG � � XREF: N: \1238 \6001 \DWGS \STREET.DWG w (C-2(0-n T 0 w w w CZ W r 1 DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: STREET PLAN & PROFILE DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C201.DWG XREF: 6001 -BS. DWG XREF: 6003- BS.DWG XREF: PETTIGRU- BS.DWG XREF: HARLESTON- BS.DWG XREF: N: \1238 \6001 \DWGS \STREET.DWG SHEET NO.: (C-2(0-n TAFT CIRCLE 1 I �_ _'T��� � ic5 ,tt9• '3 �+ i� 'tic. �•- •�. �•J'� p3 930 925 920 915 910 905 90 • p FI c3 C) 0 7. I owl 12 0, WN0 I mw IIM ALA I-Z I� TBM #44 USGS BENCHMARK CUT "X" NORTH BONNET BOLT IN FIRE HYDRANT EAST SIDE HOOVER RD. ±100' SOUTH OF CLARIDGE FARM ENTRANCE. ELEVATION — 893.39 CLAY TOWNSHIP REGIONAL WASTE DISTRICT SANITARY SEWER STRUCTURE NUMBER PREFIX: VWC —W -000 (Village of WestClay —West— Structure number) rT� s— Sheet Number Number Description F C802 1 Precast Reinforced Concrete Manhole C802 5 Sanitary Sewer Bedding Detail C802 C802 6 7 Service Connection To Main Sewer Wye & Lateral Capping Detail C XREF: 6003— BS.DWG XREF: PETTIGRU— BS.DWG XREF: SANITARY.DWG es (C4CDn Q) Village of WestCl a Y 9 LO I 0 oC NJ 0 SANITARY SEWER w X W I Ln V (D U_') 00 LO M >C6 ooF- O MzCD Cn I I I I I I I I I I I I IQI I I L J PLAN 0.45% SANITARY SEWER PROFILE 0 8 "PVC w CD Z Q cn Ln C.0 e I Ln c� �coMco >aj 0� O => M z 0 CU» 158' 1.00 8 "PVC HOLEY MOLEY SAYS "DON'T DIG BLINDT "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. J O z Q I U r7 I co rn �o°O >cD� � O � U > Cn PROJECT NO.: 6p O Existing Grade I New Grade 2 55 SANITARY SEWER PLAN & PROFILE DRAWING FILES: LLI XREF: 6001— BS.DWG, HARLESTON— BS.DWG C XREF: 6003— BS.DWG XREF: PETTIGRU— BS.DWG XREF: SANITARY.DWG es (C4CDn Q) Village of WestCl a Y 9 LO I 0 oC E € 0 I � I LL a� C4 FUTURE SECTION 6003 0 &i z O Li I P RTISL 95' R11 j WYE & LAT. WYE & LAT. WYE & LAT. I 5 1 +61 2 +70 0 +86 %I , \ \ I — SIGN ESMT. I� ON STREET _00 I I — — 0 I HARLESTON STREET 5 F W W W W W W � W4; � I WYE &LAT. WYE &LAT. WYE &LAT. A 0 +48 1 +71 3 +87 I I PARTIAL 85'R W I I Village of West Clay I :E FUTURE SECTION 6003 1 a s I l SANITARY SEWER w X W I Ln V (D U_') 00 LO M >C6 ooF- O MzCD Cn I I I I I I I I I I I I IQI I I L J PLAN 0.45% SANITARY SEWER PROFILE 0 8 "PVC w CD Z Q cn Ln C.0 e I Ln c� �coMco >aj 0� O => M z 0 CU» 158' 1.00 8 "PVC HOLEY MOLEY SAYS "DON'T DIG BLINDT "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. J O z Q I U r7 I co rn �o°O >cD� � O � U > Cn W, I21�i�l 10 ,131 11601A (4> I61 , 1. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 2. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTIUTY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. CONTRACTORS SHALL MINIMIZE DAMAGE TO EXISTING TREES. 5. ALL WYE, LATERAL AND PROFILE STATIONS ARE FROM THE NEAREST DOWNSTREAM MANHOLE. (MH) 6. WYES AND LATERALS TO BE 6" PIPE UNLESS OTHERWISE SPECIFIED. 7. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE (5) FOOT LATERAL EXTENSION CONNECTED TO THE WYE, OR EXTEND TO THE UTILITY AND DRAINAGE EASEMENT OF THE LOT, WHICHEVER IS GREATER, BUT IN NO CASE SHOULD THE END OF THE LATERALS BE CLOSER THAN FIVE (5) FEET TO THE BUILDING LINE, UNLESS NOTED OTHERWISE. THE END OF THE LATERAL SHALL BE PLUGGED OR CAPPED, UNLESS OTHERWISE NOTED. S. LATERALS RUNNING TO THE OPPOSITE SIDE OF THE STREET SHALL EXTEND TO THE UTILITY AND DRAINAGE EASEMENT OF THE LOT, BUT IN NO CASE SHOULD THE END OF THE LATERALS BE CLOSER THAN FIVE (5) FEET TO THE BUILDING LINE, UNLESS OTHERWISE NOTED. 9. 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 STRUCTURAL 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. 10. ANY UTILITY OR LATERAL CROSSINGS CLOSER THAN 18 INCHES IN SEPARATION REQUIRES CONCRETE ENCASEMENT. 11. 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 UTUTY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 12. 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. SCALE: 1 " =50' SCALE: > VE R T.: 1 "=5 930 925 920 1441 ILI 910 905 • PROJECT NO.: 4/3/06 O Existing Grade I New Grade Granular Backfill W, I21�i�l 10 ,131 11601A (4> I61 , 1. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 2. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 3. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO FIELD VERIFY ALL UTIUTY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. CONTRACTORS SHALL MINIMIZE DAMAGE TO EXISTING TREES. 5. ALL WYE, LATERAL AND PROFILE STATIONS ARE FROM THE NEAREST DOWNSTREAM MANHOLE. (MH) 6. WYES AND LATERALS TO BE 6" PIPE UNLESS OTHERWISE SPECIFIED. 7. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE (5) FOOT LATERAL EXTENSION CONNECTED TO THE WYE, OR EXTEND TO THE UTILITY AND DRAINAGE EASEMENT OF THE LOT, WHICHEVER IS GREATER, BUT IN NO CASE SHOULD THE END OF THE LATERALS BE CLOSER THAN FIVE (5) FEET TO THE BUILDING LINE, UNLESS NOTED OTHERWISE. THE END OF THE LATERAL SHALL BE PLUGGED OR CAPPED, UNLESS OTHERWISE NOTED. S. LATERALS RUNNING TO THE OPPOSITE SIDE OF THE STREET SHALL EXTEND TO THE UTILITY AND DRAINAGE EASEMENT OF THE LOT, BUT IN NO CASE SHOULD THE END OF THE LATERALS BE CLOSER THAN FIVE (5) FEET TO THE BUILDING LINE, UNLESS OTHERWISE NOTED. 9. 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 STRUCTURAL 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. 10. ANY UTILITY OR LATERAL CROSSINGS CLOSER THAN 18 INCHES IN SEPARATION REQUIRES CONCRETE ENCASEMENT. 11. 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 UTUTY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 12. 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. SCALE: 1 " =50' SCALE: > VE R T.: 1 "=5 930 925 920 1441 ILI 910 905 • T. No. 10000075 - STATE OF D Ia A Nu t t ?t u ' -� � - � \��s L• /4NAL �: o \0 '\ � DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneider-corp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS *LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3/06 O � CHECKED BY: DCC SHEET TITLE: SANITARY SEWER PLAN & PROFILE DRAWING FILES: LLI XREF: 6001— BS.DWG, HARLESTON— BS.DWG C XREF: 6003— BS.DWG XREF: PETTIGRU— BS.DWG XREF: SANITARY.DWG SHEET NO.: (C4CDn Q) 0 oC oc 0 IL LL a� C4 0 &i z O Li T. No. 10000075 - STATE OF D Ia A Nu t t ?t u ' -� � - � \��s L• /4NAL �: o \0 '\ � DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneider-corp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS *LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: SANITARY SEWER PLAN & PROFILE DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C401.DWG XREF: 6001— BS.DWG, HARLESTON— BS.DWG XREF: 6002— BS.DWG XREF: 6003— BS.DWG XREF: PETTIGRU— BS.DWG XREF: SANITARY.DWG SHEET NO.: (C4CDn Q) DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: SANITARY SEWER PLAN & PROFILE DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C401.DWG XREF: 6001— BS.DWG, HARLESTON— BS.DWG XREF: 6002— BS.DWG XREF: 6003— BS.DWG XREF: PETTIGRU— BS.DWG XREF: SANITARY.DWG SHEET NO.: (C4CDn ?jI !4` NP I_� r 1 Jit T If f. i t 1a t �_ V, , Rllil E � \ l IL .. �:. \ wr' ... r90 L1..J Y SR Sol V fi td,1 g., W (� ,may a OR, L=;1 C-; ::. 0. (:7 Village of WtCla s =j 104 �:,FI. FUTURE SECTION-J6003 a } X :_. HARLE ON STREET f ` �F _& W HYDRANT`' €- ff '" VALVE A E� X i i �n W W Xi 1 �i . -ti d Yi�It,(il? r� r� V I I I a g el I f I �1 9)0z!. T 1 I { , .r r i 5 I i �ARLESTON- STREET W f, W W W 8" D.I. (WATER LINE 8" VALVE I HYDRANT & 6VALVE; \ F 4 lr r . _ . Q t "1 O3 E_ L yr V ? +. -:- 6 c� — �4L. o ff PLAN DRAWING FILES: I XREF: 6001- BS.DWG, 6002- BS.DWG a 9 4't' (C7(Dn t{ .< R} - O QV _ r 1 t 4- £. wC O o. u. IL cc Pm O C) 0 V) s w w Q w Q) E Cd � � w �"1 t. e t I a_ rr el r. f Y aI :' t TION =9 I 9.003 = ;- 1 I; SEE TOWNE ROAD IMPROVEMENT PLANS FOR FURTHER TOWNE ROAD DETAIL. HOLEY MOLEY SAYS "DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER ASSUMED NORTH IT S INDIANA AGAINSTSTHE LAW TO EXCAVATE WITHOUT THE SCALE. 1 50 LOCATION NSOER CE TWO (2) WORKING UNDERGROUND DAYS BEFORE COMMENCING WORK. 14® is. llu 1. SERVICE LATERALS ARE TO BE 1" DIRECT TAPS. 2. FOR ALL WATER DISTRIBUTION NOTES, LEGEND AND DETAILS SEE SHEET C702. 3. ALL MECHANICAL JOINT FITTINGS WILL BE MEGALUG RESTRAINING JOINT FITTINGS. 4. THERE SHALL BE NO WATER VALVES LOCATED WITHIN THE PAVEMENT, CURBS OR SIDEWALKS. 5. WARNING TAPE SHALL BE INSTALLED 12" TO 18" ABOVE WATER MAIN. 6. BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT 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 SERVICE LATERALS 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 THAN 95% STANDARD PROCTOR DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLA11ON HAS A MORE STRINGENT FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 7. 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 A MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 1-diE(aiElq-ED WI +. -:- O c� — �4L. o WATER DISTRIBUTION PLAN DRAWING FILES: W XREF: 6001- BS.DWG, 6002- BS.DWG a to 4't' (C7(Dn O i w —�w- Existing Storm Sewer New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer New Water Line Existing Water Line Ductile Iron Pipe Water Service Lateral NOTE: BLUE REFLECTOR FIRE HYDRANT MARKERS TO BE INSTALLED IN STREET PAVEMENT PERPENDICULAR TO FIRE HYDRANT. \\\\��0 G...��.S.. TrrrE.. ljI/e\oP\�O ON .T 0 4b�;O (,/�� ��i / / / i No. 10000075 ?� STATE OF Im ����ur►nnrmu��a�� 3/" DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) I i Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3/06 O c� — �V o WATER DISTRIBUTION PLAN DRAWING FILES: W XREF: 6001- BS.DWG, 6002- BS.DWG a to SHEET NO.: (C7(Dn O QV O OC wC O o. u. IL cc Pm O C) 0 V) s w w \\\\��0 G...��.S.. TrrrE.. ljI/e\oP\�O ON .T 0 4b�;O (,/�� ��i / / / i No. 10000075 ?� STATE OF Im ����ur►nnrmu��a�� 3/" DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) I i Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: Cz W o WATER DISTRIBUTION PLAN DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C701.DWG XREF: 6001- BS.DWG, 6002- BS.DWG XREF: CA12.DWG, CA2I.DWG XREF: HARLESTON- BS.DWG SHEET NO.: (C7(Dn � z z 0 O w Q w Q) Cd � � w DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: WATER DISTRIBUTION PLAN DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C701.DWG XREF: 6001- BS.DWG, 6002- BS.DWG XREF: CA12.DWG, CA2I.DWG XREF: HARLESTON- BS.DWG SHEET NO.: (C7(Dn WATER MAINS 1. SCOPE OF WORK: A. The work required under this section includes all cold water distribution lines, valves, hydrants, and related items including excavating and backfilling necessary to complete the work shown on the drawings. The ends of water service lines shall be tightly plugged or capped at the terminal points pending the connecting to all such lines of the building piping as specified in the plumbing specifications and architectural drawings. 2. MATERIALS: A. Cast Iron Pipe: Cast iron pipe shall meet AWWA Specification C -106 with push —on joints meeting AWWA Specification C -111. Wall thickness shall be determined from Table 6.4 in AWWA C -106. Ductile iron pipe shall meet AWWA C -150 and C -151 Specifications. Pipe to be cement lines per AWWA C -104. B. Copper Tubing: Shall be seamless, "K" copper tubing complying with Federal Specification WW —T -799. Fittings shall be wrought copper with compression fitttings or cast bronze. Fire Hydrants shall be manufactured by Mueller Corporation. C. Fire Hydrants: Fire Hydrants shall be manufactured by Mueller Corporation with AWWA Specification C -502 and shall meet local standards and requirements, particularly as to nozzle diameters and threads, direction of opening and dimensions of operating and cap nuts. Fire Hydrants shall have one pumper and two hose nozzles. A valve opening not less than 5 inches and a 6 inch inlet connection. The length of the hydrant barrel shall be determined by the specified depth of cover over the pipe. Note: Hydrant to be I.W.C. open right & City of Carmel color. D. Valves: All valves shall be manufactured by Mueller Corporation. All valves and stops shall have ends suited or adapters shall be provided for the proper installation in the lines in which they are located. Valves shall meet local standards or in the absence of such standards, the following requirements: 1. Valves in cast iron pipe shall be iron body, bronze mounted, disc gate valves conforming to AWWA Specification C -500. They shall open in the some direction as those used in the local waterworks system. Valve stems sholl terminate in 2 inch wrench nuts. Furnish two (2) keys. Note: Valves to be I.W.C. open right & City of Carmel color. 2. Valves in copper pipe shall be standard brass body, round —way, ground —key stops with T heads. Furnish two (2) keys. E. Valve Boxes: Valve Boxes hasll be manufatured by Mueller Corporations and comply with thefollowing requirements: 1. For iron body valves, boxes shall be approved standard buffalo —type, cast iron, adjustable shaft boxes, having a minimum shaft diameter of 5 -1/4 inches. 2. For brass body valves (stops) boxes shall be approved standard cast iron extension service boxes, having a minimum diameter of 2 -1/2 inches and having lid held in place by a brass or bronze bolt. The castings shall be coated with two coats of coal —tar pitch varnish. Furnish two (2) keys for bolt in lids. F. Stops: Stops shall be those manufactured by Mueller Corporation with AWWA taper thread, and with copper compression type fitting on outlet, or equal. G. Blow —off Valves: Blow —off valves shall be those manufactured by Mueller Corporation (H -10283 or H- 10291). H. Angle Valves: Shall be manufactured by Mueller Corporation. Angle valves at the end of water service stub are to be coppercompression type fitting also, and are to be protected with plastic bag over the valve. I. Taps: 3/4" taps in lines smaller than 4 inches shall be only by tapped tee or tapping saddle. Water service lines should be marked on curbs with a stamped "W ", placed while pouring curbs. 3. APPLICATION: A. Permits and Codes: The intent of this section is the specifications if that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations. Contractor shall furnish all necessary bonds to get permits for cuts and connections. B. Existing Improvements: Maintain in operating condition all active utilities and sewers and other pipe system that may be encountered. C. Trenching: Lay all pipe in open trenches, except when local authority gives written permission for tunneling. Provide a separate trench for the water line at least 10 feet horizontally from any sanitary sewer. In locations where separate trenches for sewer and water lines are impracticable, lay the water pipe on a solid shelf at least 18 inches above the top of the sewer. D. Width of Trench: Excavate trenches minimum of pipe diameter plus 12 ". E. Sheeting and bracing: Sheet and brace trenches as necessary to protect workmen and adjacent structures. All trenching shall comply with the Occupational Safety and Health Administration Standards. F. Water Removal: Keep trenches free from water while construction therein is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewotering to drains or natural drainage channels. G. Grading Trench Bottoms: The bottom quadrant of the pipe shall be fully and uniformly supported. The full load shall rest on the barrel of the pipe. The trench may be excavated to a depth of 4 inches or more below final grade with sand, crushed stone or gravel backfill to bring it back to pipe laying grade. Final backfill shall be B— borrow (INDOT spec) compacted in 6" max lifts to not less than 95% standard proctor. 6" below aggregate subbase of pavement shall be #53 stone (INDOT spec) compacted to not less than 95% standard proctor. shall meet or exceed requirements of jurisdictional authority if more stringent. Be sure the backfill is free from large stones, roots or frozen clogs. Take care not to disturb pipe. Trenches parallel to and within 10 feet of paved roadways shall be constructed the same. H. Tests: Before joints are covered, fill the piping with water, opening hydrants or at least two hours at a pressure of 100 pounds per square inch. Inspect all joints for leakage and remedy any leaks. Upon completion of the water distribution mains, flush out the system until the water runs clear. As soon as the system has been flushed out, it shall be sterilized in accordance with the requirements of City of Carmel. I. If a horizontal distance of 10 feet cannot be maintained between the water line and and a sanitary sewer line, one of the following sholl be done. a. Water line laid in a separate trench and 18" above sewer. b. Water line laid in some trench on a bench of undisturbed earth and sewer at least 18" below bottom of water line. Where water lines and sewers cross and the water line cannot be placed above the sewer with a minimum of 18" vertical clearance, the sewer must be constructed of water works grade cast iron pipe with mechanical joints within 10 feet of the water line. J. Utilities: It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans on in the field before work is started or resumed. K. New Water Main Construction: Contractor to record dimension of each water stub and valves from nearest fire hydrant measured along water main. The locations of hydrants and water valves, along with any other construction changes are to be incorporated on the original construction drawings and "Record Drawing" prints submitted to Engineer's Office as soon after completion of construction as possible. WIMUM O.D.+ 1' -0" BACKFILL BLOCKING FOR TEES & WYES PIPE SIZE OUTSIDE FACE AREA SQ. FT.) SIZE OF RUN SIZE OF BRANCH OUTSIDE FACE AREA (SO. FT.) j� w WITHIN 5' AND UNDER PAVEMENT: FINAL BACKFILL SHALL 45' BEND 22 1/2- 11 1/4- X BE B— BORROW (INDOT SPEC) COMPACTED IN 6" MAX LIFTS TO 25 14 7 Cn NOT LESS THAN 95% STANDARD PROCTOR. 6 BELOW 16" 12 16" W AGGREGATE SUBBASE OF PAVEMENT SHALL BE #53 STONE %\ 5 3 % 'o " (INDOT SPEC) COMPACTED TO NOT LESS THAN 95% STANDARD O.D. OF \ BLUERE LECTIVE X, \ \� PROCTOR. SHALL MEET OR EXCEED REQUIREMENTS OF WATERMAIN �� WARI\NG TAPE \ / JURISDICTIONAL AUTHORITY IF MORE STRINGENT. 10" 4 12" OF SAND BEDDING '. 4 2 MECHI DIG OUT EACH JOINT. PIPE TO REST ON FIRM EARTH TVn In A I I I I A Tr n 1 1 A Ilk 1 INSTALLAT(ON- =EVE do VALVE S UNDER PRESSURE W W `- EXISTING MAIN CONNECTION TO EXISTING MAIN. OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR 22 1/2' & 11 1/4' BENDS. LA STRAP IRON ANCHORS 2' WIDE x 1/2" THICK 3/4 "x18" ANCHOR BOLTS (4 REQ'D) 5" DIAM. WASHER, 1" THICK ANCHOR BLOCK TO BE OF CLASS 'B' CONCRETE DOWNWARD BEND OUTSIDE FACE �ARREEAANOT LESS THAN VALUES GIVEN IN TABLE FOR 90' & 45' BENDS. PLAN 4" MIN. 2 _ 6 4 7 �' - MRf . OUTSIDE FACE AREA AS NOTED IN TABLE. SECTION "C —C" PO51 —CAP OR INSTALLED ON BRANCH CCT TAD El I ICU IAATU 1711 ICI irr% nn A r\r 'ALVE BOX GATE VALVE AND BOX \PLUG .C. 1 1_12 Nu I -III -1 1 I- III -1 I I -1 11 I 'c' OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES & WYES. — FOR PLUGS. PLAN SECTION "D —D" N OTE: ALL CONCRETE BLOCKING TO CONSIST OF CLASS 'B" CONCRETE POURED AGAINST FIRM GROUND. BLOCKING FOR PLUGS & BENDS BLOCKING FOR TEES & WYES PIPE SIZE OUTSIDE FACE AREA SQ. FT.) SIZE OF RUN SIZE OF BRANCH OUTSIDE FACE AREA (SO. FT.) PLUG 90' BEND 45' BEND 22 1/2- 11 1/4- 20' 16 25 14 7 4 20" OR 16" 16" 12 16" 12 16 9 5 3 12" 7 1 ,\ r Existing Water Main 12' 7 9 5 3 2 16" 18" 20" 10" 4 7 4 2 1 12" OR LESS 58' 65' 8" 3 5 3 2 1 1" Bend 4 6" 2 3 2 1 1 r. 9' 4' 2 3 2 1 1 4" 29' DETAIL — CONCRETE BLOCKING WATER MAINS (continued) Pipe Tracing Tape A. All pipe shall be traced with "Terra Tape" by Reef Industries, Inc., P.O. Box 33248, Houston, Texas 77033 or equal. tape shall be "Detectable" type imprinted with "Caution Buried Water Line Below ". Gate Valves A. All gate valves shall be iron body, bronze mounted, double disc, parallel seat type gate valves, conforming to AWWA Standard Specifications C500. They shall open in a counter clockwise direction. Valves placed in a valve box shall terminate in 2 inch square operating nut and have non — rising stems. One valve wrench shall be supplied to the Owner for this project. Gote valves shall be as made by Kennedy Valve Manufacturing Co., Inc., Elmira, New York, Mueller or equal. Valve Boxes A. Valve boxes shall be a three —piece cast iron type (base, center section, and sliding type adjustable extension) together with a "stay —put" cover marked "WATER ". The base shall be of the size recommended by the manufacturer for the size valve with which it is to be used. Wall thickness of the base and vertical sections shall not be less than 3/16 inch, and each valve box shall have a minimum shaft diameter of 5 -1/4 inches. 4* TYPICAL UTILITY CROSSING I a . -4_� o r. �e b C O S m Ci O u t +I ba •� C � N O v = C m x � � 3 , J a 0! dL - am C d O .d a V• C n �rt D - a . 0 X. - I CIS ° oa -, d J 4- + a co a �v. 4 o� v p. IDED 00'01 8 d > a� L BLUE REFLECTOR —FIRE HYDRANT MARKER DETAIL PROJECT NO.: n• 0 Existing Water Main C1d Installed Under The v m o Topping Sleeve Length Of Pipe To Be Restrained Existing Water Main i W D - a . 0 X. - I CIS ° oa -, d J 4- + a co a �v. 4 o� v p. IDED 00'01 8 d > a� L BLUE REFLECTOR —FIRE HYDRANT MARKER DETAIL Restrained Joints Shall Be Mechanical Joint With Retainer Glands, US Pipe TR Flex Joint System, US Pipe Field LOK Gasket System, Or Equal. NOTE.- THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. PROJECT NO.: PRESSURE PIPE JOINT RESTRAINT TABLE 0 Existing Water Main C1d Installed Under The Topping Sleeve Length Of Pipe To Be Restrained Existing Water Main w W � IL See Trench Detail In Each Direction From 114 Of Bend �o For Backfil/ Requirements Ell Based On 150 PSI Test Pressure O OC Degree o ® valve New Water Main ,\ r Existing Water Main varies 4 Of Bend 6" 8" 10" 12" 14" 16" 18" 20" 24" 30" 90, Tees 27• 35' 42' 50' 58' 65' 73' 80' 95' 115' & Plugs vvv vvvv vvv ' Bend vvv vvv vvv vvvv As Required varies ° ° ° ° ° ° ° ° r V vvvvvv 45' 7' 9' 11' 13' 15' 17' 19' 21' 24' 29' 22 -112• 3' 4 5' 6' 7' 8' 9' 10' 12' 14' 11 -114' 1 2' 2' 3' 3' 4' 4' 4' 5' 6' 7' Restrained Joints Shall Be Mechanical Joint With Retainer Glands, US Pipe TR Flex Joint System, US Pipe Field LOK Gasket System, Or Equal. NOTE.- THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. Notes: 1) Megalug flanges shall be used for all mechanical joints. 2) Bell end pieces of pipe 4 ft. and smaller shall be considered scrap, and shall not be installed into system. Q i LC N * Service Saddle Must Be Omitted For Services 1 " And Smaller And Direct Taps Made To Ductile Iron Pipe, Class 350 Or Greater. (Verify With Owner For Pressure Class DIP.) 6'1Vclve Box i �v I c 6" Gate - Va /ve 3-0" Min. W 9 F M_ NOTE• 1) 1 " Or Smaller Service Line Shall Be Direct Tap Unless Approved By Carmel Utilities. 2) Corporation Stop Shall Be Brand And Model Approved By Carmel Utilities. 3) Service Line Tap Shall Be Installed With A Min. Harz. Seperation Of 24 ". 4) 2 inch tops and smaller shall not be installed within 18 inches of machcnical joints and bells. Mueller Centurion A -423 Pointed 'Safety Yellow" Q) a� 1 ' -0 " Min. 4 - _Z4 Q Bedding Material Conforming To Water Main 4 C C� 4 4 INDOT 903 02, Size No. 8 4 4 4 xx �x< 4 < x x x' One 8-8 J' So /id Conc. Block Or 6'Vin. Tee — M.J. Hydrant Asse Class'B" Concrete Restrained Length And Fittings Base On Undisturbed As Required ground. Notes: 1. At High Points Along Main Water Line Where Indicated On Drawings, Anchoring Tee Shall Be Set At 45' Angle Upwards And Connected To 6" 45' Bend. Main Water Line Shall Be Lowered To Provide Sufficient Cover As Specified. 2. All Joints Shall Be Restrained Except In Run Of Tee. J. Hydrants Shall Be Set At 500' Max. Horizontal Distance, Or Less As Specified By Fire Deportment 4. All valves must include Posi —Cap or equivalent 5. Hydrant Valves must be restrained to the tee with either all thread, or on anchoring tee. D PROJECT NO.: New Pipe Shall Be 0 Existing Water Main C1d Installed Under The Topping Sleeve WATER DETAILS Existing Water Main w W � IL See Trench Detail �o For Backfil/ Requirements Ell O OC wo o ® valve New Water Main ,\ r Existing Water Main varies 4 C/7 z CD / � vvvvvvvvvvv T_ vvvvvvvvvv 12 Min. j vvvvvvvvvvv CIO vvvvvvvvvv i ' � vvvvvvvvvvv Tee ° ° ° ° New Water Main vvv vvvv vvv ' Bend vvv vvv vvv vvvv As Required varies ° ° ° ° ° ° ° ° r V vvvvvv Bed Pipe In Specified Granular Bedding Material Hand Tamped In Note: All Joints Sholl Be 6' Layers To Pipe Centerline Restrained Except Bedding Material Shall Conform In Run Of Tee. To INDOT' 903.02, Size No. 8 Notes: 1) Megalug flanges shall be used for all mechanical joints. 2) Bell end pieces of pipe 4 ft. and smaller shall be considered scrap, and shall not be installed into system. Q i LC N * Service Saddle Must Be Omitted For Services 1 " And Smaller And Direct Taps Made To Ductile Iron Pipe, Class 350 Or Greater. (Verify With Owner For Pressure Class DIP.) 6'1Vclve Box i �v I c 6" Gate - Va /ve 3-0" Min. W 9 F M_ NOTE• 1) 1 " Or Smaller Service Line Shall Be Direct Tap Unless Approved By Carmel Utilities. 2) Corporation Stop Shall Be Brand And Model Approved By Carmel Utilities. 3) Service Line Tap Shall Be Installed With A Min. Harz. Seperation Of 24 ". 4) 2 inch tops and smaller shall not be installed within 18 inches of machcnical joints and bells. Mueller Centurion A -423 Pointed 'Safety Yellow" Q) a� 1 ' -0 " Min. 4 - _Z4 Q Bedding Material Conforming To Water Main 4 C C� 4 4 INDOT 903 02, Size No. 8 4 4 4 xx �x< 4 < x x x' One 8-8 J' So /id Conc. Block Or 6'Vin. Tee — M.J. Hydrant Asse Class'B" Concrete Restrained Length And Fittings Base On Undisturbed As Required ground. Notes: 1. At High Points Along Main Water Line Where Indicated On Drawings, Anchoring Tee Shall Be Set At 45' Angle Upwards And Connected To 6" 45' Bend. Main Water Line Shall Be Lowered To Provide Sufficient Cover As Specified. 2. All Joints Shall Be Restrained Except In Run Of Tee. J. Hydrants Shall Be Set At 500' Max. Horizontal Distance, Or Less As Specified By Fire Deportment 4. All valves must include Posi —Cap or equivalent 5. Hydrant Valves must be restrained to the tee with either all thread, or on anchoring tee. D Rp" No. 10000075 D STATE OF %SS /0NAL 1111711111111111110 t OSUMI DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) c THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3/06 0 DRAWN BY: C1d w 0 WATER DETAILS r—i w W � IL N �o O OC wo o a LLS am 44 IIIIIIM 4 C/7 z CD w Rp" No. 10000075 D STATE OF %SS /0NAL 1111711111111111110 t OSUMI DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) c THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: C1d w p WATER DETAILS r—i w N: \ 1238 \6003 \DWGS \HARLESTON \C702.DWG U E—a C7(0 Q Z O � Q Z CIO DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: WATER DETAILS AND SPECIFICATIONS DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C702.DWG SHEET NO.: C7(0 Cor4th Or `idewalk Sur''cce rIB `�Jcshad AG4ra' ate PIPE UNDERDRAIN DOUBLE WALL HANCOR HI —Q OR EQUIVALENT i .e C1,jrb Gr Cur,, LI Gu,'C- I l• cvel� Corr i I acs ♦ / }_,�._.p, -"ate er.4. —;1 I I PIPE UNDERDRAIN (Typical I.nstollotions) NOTE: PIPE SHALL CONIFOR x TO REOJIREYEN TS OF SECTION 906.17 OF STANDARD SPECIFICATIONS. INSTALLATION REQUIRED. 60TH 'SIDES OF PAVEMIENT WHERE REQUIRED BY THE ENIMN1EI =-R A' 4 CITY OF CARMEL STANDARDS SUBSURFACE DRAIN : ts`+D.� - 5 C801 STD 2' CHAIR BACK CURB N PAVEMENT SECTION �— 8" 8„ E 8 >, o. C O � CHECKED BY- SECTION "A —A" O D 2' CHAIR BACK CURB VALLEY GUTTER AND SECTION PAVEMENT SECTION (CHAIRBACK CURB)_ 6 C801 LIMITS OF PATCH EXIST. PAVEMENT SAW CUT FOR CLEAN BREAK EXIST. PAVEMENT /1 1/2" HAC SURFACE (MAX.) dA a °• 'd d d ° PLAIN CONCRETE MIN. MIN. FLOWABLE FILL NOTES: 1. NEW SURFACE TO BE SLOPED AT SAME RATE AS EXISTING SURFACE. 2. TRENCH SPOIL IS TO BE REMOVED FROM THE WORK SITE. 3. BITUMINOUS TACK TO BE APPLIED PER INDIANA DEPT. OF HIGHWAYS STANDARD SPECIFICATIONS 1998 SECTION 409 AND 902. 4. ALL LANE MARKINGS, STRIPING, STOP BARS, ETC. DISTURBED OR REMOVED DURING EXCAVATION ACTIVITIES, SHALL BE RETURNED TO THEIR ORIGINAL CONDITION. 5. CUT SHALL BE STEEL PLATED DURING CONCRETE CURE TIME AND UNTIL ASPHALT IS APPLIED. ROAD PATCH DETAILe cao, • PREPARED SUBGRADE PER INDIANA DEPARTMENT OF TRANSPORTATION SPECS. No. 207 NOTE: ALL PAVING TO BE COMPLETED IN ONE PAVING SEASON. STREET CROSS SECTION A -A P E TTI G R U DRIVE c8o1 50' PIPE UNDERDRAIN (TYP) SEE DETAIL TOP OF CURB TRANSVERSE EXPANSION JOINTS BOTTOM OF CURB PAVEMENT TRANSVERSE CONTRACTION JOINTS NOTE: MAXIMUM TRANSVERSE CONTRACTION JOINT SPACING ON RADII SHALL BE 5 FEET. (10' MAX. SPACING) CURB JOINT DETAIL 2 C801 Top Soil IT Compcc Sockfill 24" NOTES: FACES MAY BE BATTERED TO FACILITATE SLIP FORMING. CURE ALL EXPOSED SURFACES. DAMPEN SUBGRADE BEFORE PLACING CONCRETE. Scale: tom= 1' -0" CITY OF CARMEL STANDARDS COMBINED CONCRETE CURB & GUTTER (TYPE III) REVISED -- FIGURE. 10 -12 3' to 4' (75mm TO 100mm) HIGH LETTER TO BE STAMPED AS FOLLOWS: S is for Storm Sewer SS is for Sanitary Sewer D is for Subsurface or Base Drain C is for Conduit G is for Gas W is for Water NOTES: 1. Curb to be stamped at all locations where any of the above cross under a curb. 2. Letter to be stamped prior to concrete setting up, whenever possible. 3. Stamp to be a minimum of 1/2 inch (10mm) deep. CURB STAMP: NO SCALE 4 C801 ri'� C801 xx No. 10000075 �?0 STATE OF O =� /0NA�L„ DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering E 4/3/06 O � CHECKED BY- DCC O STREET DETAILS � LLI SHEET NO.: (C(0(an (C�) w O O W CC O IL LL. a� O z 0 0 (J7 w Qf xx No. 10000075 �?0 STATE OF O =� /0NA�L„ DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY- DCC SHEET TITLE: STREET DETAILS DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C801.DWG SHEET NO.: (C(0(an (C�) w Q � CD Q Z 0 DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY- DCC SHEET TITLE: STREET DETAILS DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C801.DWG SHEET NO.: (C(0(an (C�) WITHIN 5' AND UNDER PAVEMENT: FINAL IACKFILL SHALL BE B— BORROW (IINDOT SPEC) COMPACTED IN 6" MAX LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR. 6" BELOW 1/2 TRENCH AGGREGATE SUBBASE OF PAVEMENT SHALL BE #53 STONE DEPTH MIN. INDOT SPEC COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR. SHALL MEET OR EXCEED REQUIREMENTS OF JURISDICTIONAL AUTHORITY IF MORE STRINGENT. ali, ali, ,li, 4' 4' SDI L w PLACEMENT ° LiU \ Z BEDDING 12" MIN. FINISH GRADE N�X Q INFI- SHIELD "UNIBAND "- :. OR APPROVED EQUAL SEAL o PER SPECIFICATIONS, MANHOLE STEPS MATERIAL---- SHALL BE COPOLYMER POLYPROPYLENE Uj o Z o Z� PZJC'!= WW= NO. 8 CRUSHED STONE (TYP.) SPRING LINE OF PIPE NEENAH R- 1642 -A W /SELF SEALING LID (OR EQUAL) W /CLOSED PICKHOLES STAMPED "SANITARY SEWER" DOUBLE ROW OF 1/2' KENT SEAL 2' -0" DIA. NOTE PRECAST CONC. RINGS MANHOLE CONFORMS TO ASTM C -478 JOINT CONFORMS TO ASTM C -443 �r TAPERED CONE /SECTION PRECAST CONCRETE SECTIONS A (n J 00 W 4 11 I W mQ w o --d- (16" MAX.) II wQ,;3 Uj �=Q04 0 0D - II � II BUTYL RUBBER COATING MANHOLE STEPS II I) AS PER SPECIFICATION INTERIOR JOINTS AND LIFT / AND DOUBLE ROW OF HOLES SHALL BE SEALED 1/2- KENT SEAL. 4' -0" DIA. WITH NON- SHRINK GROUT. NO GROUT ABOVE TOP OF O.D. OF PIPE�� FOUNDATION 6" MIN. � (REQUIRED IN UNSTABLE SOIL) (MIN.) (MIN.) SANITARY TRENCH 8e PIPE EMBEDMENT DETAIL r5 NORMAL GRADE - 1 /4" PER FOOT MIN.-1/8" PER FOOT CONNECT TO EXISTING SERVICE PLUG FOR FUTURE CONNECTION. PLUG SHALL BE ABLE TO PASS AIR PRESSURE TEST REQUIRED FOR SEWER MAIN. USE 6" SEWER PIPE UNLESS OTHERWISE SPECIFIED APPROX. 90' 10 30' MIN 45' MA ISOMETRIC PLAN LONG RADIUS SECTION A —A R 3" TYP. CONE SECTION. . PLAN CONCRETE NOTE: PIPE TO MANHOLE PRECAST BASE :•::•:o :•:•:•:•:• 9,L ' ' ' 'a ' ' ' ' ' BENCHWALL HEIGHT SHALL CONNECTIONS MUST BE MADE ... ............. ........ ..... %TH A KOR -N -SEAL BOOT BE 80% OF PIPE DIA. OR EQUIVALENT. OD Q....._ _... a . 7 '.'.' . '.'4........ 4. . 0.000.000." °0." °0.0 °0.0 °0.000•"00 #4 ®12" EA. WAY °°'°° °' ° ° °' ° ° °' ° ° °• ° ° °• ° ° °• ° ° °• °0 °•° 6" MIN. NO. 8 CRUSHED STONE ."° 0. 0 °0.0 °0.0 °0.0 °0.0 °0.0 °0.0 °0.0 °o REQUIRED UNDER MANHOLE BASE FOR LEVELING AND SUPPORT 4' -0" MIN. MANHOLE BASE FOR PRECAST SECTION A -A SANITARY MANHOLE DETAIL i CARMEL C PLACE 1/Z DIA I PREFORMED GASKET MATERIAL IN EACH KEYWAY (SEE DETAIL). PLAN VIEW PRECAST CONCRETE ADJUSTING RING OR FLANGE OF CASTING NOMINAL 1/2" BUTYL RUBBER BASE EX''tRUDABLE PREFORMED GASKET MATERIAL (TYP) SEE DPW SPECS. GASKET DETAIL 63• .......: •. •:.'... 4 " -12" ib.......... 1/2" 34 "O.D. SECTION A —A ADJUSTING RING DETAIL r2-N\ (FIGURE 5 -413) C802 2500 psi CONCRETE DIAMETER AS SPECIFIED f ON PLAN OR SCHEDULE BOTTOM OF TRENCH PLAN VIEW CONNECTION TO MAIN SEWER � cso2 I ,—COVER &SEAL * BELL HOLES SHALL BE PROVIDED I I AND THE TRENCH PREPARED SO I I THAT THE BOTTOM IS PROPERLY I I USE 6" SEWER PIPE UNLESS SUPPORTED THROUGHOUT ITS I I OTHERWISE SPECIFIED LENGTH. I I I I I I I I I APPROX 90' I I I I LONG RADIUS CURVE I I DIAMETER AS - - - -- - - - - --� �- --- - - - - -- - - - - - - - SPECIFIED I I I ON PLANS I I I * SEAL MUST BE ABLE TO PASS AIR PRESSURE TESTS REQUIRED FOR SEWER MAIN WYE & LATERAL CAPPING DETAIL_K-7--� 0802 Perspective View -earth cut away \ © To be used when clear distance between pipes is 18" or less, or where noted on the drawings. CONCRETE CRADLE C002 SANITARY OR STORM SEWER 0 TYPICAL UTILITY CROSSING r4 caoz / z����i �QON T. B� �f�PGISTE j��; 1% No. 10000075 �13- STATE OF DIA... /0NAiL go )? DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3/06 1238.6003 ,o LZ 20 o SANITARY SEWER DETAILS CC L SHEET NO.: j. y -� o Q) V 1 0 OC OC 0 IL u. no C4 0 z 0 Q) V) w / z����i �QON T. B� �f�PGISTE j��; 1% No. 10000075 �13- STATE OF DIA... /0NAiL go )? DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: LZ w o SANITARY SEWER DETAILS DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C802.DWG SHEET NO.: (C00(02 Q) V 1 d Q oQ Q) P34 ct � DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: SANITARY SEWER DETAILS DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C802.DWG SHEET NO.: (C00(02 STORMWATER POLLUTION PREVEN110N PLAN IND Al Plan Index provided below A2 11 "x17" Plat denoting lot numbers, boundaries and streets is provided separately. A3 Project Type: Harleston Street AT Vicinity Map: Denoted on Sheet C100 75 Legal Description of Project Site: See attached Secondary Plat and N01 Letter. A6 Location of all lots and proposed site improvements: See Development Plan Sheet C101. A7 14 Digit Hydrologic Unit Code: 05120201090060 & 05120201120080 A8 State or Federal water quality permits: None A9 Specific points where stormwater discharge will leave the site: The storm water will sheet flow to the gutter of Harleston Street and then flow to the existing inlets located at the Pettigru Drive Round -A -Bout and at Towne Road. This storm sewer is then routhed through a series of detention ponds prior to entering the JW Brendle Drain or Elliot Creek. See Site Development Plan Sheet C101 for more detail. A10 Location of all wetlands, lakes & water courses on and adjacent to site: Harleston Pond is located north of Harleston Street. See Site Development Plan Sheet C101 for more detail. All Receiving Waters: JW Brendle Drain & Elliot Creek Al2 Identification of potential discharges to groundwater. none. 713 100 Year Floodplains, Floodways and Flood Fringes: none. A14 Pre - Construction and Post Construction Peak Discharge: 10 year Post Construction Peak Discharge = 2.3 CFS 10 year Pre - Construction Peak Discharge = 1.1 CFS A15 Adjacent Land Use: North: Commercial - Village of WestClay Future Section 6003 South: Commercial - Village of WestClay FutureSection 6003 East: Towne Road West: Pettigru Drive A16 Locations and approximate boundaries of all disturbed areas: See Sheets C102 -C103 for locations. A17 Identification of existing vegetative cover. See Stormwater Pollution Prevention Plan - Sheets C103. A18 Soils Mop including descriptions and limitations: See sheet C804 for soils map, description and limitations. A19 Locations, size and dimensions of proposed stormwater systems: See Site Development Plan Sheet C101 for proposed storm sewer system. A20 Locations, size and dimensions of any proposed off -site construction activities associated with this project: None. 721 Locations of Soil Stockpiles: Stockpile areas shall be located as for away from ponds, existing storm sewer inlets and existing swales as possible. Stockpiles shall not be located closer than 15 feet from property tine. Stockpiles shall be immediately seeded and secured with silt fence. A22 Existing site topography. See Site Development Plan Sheet C101 for existing site topography. A23 Proposed final topography. See Site Development Plan Sheet C101 site grading and drainage patterns. 81 Description of potential pollutants sources associated with the construction activities: Silt and sediment from exposed soils, leaves, mulch, vehicular sources such as leaking fuel or oil, brake fluid, brake dust, trash, debris, biological agents found in trash, fertilizers, herbicides, pesticides, acid rain, lime dust and concrete washout. 82 Sequencing of stormwater quality implementation relative to land disturbance activities: This plan has been created in an effort to eliminate sediment from leaving the Village of WestClay Harleston Street project during construction protecting the adjoining properties, the JW Brendle Drain and Elliot Creek. PREC04STRUCTION A, 'TIVITIES 1. Coll the Indiana Underground Plant Protection systems, Inc. ( "Holey Mole;) at 1- 800 - 382 -5544 to check the location of any existing utilities. They should be notified two working days before construction takes place. 2. An orange construction fence shall be constructed along the perimeter of the tree preservation areas prior to any earth moving. 3. Curb inlet protection shall be installed at existing curb inlets and beehive as depicted on plan. 4. Evaluate, mark and protect important trees and associated root zones. Evaluate existing v egetotion suitable for use as filter strips along the North and South boundaries. 5. Maintain 10' minimum grass filter strips as depicted on plan. 6. A construction entrance shall be placed per the plan location. 7. Establish construction staging area for equipment and vehicles as for from detention ponds and swales as possible. 8. Establish onsite location for owner /operator /contractor placement of approved plans and Rule 5 NOI and Rule 5 inspection documentation. CONSTRUCTION ACTIVITIES: 1. Once erosion and sediment control measures are in place, begin land clearing followed immediately by rough grading. Do not leave large areas unprotected for more than 15 days. Rule 5 requires that all disturbed areas that potentially will be idle for 15 days or more will be stabilized (seeded, mulched, etc..) immediately. 2. After completion of mass grading, final grade and seed landscape berms, 3. Upon completion of mass grading, install sanitary sewers. 4. Upon completion of sewer installation proceed with street construction. 5. Once pavement and curbs are in place, install curb inlet sediment barriers. 6. Once inlet protection is in place, final grade all areas. . 83 Stable construction entrance location(s) and specifications: See Stormwater Pollution Prevention Plan Sheet C103for location and Sheet C804 for construction entrance details and specifications. 84 Sediment control measures for sheet flow areas: See Stormwater Pollution Prevention Plan Sheet C103 for locations of sediment control measures and Sheet C804 for construction details and specifications. 05 Sediment control measures for concentrated flow areas: See Stormwater Pollution Prevention Plan Sheet C103 for locations of sediment control measures and Sheet C804 for construction details and specifications. B6 Storm sewer inlet protection measures, locations and specifications: See Stormwater Pollution Prevention Plan Sheet C103 for locations of inlet protection measures and Sheet C804 for construction details and specifications. B 7 Runoff control measures: See Stormwater Pollution Prevention Plan Sheet C103 for locations of runoff control measures and Sheet C804 for construction details and specifications. 88 Stormwater outlet protection specifications: See Stormwater Pollution Prevention Plan Sheet C103 for locations of stormwater outlet control measures and Sheet C804 for construction details and specifications. 89 Grade stabilization structure locations and specifications: See Stormwater Pollution Prevention Plan Sheet C103 for locations of grade stabilization control measures and Sheet C804 for construction details and specifications. 810 Location, dimensions, specifications and construction details of each stormwater quality measure: See Stormwater Pollution Prevention Plan Sheets C102 -C103 for locations of various stormwater quality measures and Sheet C804 for construction details and specifications. B11 Temporary surface stabilization methods appropriate for each season: See Stormwater Pollution Prevention Plan Sheet C103 for locations of temporary surface stabilization measures and Sheet C804 for construction details and specifications. 812 Permanent surface stabilization specifications: See Stormwater Pollution Prevention Plan Sheet C103 for locations of permanent surface stabilization measures and Sheet C804 for construction details and specifications. 813 Material handling and spill prevention plan: Purpose: The intention of this Spill Prevention, Control and Countermeasures (SPCC) is to establish the procedures and equipment required to prevent the discharge of oil and hazardous substances in quantities that violate applicable water quality standards, cause a sheen upon or discoloration of the surface of navigable waters or adjoining shorelines, or cause sludge or emulsion to be deposited beneath the surface of the water or adjoining shorelines. The Plan also establishes the activities required to mitigate such discharges (i.e., countermeasures) should they occur. Definitions: Pollutant: means pollutant of any kind or in any form, including but not limited to sediment, point, cleaning agents, concrete washout, pesticides, nutrients, trash, hydraulic fluids, fuel, oil, petroleum, fuel oil, sludge, oil refuse, and oil mixed with wastes other than dredged soil. i s h r : Includes but is not limited to, any spilling, leaking, pumping, pouring, emitting, emptying, or dumping. Navigable Waters: Means all waters of the United States that are connected with a navigable stream, lake, or sea. [Note: This definition is usually interpreted to mean any wastewater (even normally dry wash or storm sewer) that eventually drains into a navigable stream]. Plan Review and Amendements: This Plan shall be reviewed and /or amended, if necessary, whenever there is a change in the design of the site, construction, operation, or maintenance which materially affects the site's potential for the discharge of regulated material. Prediction of Potential Spills: 1. Nearest Navigable Water. JW Brendle Drain & Elliot Creek 2. Drainage System: All storm drainage leaves the development site by swales and closed storm systems which discharges into Elliot Creek & JW Brendle Drain. 3. Possible Spill Sources (During and post construction): Vehicular sources such as leaking fuel or oil, brake fluid, grease, antifreeze; construction trash and debris, biological agents found in trash and debris, fertilizers, household items including but not limited to cleaning agents, chemicals, paint, herbicides and pesticides. 4. Groundwater Contamination: The facility maintains NO above ground or under ground storage tanks at this site. Therefore, it is felt that there is little or no possibility of post construction groundwater contamination. The facility does have city sanitary sewer and city water. Alert Procedures for Spills• 1. Any personnel obseuing a spill will immediately instigate the following procedure a.) Mahn( "0" from any telephone. b.) N&y the appropriate emergency personnel. 2. The Emergency ;oordinator will then take the following actions: a.) Bcdcade the area allowing no vehicles to enter or leave the spill zone. b.) Naify the Indiana Department of Environmental Management, Office of Emergency Response by calling the appropriate telephone number. Office 317- 233 -7745 Toll Free 800 - 233 -7745 Also the National Response Center at 800- 424 -8802 and provide the following information: - Time of observation of the spill - Location of the spill - Identity of material spilled - Probable source of the spill - Probable time of the spill - Volume of the spill and duration - Present and anticipated movement of the spill - Weather conditions - Personnel at the scene - Action initiated by personnel c-) Notify the City of Carmel Fire Department Phone: 9 -1 -1 d.) Notify the City of Carmel Police Department Phone: 9 -1 -1 e.) Notify woste recovery contractor, maintenance personnel or other contractual personnel as necessary for cleanup. f.) Coordinate and monitor cleanup until the situation has been stabilized and all spills have been eliminated. g -) Cooperate with the IDEM -OER on procedures and reports involved with the event Cleanup Parameters 1. The Developer / Homeowners Association shall be continually kept informed, maintain lists of qualified contractors and available Vac - trucks, tank pumpers and other equipment readily accessible for clean-,,p operotroas. ra addition, a continually updated fist of available absorber materials and clean -up supplies should be kept on site. 2. All maintenance personnel will b( made aware of techniques for prevention of spills. They will be informed of the requrements and procedures outlined in this plan. They will be kept abreast of current developments or new information on the prevention of spills and / or necessary alteratims to this plan. 3. When spills occur which could erdanger human life and this becomes primary concern, the discharge of the life saving Drotection function will be carried out by the local police and fire departments. 4. Absorbent materials, which ore used in cleaning up spilled materials, will be disposed of in a manner subject to the approval of the Indiana Department of Environmental Management. 5. Flushing of spilled material with water will not be permitted unless so authorized by the Indiana Department of Environmental Management. B14 Monitoring and maintenance guidelines for pollution prevention measures: Straw Bale Dam Maintenance Requirements 1. Inspect straw bale dams after each storm event and promptly remove any sediment deposits to insure adequate storage volume for the next rain, taking care not to undermine the entrenched bales. 2. Inspect periodically for deterioration or damage from construction activities and repair immediately. 3. After the contributing drainage area has been stabilized, remove all straw bales and sediment deposits, bring the disturbed area to grade and stabilize it. Silt Fence Maintenance Requirements 1. Inspect the silt fence periodically and after each storm event. 2. If fence fabric tears, starts to decompose or in any way becomes ineffective, replace the affected portion immediately. 3. Remove deposited sediment when it reaches half the height of the fence at it's lowest point or is causing the fabric to bulge. 4. Take care to avoid undermining the fence during cleanout. 5. After the contributing drainage area has been stabilized, remove the fence and sediment deposits, bring the disturbed area to grade and stabilize it. Temporary Sediment Trap Maintenance Requirements 1. Inspect temporary sediment traps after each storm event and immediately repair any erosion and piping holes. 2. Remove sediment when it has accumulated to one -half the design depth. 3. Replace spillway grovel facing when clogged. 4. Inspect vegetation and re -seed if necessary. 5. Check the spillway depth periodically to insure a minimum of 1.5 ft depth from the lowest point of the settled embankment to highest point of the spillway crest and fill any low areas to maintain desired elevation. 6. Promptly replace any displaced rip -rap, being careful that no stones in the spillway are above design grade. 7. After all disturbed areas have been stabilized, remove the structure and sediment, smooth the site to blend with adjoining areas and stabilize it. Sandbag Curb Inlet Barrier Maintenance Requirements 1. Inspect frequently for damage by vehicular traffic and repair if necessary. 2. Inspect after each storm event 3. Remove sediment, without flushing, when it reaches half the height of the barrier. 4. Deposit removed sediment where it will not enter storm sewer drains. Block and Gravel Curb Inlet Protection Maintenance Requirements 1. After each storm event remove the sediment and replace the grovel, replace the geotextile fabric if used. 2. Periodically remove sediment and tracked -on soil from the street, without flushing, to reduce the sediment load on the curb inlet protection. 3. Inspect periodically for damage and repair. Keep grates free of debris. 4. After the contributing drainage area has been stabilized, remove the gravel, wire mesh, geotextle fabric and sediment deposits and dispose of them properly. Erosion Control Blanket (Surface Applied) Maintenance Requirements 1. During vegetative establishment, inspect after each storm event for any erosion below the blanket 2. If any area(s) shows erosion, pull back that portion of the blanket covering it, re- seed the area and relay and staple the blanket. 3. After vegetative establishment check the treated area periodically. Temporary Gravel Construction Entrance Maintenance Requirements I. Inspect entrance pad and sediment disposal area weekly and after storm events or heavy use. 2. Reshape as needed for drainage and runoff control. 3. Topdress with clean stone as needed. 4. Immediately remove mud and sediment tracked or washed onto streets by brushing or sweeping. Flushing should only be used if the water is conveyed into a sediment trap or basin. 5. Repair any broken road pavement immediately. Bib Erosion & sediment control specifications for individual building lots: See Sheet C805 for Construction details and specifications for erosion & sediment control on individual building lots. Cl Description of pollutants and their sources associated with the proposed land use: Silt and sediment from exposed soils, leaves, mulch, vehicular sources such as leaking fuel or oil, brake fluid, brake dust, grease, antifreeze, metals, rubber fragments, road grit, salts and sands, construction trash and debris, fertilizers, household items including but not limited to cleaning agents, chemicals, paint, miscellaneous home improvement materials, toys, clothing and animal waste, elevated storm runoff temperatures, acid rain pesticides and pathogens. C2 Sequence describing stormwater quality measure implementation: 1. Post construction water quality BMP's are to be installed during normal construction activies of this project defined within construction documents. A. Inspect and maintain all erosion control measures as detailed in the Stormwater Pollution Prevention Measures Maintenance Requirements beginning immediately after installation and continuing until vegetation has been sufficiently established and all construction activity is complete. B. Remove all individual inlet protection and straw bale dams, silt fences, etc. only after seeding and sufficient vegetative growth has been established in each area to a point where sediment /pollutants will not enter the lake(s) or storm sewer system. C. It is recommended that any proposed wetland areas and plantings (if any) be constructed /placed after final grading and sufficient vegetative growth has been established to a point where sediment /pollutants will not enter the proposed wetlands. D. Inspection and maintenance of all common areas and infrastructure improvements is the responsibility of the owner /developer or his designee until improvements are accepted for maintenance by homeowners association or local agencies. E. Inspection and maintenance of individual lots is the responsibility of the home builder or his designee until the homeowner buys and thereby accepts responsibility f r o the individual lot. C3 Description of proposed post construction stormwater quality measures: Site and facility design for stormwater quality protection on this site employs a multi -level strategy consisting of: 1. Reducing or eliminating post - project runoff. 2. Controlling sources of pollutants. 3. And if needed, treating contaminated stormwater runoff before discharging it into the storm sewer system or receiving waters. Typical stormwater quality measures for reducing, eliminating or controlling pollutants (source controls) include: a. Dention/Retention - Detain stormwater runoff an extended period of time to allow pollutants that are suspended to settle out. b. Reducing Runoff or Direct runoff from impervious areas - Reduction in volume of runoff potentially carrying suspended solids and pollutants. c. Vegetated strips and /or swales - Biological and chemical processes in soils and vegetation to filter out pollutants. d. Permanent erosion control seeding and plantings - Biological and chemical processes in soils and vegetation to filter out pollutants. e. Outlet protection & velocity dissipation devices - Prevent surface erosion resulting in decreased suspended solids and preserving established downstream vegetative cover. f. Rock slope protection - Prevent surface erosion resulting in decreased suspended solids. g. Mulching - Prevent surface erosion resulting in decreased suspended solids. It is the intent of this plan that the implementation of the above described storm water quality measures be executed in accordance with the enclosed plans and details in order to meet the requirements of Rule 5 storm water quality. C4 Location, dimensions, specifications and construction details of stormwater quality measures: See Stormwater Pollution Prevention Plan Sheet C103 for locations of permanent stormwater quality measures and Sheet C804 construction details and specifications. C5 Description of maintenance guidelines for proposed water quality measures: See attached BMP Operations and Maintenance Manual. ADDITIONAL STORMWATER POLLHON PREVENTION MEASURES VEHICLE & EQUIPMENT MAINTENANCE Description and Purpose Prevent or reduce the contaminations of stormwater resulting from vehicle and equipment maintenance by running a "dry and clean site ". The best option would be to perform maintenance activities at an offsite facility. If this option is not available then work should be performed in designated areas only, while providing cover for materials stored outside, checking for leaks and spills, and containing and cleaning up spills immediately. Suitable Applications These procedures are suitable on all construction projects where an onsite yard area is necessary for storage and maintenance of heavy equipment and vehicles. Limitations Onsite vehicle and equipment maintenance should only be used where it is impractical to send vehicles and equipment offsite for maintenance and repair. Sending vehicles /equipment offsite should be done in conjunction with a Stabilized Construction Entrance/Exit. Outdoor vehicle or equipment maintenance is a potentially significant source of stormwater pollution. Activities that can contaminate stormwater include engine repair and service, changing or replacement of fluids, and outdoor equipment storage and parking (engine fluid leaks). Implementation If maintenance must occur onsite, use designated areas, located away from drainage courses. Dedicated maintenance areas should be protected from stormwater runon and runoff, and should be located at least 50 ft from downstream drainage facilities and watercourses. Drip pans or absorbent pods should be used during vehicle and equipment maintenance wuik Chin involves nuias, unless the maintenance work is performed over an impermeable surface in a dedicated maintenance area. Place a stockpile of spill cleanup materials where it will be readily accessible. All fueling trucks and fueling areas ore required to have spill kits and /or use other spill protection devices. Use adsorbent materials on small spills. Remove the absorbent materials promptly and dispose of properly. Inspect onsite vehicles and equipment daily at startup for leaks, and repair immediately. Keep vehicles and equipment clean; do not allow excessive build -up of oil and grease. Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, o s automotive batteries, hydrauliic and transmission fluids. Provide secondary containment and covers for these materials if stored onsite. Train employees and subcontractors in proper maintenance and spill cleanup procedures. Drip pans or plastic sheeting should be placed under all vehicles and equipment placed on docks, barges, or other structures over water bodies when the vehicle or equipment is planned to be idle for more than 1 hour. Properly dispose of used oils, fluids, lubricants, and spill cleanup materials. Do not place used oil in a dumpster or pour into a storm drain or watercourse. Properly dispose of or recycle used batteries. Do not bury used tires. Repair leaks of fluids and oil immediately. Listed below is further information if you must perform vehicle or equipment maintenance onsite. Inspection and Mointenance Inspect and verify that BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly to verify continued BMP implementation. Keep ample supplies of spill cleanup materials onsite. Maintain waste fluid containers in leak proof condition. Vehicles and equipment should be inspected on each day of use. Leaks should be repaired immediately or the problem vehicle(s) or equipment should be removed from the project site. Inspect equipment for damaged hoses and leaky gaskets routinely. Repair or replace as needed. VEHICLE AND EQUIPMENT FUELING Description and Purpose Vehicle equipment fueling procedures and practices are designed to prevent fuel spills and leaks, and reduce or eliminate contamination of stormwater. This can be accomplished by using offsite facilities, fueling in designated areas only, enclosing or covering stored fuel, implementing spill controls, and training employees and subcontractors in proper fueling procedures. Limitations Onsite vehicle and equipment fueling should only be used where it is impractical to send vehicles and equipment offsite for fueling. Sending vehicles and equipment offsite should be done in conjunction with a Stabilized Construction Entrance/ Exit. Implementation Use offsite fueling stations as much as possible. These businesses are better equipped to handle fuel and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate fueling area at a site. Discourage "topping -off" of fuel tanks. Absorbent spill cleanup materials and spill kits should be available in fueling areas and on fueling trucks, and should be disposed of properly after use. Drip pans or absorbent pads should be used during vehicle and equipment fueling, unless the fueling is performed over an impermeable surface in a dedicated fueling area. Use absorbent materials on small spills. Do not hose down or bury the spill. Remove the adsorbent materials promptly and dispose of properly. Avoid mobile fueling of mobile construction equipment around the site; rather, transport the equipment to designated fueling areas. Train employees and subcontractors in proper fueling and cleanup procedures. Dedicated fueling areas should be protected from stormwater runon and runoff, and should be located at least 50 ft away from downstream drainage facilities and watercourses. Fueling must be performed on level -grade areas. Protect fueling areas with berms and dikes to prevent runon, runoff, and to contain spills. Nozzles used in vehicle and equipment fueling should be equipped with on automatic shutoff to control drips. Fueling operations should not be left unattended. Federal, state, and local requirements should be observed for any stationary above ground storage tanks. Inspection and Maintenance Vehicles and equipment should be inspected each day of use for leaks. Leaks should be repaired immediately or problem vehicles or equipment should be removed from the project site. Keep ample supplies of spill cleanup materials onsite. Immediately clean up spills and properly dispose of contaminated soil and cleanup materials. SOLID WASIE NANAGLMLN 1 escri tion and Purpose Solid waste management procedures and practices are designed to prevent or reduce the discharge of pollutants to stormwater from solid or construction waste by providing designated waste collection areas and containers, arranging for regular disposal, and training employees and subcontractors. Suitable Applications This BMP is suitable for construction sites where the following wastes are generated or stored: Solid waste generated from trees and shrubs removed during land clearing, demolition of existing structures (rubble), and building construction Packaging materials including wood, paper, and plastic Scrap or surplus building materials including scrap metals, rubber, plastic, glass pieces and masonry products Domestic wastes including food containers such as beverage cans, coffee cups, paper bags, plastic wrappers, and cigarettes Construction wastes including brick, mortar, timber, steel and metal scraps, pipe and electrical cuttings, nonhazardous equipment parts, styrofoom and other materials send transport and package construction materials Igerentotion 'following steps will help keep a clean site and reduce stormwater pollution: tt designated waste collection areas onsite. im trash - hauling contractors that you will accept only watertight dumpsters for onsite ;e. spect dumpsters for leaks and repair any dumpster that is not watertight. 'rovide an adequate number of containers with lids or covers that can be placed oover the �ontoiner to keep rain out or to prevent loss of wastes when it is windy. 'Ian for additional containers and more frequent pickup during the demolition phase; of onstruction. ;ollect ;ite trash daily, especially during rainy and windy conditions. emovethis solid waste promptly since erosion and sediment control devices tend tto ollect itter. lake ;re that toxic liquid wastes (used oils, solvents, and paints) and chemicals (;acids, estices, additives, curing compounds) are not disposed of in dumpsters designated for onstrtion debris. IA n( hose out dumpsters on the construction site. Leave dumpster cleaning to tthe trash huliq contractor. Xrage for regular waste collection before containers overflow. den up immediately if a container does spill. Male sure that construction waste is collected, removed, and disposed of only at authorized dispsol areas. 'Ulh 1, SLIVIVVc, uiiu'JMVVau' .itteng on the project site should be prohibited. 1) event clogging of the storm drainage system, litter and debris removal from drainage grata trash racks, and ditch lines should be a priority. TroEreceptacles should be provided in the contractor's yard, field trailer areas, and at locmns where workers congregate for lunch and break periods. Litt from work areas within the construction limits of the project site should be collected ondaced in watertight dumpsters at least weekly, regardless of whether the litter was gerated by he contractor, the public, or others. Collected litter and debris should not be plaid in or next to drain inlets, stormwater drainage systems, or watercourses. Dupsters of sufficient size and number should be provided to contain the solid waste r ' ct. rated by the e P o 9 ; Ful dumpsters should be removed from the project site and the contents should be disposed of )y the trash hauling contractor. Costruction debris and waste should be removed from the site biweekly or more frequently as seeded. CoBtruction material visible to the public should be stored or stacked in an orderly manner. Strmwater runon should be prevented from contacting stored solid waste through the use of >erms, dikes, or other temporary diversion structures or through the use of measures to eleate waste from site surfaces. Said waste storage areas should be located at least 50 ft from drainage facilities and wdercourses and should not be located in areas prone to flooding or ponding. Inspection and Maintenance Inspect and verify that activity -based BMPs are in place prior to the commencement of assocated activities. While activities associated with the BMP are under way, inspect weekly to veify continued BMP implementation. Inspect BMPs subject to non - stormwater discharge daily while non - stormwater discharges occur Inspect construction waste area regularly. Arrange for regular waste collection. The following steps will help reduce stormwater pollution from concrete wastes: Discuss the concrete management techniques described in this BMP (such as handling of concrete waste and washout) with the ready -mix concrete supplier before any deliveries are made. Incorporate requirements for concrete waste management into material supplier and subcontractor agreements. Store dry and wet materials under cover, away from drainage areas. Avoid mixing excess amounts of fresh concrete. Perform washout of concrete trucks offsite or in designated areas only. Do not wash out concrete trucks into storm drains, open ditches, streets, or streams. Do not allow excess concrete to be dumped onsite, except in designated areas. For onsite washout: - Locate washout area at least 50 feet from storm drains, open ditches, or water bodies. - Do not allow runoff from this area by constructing a temporary pit or bermed area large enough for liquid and solid waste. - Wash out wastes into the temporary pit where the concrete con set, be broken up, and then disposed properly. - Avoid creating runoff by draining water to a bermed or level area when washing concrete to remove fine particles and expose the aggregate. - Do not wash sweepings from exposed aggregate concrete into the street or storm drain. Collect and return sweepings to aggregate base stockpile or dispose in the trash. DEWATERING AHD PUMPING OPERATIONS Description and Purpose Dewatering operations are practices that manage the discharge of pollutants when non - stormwater and accumulated precipitation must be removed from a work location so that construction work ma } be accompalishod. Suitable ADDlications These practices are implemented for discharges of nonstormwater from construction sites. Non - stormwaters include, but are not limited to, groundwater, water from cofferdams, water diversions, and waters used during construction activities that must be removed from a work area. Practices identified in this section are also appropriate for implementation when managing the removal of accumulated precipitation(stormwater) from depressed areas at a construction site. Limitations Site conditions will dictate design and use of dewatering operations. The controls discussed in this best management practice (BMP) address sediment only. The controls detailed in this BMP only allow for minimal settling time for sediment particles. Use only when site conditions restrict the use of the other control methods. Dewatering operations will require, and must comply with, applicable local permits. Implementation Dewatering discharges must not cause erosion at the discharge point. A variety of methods can be used to treat water during dewatering operations. Several devices are presented below and provide options to achieve sediment removal. The size of particles present in the sediment and Permit or receiving water limitations on sediment are key considerations for selecting sediment treatment option(s); in some cases, the use of multiple devices may be appropriate. Sediment Basin J,- rlpilor -: A ediment basin is a temporary basin with a controlled release strcture that is formed by excavation or construction of an emankment to detain sediment -laden runoff and allow sediment to set,ie out before discharging. Sediment basins are generally larger than Sedment Traps. Ap,�roprieto Ap� ,cations: Effective for the removal of gravel, sand, silt, some metals that settle out with the sediment, and trash. rr„'ernen to tior: Excavation and construction of related facilities is required. Temporary sediment basins must be fenced if safety is a concern. Outlet protection is required to prevent erosion at the outfall location. lvloir tee crce: Maintenance is required for safety fencing, vegetation, embankment, inlet nd outfall structures, as well as other features. Removal of sediment is required when the storage volume is educed by one -half. Sediment Trap J�sc rib tior: A sediment trap is a temporary basin formed by excavation and /or C onstruction of an earthen embankment across a waterway or low drainage area to detain sediment -laden runoff and allow sediment to settle out before discharging. Sediment traps are generally smaller than Sediment Basins. Ap;�ro;3ri(7te A,,), %cat!or,s: Effective for the removal of large and medium sized particles (sand and gravel) and some metals that settle out with the sediment. m em,rn:aI ior. Excavation and construction of related facilities is required. Trap inlets should be located to maximize the travel distance to the trap outlet. Use rock or vegetation to protect the trap outlets against erosion. Meir; 1c,,) c r!- c e: Maintenance is required for vegetation, embankment, inlet and outfall structures, as well as other features. Removal of sediment is required when the storage volume is reduced by one - third. QLQv g Filter Lescrip lion: A gravity bag filter, also referred to as a dewatering bag, is a square or rectangular bag made of non -woven geotextile fabric that collects sand, silt, and fines. Appropriofc Applicotio.Is: Effective for the removal of sediments (gravel, sand, and silt). Some metals are removed with the sediment. Irr)plemertation: Water is pumped into one side of the bag and seeps through the bottom and sides of the bag. A secondary barrier, such as a rock filter bed or straw /hay bale barrier, is placed beneath and beyond the edges of the bag to capture sediments that escape the bag. Meintena�ce: Inspection of the flow conditions, bag condition, bag capacity, and the secondary barrier is required. Replace the bag when it no longer filters sediment or passes water at a reasonable rate.The bag is disposed of offsite. EVALUA11ON FOR CONSTRUCTION PROJECTS A trained individual shall perform a written evaluation of the project site. a. By the end of the next business day following each rainfall that exceeds 0.5" b. A minimum of one (1) time per week Project Name: Name of Trained Individual: Is this Evaluation following a rainfall Yes Date of Inspection: No If yes, date the rain stopped: Inches No. PROBLEM or CONCERN YES NO N/A 1. Is the site information posted at the entrance? 2. Are all necessary permits attained and special provisions being i m plemented? 3. Is a construction entrance installed? Is it effective? Is it enough 4. Public and private streets are clean? 5. Are appropriate practices installed where stormwater leaves the site? 6. Silt fence is entrenched into the round? 7. Silt fence is upright? Fabric and stakes meet specifications? Fabric is not to torn? 0 Terminated to higher round? Property joined at ends? 8. Sediment basins and traps are installed according to the plan? The pipe or rock spillway is functional? 9. The earthwork for erosion and sediment control practices is properly graded, seeded and /or mulched? 10- I Diversions swales and/or waterbars are installed to plan and protected? 11. I Perimeter practices have adequate capacity and do not need to be cleaned out? 12. Inlet protection is installed on all functional inlets? not filter fabric under rate 13. Inlet protection is installed so water does not flow under it? 14. The frame, cross-bracing and or stakes are adequate and meetspecifications? 15. I The fabric straw, mulch and/or stone is intact without holes or tears? 16. Catch basin insert protection is installed where required? 17. Sediment has been removed from the practice? 18. Swoles and ditches have been stabilized or protected? 19. Stormwater outlets are adequately stabilized? 20. Temporary stabilization of distributed ground has been addressed? 21. Disturbed areas that will lie dormant for 15 days are planned to be protected? 22. All protected dormant areas meet a minimum 70% coverage 23. Growing vegetation has sufficient water and /or nutrients to grow? 24. Permanent stabilization of disturbed ground is progressing through the project? 25. Final grading and stabilization is progressing on completed areas? 26. The soil has been properly prepared for seeding? 27. Hard or soft armoring is installed where natural vegetation will erode? 28. Water pumping operations have a protected outlet and discharge water is clear? 29. A designated washout is established for concrete trucks? 30. No sediment leaving washout area? 31. A dumpster is onsite for trash disposal? 32. Fuel tanks and other toxic materials are safely stored and protected? 33. Smaller construction sites not required to file a separate NOI are complying with the overall plan? 34. ALL PROBLEtvIS OR CONCERNS NEED TO BE ADDRESSED WITH A CORRECTIVE ACTION Identify the problem by number and /or provide additional explanation as needed. Developer Representative contacted, name and date: Contractor Representative contacted, name and date: Report Submitted by. Date: Date: Date: ��� \\ \ \ \ 11111 I I I fill////// �// // 10 S�ls SY F- p�STERF ..;f �- , No. �� 10000075 _ � STATE OF � // /0 11111111 NAL - / / / /1111 111\ 3IC4� I 1 l-. DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: FF 2 DRAWN BY: O W M0 STORMWATER POLLUTION 0 W Q4 Z E--4 LU I 0 w Z mi 0 QV Z 0X Q z OC 0 a u. a 44 I w �2i 0 cis 0 Zz V) w cy- U ,__� ��� \\ \ \ \ 11111 I I I fill////// �// // 10 S�ls SY F- p�STERF ..;f �- , No. �� 10000075 _ � STATE OF � // /0 11111111 NAL - / / / /1111 111\ 3IC4� I 1 l-. DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: (Z W o STORMWATER POLLUTION r----q U W Q4 N: \1238\ 6003 \DWGS \HARLESTON \C803- 804.DWG E--4 -4--.) V) E--_4 w V1 Z Z Q z O � Q z "--i 0 C) &---4 w Z5 r4 Q w �2i n1 W `� ) W U � U ,__� Z = w r----q r----q DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: JLF SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS DRAWING FILES: N: \1238\ 6003 \DWGS \HARLESTON \C803- 804.DWG SHEET NO.: Soils Legend & Descriptions: Br - Brookston silty clay loam, Soil Description and Characteristics: 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 moderate permeability. This soil has severe limitations for building sites. The site needs to be artificially drained and protected from flooding. Dwellings with basements should not be constructed on this soil. This soil has severe limitations for local roads and streets because of seasonal high water table and high potential frost action. The base material for roads and streets should be replaced or strengthened with suitable material. CrA - Crosby silt loam, Soil Description and Characteristics: 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 moderate permeability. This soil has severe limitations for building sites. The site needs to be artificially drained to prevent wetness from becoming a problem. Dwellings with basements should not be constructed on this soil. This soil has severe limitations for local roads and streets because of seasonal high water table and high potential frost action. The base material for roads and streets should be replaced or strengthened with suitable material. Note: Soil Descriptions and Characteristics shown were taken from the Soil Survey of Hamilton County, Indiana USDA Soil Conservation Service. Recommendations and methods to overcome soil limitations: Limitations for local roads, streets and dwellings because of seasonal high water table and high potential frost action can be overcome by the use of curb underdrains, sub -base strengthening or lime stabilization. Swales which sever the surface drainage can also help. High water tables can be overcome with respect to basement construction with the use of perimeter foundation drains and sump pumps. Refer to the site construction drawings and details for specific information related to the proposed infrastructure improvements on this site. CROSSBARS BEEHIVE INLET OR DRAINAGE COVER 24" L ✓ 7V//'4 j LATHS SILT FENCE MATERIAL SILT FENCE EXTENDS 6" BELOW FINISHED GRADE NOTE: W 1. SEE SILT FENCE DETAIL FOR MATERIAL SPECIFICATIONS. 2. SILT FENCE SHALL BE PREASSEMBLED BY SUPPLIER. INLET PROTECTION - SILT FENCE SILT FENCE X X -� 10' ± TYPICAL TYPICAL TOPSOIL STOCKPILE 0 t s�5 �,. •�.J 1 .. i \ 3�Y..r ) _s `1 f -�`� ' S.. $ kr. - -`.J"' t' A f t+ `... i, '1�+.... Iv, J if,.� �,•. l...f.1S{ _ i f'; "`,t. 4 Imo;5:' (j I t � ;' '� -"- ._✓` ry � �, '�' "j 1;4- . ,���r f.v •.�:. i f "......i �-_ r.! €.:�":5 r� � r ..� rf ry t I J �.. •� - r , i 1�� �-t ff SIT FA •.f � f' °U.-.4 rte% i rr�- �'f i• i ,I•,,� Ff . J 4t I �' � � � �,r J � �i I '� i f • � �.1� F ``lam i,' 7..'; 1, 1�i \ -��..� SOILS MAP NOT TO SCALE i �I T 1 �L Seedbed Preparation REVELATION SCHEDULE Apply lime to raise the pH to the level nded for species being MAINTENANCE seeded. Apply 23 pounds of 12 -12 -12 analysi6ertilizer (or equivalent) per CHECKED BY: 1000 sq. ft. (approximately 1000 pounds per :re) or fertilize according to TEMP. DIVERSION SWALE & SILT TRAPS test. Application of 150 lbs. of ammonium nibte on areas low in organic o matter and fertility will greatly enhance vegetati\ growth. Wheat or Rye Work the fertilizer and lime into the soi .o a depth of 2 -3 inches pats with a harrow, disk or rake operated across the slope as much as possible. Annual Ryegrass Seeding SILT FENCE Select a seed miixture based on projecte( use of the area (Figure 5 -2), EVENTS while considering best seeding dates. See Figure 5 -3 this sheet. If toler- PRIOR ances are a problem, such as salt tolerance of setdings adjacent to streets EXISTING INLET PROTECTION and highways, see Figure 5 -4 this sheet before find selection. EVENTS Figure 5 -2: Permanent Seed Mixtu-es PRIOR TO CLEARING AND GRADING Non - Irrigated* Species Seeding Rate Suitable pH Site Suitability* Irrigated Ib)s /acre Ibs /1000 well TO CLEARING AND GRADING sq. ft. Droughty Drained Wet Dormant EVENTS Seeding ** Temporary Seeding and Stablization Dates Level and Sloping, Open Areas Irrigation needed during this period. To control erosion at times other than in the shaded areas, 1. Tall Fescue 35 .8 5.5 -8.3 2 1 2 use mulch. * Late summer seeding dates may be extended 5 days 2. Tall Fescue 25 .6 5.5 -8.3 1 if mulch is applied. Red Clover ** 5 .12 ** Increase seeding application by 50 %. 3. Kentucky Bluegrass 15 .4 5.5 -7.5 2 1 NOTE: MULCHING REQUIRED WHEN ACTUAL CONDTIONS HAMPER THE Creeping Red Fescue 15 .4 ESTABLISHMENT OF VEGATATIVE GROUND COVER. SIGN TO INDICATE THE FIGURE 5-3 LOCATION OF THE Steep Banks and Cuts CONCRETE WASHOUT AREA 4. Tall Fescue 15 .4 5.8 -7.5 2 1 2 Temporary Seedings Kentucky Bluegrass 25 .6 - - BERM AROUND PERIMETER 5. Tall Fescue 35 .8 5.5 -8.3 2 1 Kind of Seed 1000 Sq. Ft. Acre Remarks t2' 12" MIN Emerald Crownvetch ** 10 .25 - - _ Whe GROUND SURFACE at or Rye 3.5 lbs. 2 bu. Cover seed 1 to Lawns and High Maintenance Areas 1 1/2" deep - 2' -0 MIN ..._. := _ > .:' ` �� COMPACTED EMBANKMENT _. __ 6. Kentucky Bluegrass 40 .9 5.8 -7.5 2 1 Spring Oats 2.3 lbs. 3 bu. Cover seed 1" deep MATERIAL TYP. 3:1 OR FLAER - Creeping Red Fescue 40 .9 SIDE SLOPE` 7. Perennial Ryegrass 170 4.0 5.0 -7.5 1 Annual ryegrass 1 lb. 40 lbs. Cover seed 1/4 "deep* 15'x15' MIN OR ( Turf Type) AS REQUIRED TO CONTAJN WASTE CONCRETE 8. Tall Fescue 170 4.0 5.5 -8.3 2 1 2 * Not necessary where mulch is applied. NOTES: * 1 - Preferred 2 - Will Tolerate ** Inoculate with specific Inoculant. 1. CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLtCEMENT ON SITE. 2. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE WASHOU AREA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCREE WASHOUT AREA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. 6- HIGH, 12- WIDE GEOTECTILE FABRIC \ FILLED WITH No.2 STONE (FABRIC -NUTEC 3. THE CONCRETE WASHOUT AREA SHALL BE REPAIRED AND ENLARGED OR CLEMED OUT AS 3NW SILT FENCE FABRIC OR APPROVED EQUAL) 2 stakes (typ) NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE. ONE per bale ° FOOT OVERLAP 4. AT THE END OF CONSTRUCTION, ALL CONCRETE SHALL BE REMOVED FROM TFE SITE AND DISPOSED ONTO THE CURB OF AT AN APPROVED WASTE SITE. _ ° °O•o ° °• PUBLIC ROAD ° . o :o . o :o . o 5. WHEN THE CONCRETE WASHOUT ARE IS REMOVED, THE DISTURBED AREA SHALL BE SEEDED AND - 50 MIN flow ° ° ° °° • ° ° ° ° MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE INSPECTOR, - \ ° ° °° -o °° o °O o °°•o °°•o °°•o °°.o °°•o °- °• ° ° °• °- °• °° °° • ° ° °• °• °•° CONCRETE WASHOUT DETAIL O'D 0.0 .o ° °. ° ° °• °°. ° ° °.o °°.o °°.o° .o °o•O ° °.o° °.° CURB INLET straw bale ° ° ° UN . • ° • ° • ° ° ° , ° ° ° ° ° ° ° ° ° ° o ° ° ° ° ° -0 o• o;. °. °° °•°- ° ° °• °° T SEDIMENT BARRIER -0.0 ° ° ° ° ° ° ° ° - °° CURB INLE SE 6" (MIN) :o:° °.° °.° °°o.° °. °.° ° °•o• °.° ° •o ••'=° 0. 2 " -3" COARSE 12' (MIN) °` °: ' / 3 NO SCALE Plan AGGREGATE ° ��� / NOTE: n . t. s. GEOTEX11LE FABRIC TO STABILIZE =11 START BLANKET AT TOP OF THE SWALE FOUNDATION (ESPECIALLY IMPORTANT SEEDING / , II. AND ROLL IN THE DIRECTION OF THE WHERE WETNESS IS ANTICIPATED) WATER FLOW IN THE SWALE. REFER TO " CHANNEL PLACEMENT C AND STAPLE FOR II 6 MIN. TURN DOWN PATTERNS. stake (typ) TEMPORARY CONSTRUCTION / �II� placced parallel straw bale III EROSION CONTROL BLANKET VARIES to ground ENTRANCE DETAIL / =1111 (NORTH AMERICAN GREEN GRADE GRADE ,,, ' II, S -75 OR EQUAL) (NEW OR EXISTING) /-(NEW OR EXISTING) 3.25' . I 3.25' OpE - EXISTING GRADE �II�IIII MAk3, MPX�1 5` 3 "- 6 "undertoe II I scope �S -75 EROSION CONTROL 7111 SEEDED AND I I I �'- NORTHEAMERICAN GREEN EROSION CONTROL STRAW MULCHED I Profile OR APPROVED EQUAL MATTING DETAIL EROSION CONTROL ONTRO MATTING DETAIL (n.t.s.) STORMWATER POLLUTION REVELATION SCHEDULE EROSION CONTROL MEASURE MAINTENANCE ,o CHECKED BY: INSTALLATION SEQUENCE TEMP. DIVERSION SWALE & SILT TRAPS AS NEEDED o PREVENTION DETAILS PRIOR TO CLEARING AND GRADING STONE ENTRANCE AS NEEDED PRIOR TO CLEARING AND GRADING SILT FENCE WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING EXISTING INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING TREE PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING TEMPORARY DIVERSIONS WEEKLY, AFTER STORM EVENTS AND AS NEEDED ALONG WITH ROUGH GRADING TEMPORARY SEEDING WATER AS NEEDED Z AFTER ROUGH GRADING PERMANENT SEEDING WATER AS NEEDED w AFTER FINISH GRADING EROSION CONTROL MATTING WEEKLY AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING STRAW BALES WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER EACH INLET IS PLACED SEED SOD & LANDSCAPE AROUND WATER AS NEEDED AFTER FINISHED GRADING AROUND FINISHED UNITS UNITS FINISHED REMOVAL OF STRAW BALES N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF INLET PROTECTION N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF SILT FENCE N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED ,W 275 250 225 200 SLOPE 175 LENGTH 150 (FT.) 125 100 75 50 25 0 KLUVIKLD DUE To DEPTH Of FLOW. ® X X CHANNEL LININGS UTILIZE STAPLE PATTERN 'C' 4:1 3:1 21 t: t CHANNEL WITH ADDITIONAL STAPLES ON SIDE SLOPES AT SLOPE GRADIENT LINING PROJECTED WATER LINE. STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN EROSION CONTROL BLANKETS. STAPLE PATTERNS MAY VARY DEPENDING UPON SOIL TYPE AND AVERAGE ANNUAL RAINFALL AT SLOPE LENGTHS GREATER THAN 300 FEET OR WHERE DRAINAGE OVER LARGE AREAS IS DIRECTED ONTO THE BLANKETS, STAPLE PATTERN 'C' SHOULD BE UTILIZED. 1 THE EDGES OF THE BLANKET SHOULD BE BUTTED AGAINST EACH OTHER, THE EDGES OF THE SCC225 SHOULD BE OVERLAPPED 2'. 3 RC THE BLANKET SHOULD NOT BE o OU STRETCHED BUT ALLOWED TO LAY -'- OF LOOSELY ON THE SOIL SURFACE TO ACHIEVE MAXIMUM BLANKET TO SOIL CONTACT. 7�1 ROLL BLANKETS �fLy OUT IN DIRECTION rF wee ri nw 2 ON SLOPE APPLICATIONS, THE TOP OF THE BLANKET SHOULD BE 'SLOTTED IN' ABOVE THE BREAK OF THE SLOPE OR AT A MINIMUM, STAPLED IN PLACE WITH STAPLES 6' APART ON THE END OF THE BLANKET. 4 ON LONG SLOPES, THE ENDS OF THE BLANKETS SHOULD BE OVERLAPPED 4 - 6' IN A 'SHINGLE EFFECT'. 6 PREPARATION OF THE SEED BED, INCLUDING APPLICATION OF LIME, FERTILIZER AND SEED SHOULD BE CONDUCTED AS NORMAL PRIOR TO INSTALLATION OF BLANKET. 5 IN HIGH VELOCITY CHANNEL APPLICATIONS, .�- CHECK SLOTS SHOULD BE ESTABUSHED o° EVERY 35 - 40'. THE SLOTS SHOULD BE 6' WIDE BY 6' DEEP WITH THE BLANKET STAPLED IN THE BOTTOM OF THE SLOT, THEN BACKRLLED AND SEEDED. EROSION BLANKET INSTALLATION FOR REAR YARD SWALE SCALE: NONE SEDIMENT FILTER DETAIL HOLEY MOLEY SAYS "DON'T DIG BLIND "'IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ET SEQ. AS AMENDED AND SUPPLEMENTED, IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. SILT FENCE Silt Fence shall be a machine produced, non -woven geotextile of 100% polypropylene meeting the physical properties below. All stakes shall be 2" X 2" hardwood 36" tall with 24" tall lath stapled to stakes over fabric as reinforcement. All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. FabricWeight ............................ ............................... 4 oz /syd Grab Strength ........................... ............................... Warp 125 lbs. Elongation................................. ............................... Warp 50 Trapezoidal Tear Strength ........ ............................... 50 lbs. Burst Strength .......................... ............................... 200 psi UVResistance ........................... ............................... > 70 A. 0. S .......................................... ............................... 50-80 Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft Sediment Retention .................. ............................... 75 Jllt rence Mai( Fence Post Fence Post Should be Buried 1' Below Ground Surface Stakes 0 5' O.C. Ground Surface Ice Material Should be Buried 6" Below Ground Surface. SILT FENCE DETAIL NTS \\\\\ \ � aQN T P - \SEE. G No. =� 10000075 - STATE OF ��•� �� ANAL /ll /flllllli11111 1 .3/44WV4 DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schne*ider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 4/3/06 1238.6003 ,o CHECKED BY: 0 W SHEET TITLE: o PREVENTION DETAILS DRAWING FILES: L SHEET NO.: IL .J 0 0 oc OC 0 a u. O am 44 0 &i Z Q w P34 \\\\\ \ � aQN T P - \SEE. G No. =� 10000075 - STATE OF ��•� �� ANAL /ll /flllllli11111 1 .3/44WV4 DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schne*ider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: CCU W SHEET TITLE: o PREVENTION DETAILS DRAWING FILES: N: \ 1238\ 6003 \DWGS \HARLESTON \C803- 804.DWG SHEET NO.: H Q Z O Q Z Q) P34 Z �, w r- I • DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: IF SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS DRAWING FILES: N: \ 1238\ 6003 \DWGS \HARLESTON \C803- 804.DWG SHEET NO.: 4 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 48" FROM T/C PIPES WILL I •R -3501N & TR i INVERT TO INVERT REQUIRE 001 ON Gl DIA "F" - O-RING GASKET, NON- ASPHALTIC MASTIC OR i PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.5/ GRADIENT. (INCHES) SEE DEVELOPMENT PLAN FOR SIZES t6" MINIMUM? AND INVERT ELEVATIONS. SPECIAL DESIGN NON- SHRINK CEMENT GROUT TYPICAL SWALE DETAIL 12 TO 18 24 X 24 ••• DESIGN NO YES YES I I STANDARD PLAN APPROVED APPROVAL D -18 KENTON C. WARD, AItILTON COU TY SURVEYOR D TE i I 12 TO 21 30 X 30 • +• DESIGN NO YES YES I m 21 1/2 4 —t 518 1/2 5 MINIMUM 6" SUB SURFACE DRAIN APPROVAL TYPICAL SSD LATERAL 7aull rLItes 450'6 / "II•Xttr•' I a, 27 5/8 4 3/4 1/2 5 1/2 18 TO 21 i MH /BOX DESIGN YES YES YES APPROVED �1��0o I e•TTr. p 42 3/4 4 I 3/4 8 I APPROVAL ! I 48 3/4 5 1 3%4_ 8 SSD -� KENTO C. WARD, DATE 21 TO 27 24 X 38. OR + ++ DESIGN NO NO YES 38 X 36 72 3/4 6 1 /2Pipe 3/4 9 APPROVAL 84 3/4 7 1 ,pipe 3/4 10 12 TO 24 38 X 38 +•• DESIGN NO YES YES 1. BARS & PLATES ARE HOT- ROLLED STEEL. APPROVAL WITH 2 COATS OF ALUIINUM PAINT. 24 OR LARGER DESIGN ••• DESIGN NO NO YES APPROVAL APPROVAL (DRAWING NOT TO SCALE) 24 OR LARGER MH /BOX DESIGN YES* • YES YES STANDARD PLAN APPROVAL 414 -c,, 4WA + 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: I FEB 2002 STANDARD PLAN I APPROVED: a KENTON C. WAD. HAMILTON ZOUNTY SURVEYOR 'DYTE D-18 I - I 71 OFFICE OF THE HAMILTON COUNTY SURVEYOR EXISTING GRADE ---� iI _ r1 , I i "1�1 =1 I i -1 I I- _ _ ?.,._fly —� —I 11— III _III- I•-r�l= i•- .- ��- •- '- --� -•- PROPOSED GRADE . UNDERCUT SWALE BY 0.2' I 11- TO ALLOW FOR FUTURE SILTING UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN 1% SLOPE EXISTING GRADE 84" 48" TURNS UP TO 45 DEG I ti(IN I Il ( — —�-•. _3 -) I =... ...... — III —III —I i I —I I I— I,�'I --�• •PROPOSED I I 1=1 I R � I ( I I —I T-= —II GRADE UNDERCUT SWALE BY 0.2' TO ALLOW FOR, FUTURE SILTING' i — III —III I I I I l l —I I I we GRAY -NO BRICK OR BLOCK WILL 001 ON Gl DIA "F" - O-RING GASKET, NON- ASPHALTIC MASTIC OR i PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.5/ GRADIENT. �Oa SEE DEVELOPMENT PLAN FOR SIZES t6" MINIMUM? AND INVERT ELEVATIONS. OF PIPE O.D. •8" WITH NON- SHRINK CEMENT GROUT TYPICAL SWALE DETAIL • CONSTRUCTED (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 8" MIN. 3" MIN. REVISED: 1 FEB 2002 0 00 00 I I STANDARD PLAN APPROVED i i D -18 KENTON C. WARD, AItILTON COU TY SURVEYOR D TE i I MINIMUM SLOPE 0.30% —► -� nl 15 1/2 3 5/8 1/2 4 172 i 18 1/2 4 . 5/8 1/2 4 1/2 i i I 1B° MAx. I m 21 1/2 4 —t 518 1/2 5 MINIMUM 6" SUB SURFACE DRAIN OLT To grow .•rxor �'� r:z, p 24 5/8 1 3/4� 1/2 5 tM,e or coHCrzeTe TYPICAL SSD LATERAL 7aull rLItes 450'6 / "II•Xttr•' I a, 27 5/8 4 3/4 1/2 5 1/2 REVISED: 1 JAN 2000 i \ m 30 5/8 4 3J4 1/2 5 1/2 HAMILTON COUNTY SURVEYOR'S OFFICE STANDARD PLAN' I REVISED 1 JAN 2000 APPROVED �1��0o I e•TTr. p 42 3/4 4 I 3/4 8 I KENTO, C. WARD HAMILTON COUNTY SURVEYOR DATE ! I 48 3/4 5 1 3%4_ 8 SSD -� KENTO C. WARD, DATE q 54 3/4 5 V/2 p I P e 3 /44 8 OFFICE OF THE HAMILTON COUNTY SURVEYOR EXISTING GRADE ---� U24 ¢ PRECAST CONCRETE ADJUSTER RINGS IF _ r1 I II_I I I� I 11=� T i>•�� "1�1 =1 I i -1 I I- _ _ ?.,._fly —� —I 11— III _III- I•-r�l= i•- .- ��- •- '- --� -•- PROPOSED GRADE . UNDERCUT SWALE BY 0.2' I 11- TO ALLOW FOR FUTURE SILTING UNDERDRAINS REQUIRED IN SWALES WITH LESS THAN 1% SLOPE EXISTING GRADE 84" 48" TURNS UP TO 45 DEG I ti(IN I Il ( — —�-•. _3 -) (MIN.) —I =... ...... — III —III —I i I —I I I— I,�'I --�• •PROPOSED I I 1=1 I R � I ( I I —I T-= —II GRADE UNDERCUT SWALE BY 0.2' TO ALLOW FOR, FUTURE SILTING' I III loo °og� I I I III — III —III I I I I l l —I I I we GRAY -NO BRICK OR BLOCK WILL 001 ON Gl DIA "F" - O-RING GASKET, NON- ASPHALTIC MASTIC OR O a PERFORATED SUBSURFACE DRAIN (SSD) PIPE WITH MINIMUM 0.5/ GRADIENT. �Oa SEE DEVELOPMENT PLAN FOR SIZES t6" MINIMUM? AND INVERT ELEVATIONS. OF PIPE O.D. •8" WITH NON- SHRINK CEMENT GROUT TYPICAL SWALE DETAIL • CONSTRUCTED (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 8" MIN. 3" MIN. REVISED: 1 FEB 2002 HAMILTON COUNTY SURVEYOR'S OFFICE OR CLASS WASHED STONE STANDARD PLAN APPROVED STANDARD PLAN D-21 D -18 KENTON C. WARD, AItILTON COU TY SURVEYOR D TE MINIMUM SLOPE 0.30% —► -� nl 15 1/2 3 5/8 1/2 4 172 OFFICE OF THE HAMILTON COUNTY SURVEYOR CASTING FRAME STANDARD M A N H O L E AND COVER AS SPECIFIED FOR PIPE SIZES �4" THRU 68" U24 ¢ PRECAST CONCRETE ADJUSTER RINGS IF :Y NEEDED 12 INCHES OF RINGS MAXIMUM). NON-ASPHALTIC " MASTIC OR DIANETER- BUTYL RUBBER f— STANDARD PRECAST MANHOLE CAP OR CONE SEAL BETWEEN JOINTS 5" MINIMUM 4' B[AMETER 5" MINIMUM MANHOLE P[PE PIPE TURNS DIA. "F" DIA. "G" NON- ASPHALTIC MASTIC 98" 48" GREATER THAN 45 TO 80 DEC OR BUTYL RUBBER 98" 54 " -88" UP TO 80 DEC SEAL BETWEEN JOINTS 84" 42" GREATER THAN 45 TO 90 DEC 84" 48" TURNS UP TO 45 DEG 72" UP TO 45 DEC 18" 80" 33 "-38" STRAIGHT THRU ::;, :- TYPICAL 80" 24 "-33" GREATER THAN 45 TO 80 DEC FULL HEIGHT MANHOLE STEPS AS SPECIFIED ------- - - - - -- CONCRETE REDUCER CAP NOTE -MANHOLE CONFORMS TO AST1J C-478 -NO BRICK OR BLOCK WILL BE ALLOWED IN MANHOLE DIA "F" - O-RING GASKET, NON- ASPHALTIC MASTIC OR BUTYL RUBBER SEAL 1' MIN. OVER BETWEEN JOINTS HIGHEST PIPE PREFORMED HOLE TO MAXIMUM OF PIPE O.D. •8" WITH NON- SHRINK CEMENT GROUT 0 BENCH WALLS AT MINIMUM 1 /YfALLSRT00BE • CONSTRUCTED TO SPRING LINE OF PIPE. 3" MIN. ..• - � 8" MIN. 3" MIN. ONE COMPLETE UNIT OF PRECAST CONCRETE (DRAWING NOT TO SCALE) MANHOLE BASE AND RISER OR APPROVED ALTERNATIVE HAMILTON COUNTY SURVEYOR'S OFFICE OR CLASS WASHED STONE REVISED 1 FEB 2002 APPROVED Z, STANDARD PLAN D-21 KENTON C. W CO�NTY SURVEYOR DATE ,HAMILTON i i i I f I 1 I 1 1 II i 1 t _ OFFICE OF THE H�'iILTON .COUNTY SURVEYOR UNDERWATERDISCHARGE NOT ALLOY D OFFICE OF THE HAMILTON COUITY SURVEYOR (SEED & 5150 BLANKET AS SPEttED 1 I 5� (_ytN,) I 10' SAFETY LEDGE DEBRIS GUARD p i 5 SIDE PROFILE A ron V -bar lo. of H -bar 1 Bolt "A" I RC.PPSTCR1d SEWER NORMAL POOL Size Size )-bars Size Dia. Dim. R I l ��- --►� veer• Inches Inches Re 'd Inches Inches Inches OPTIONS FOR END SECTIONS NOTCH RIP -RAP INTO j 1/2 g 5/8 1/2 5 - CONCRETE HEADWALL i 51 � NORMAL POOL � SLOPE � a 24 5/8 4 3/4 1/2 7 0 ^ / SLO E z � SODDED AREA � (CROSS - HATCHED 30 5/8 4 3/4 1/2 7 1/2 _= SPE I �, R.C.P. STORb! SEWER RNOI MATTRESS p a x -I.xI 4 v 36 3/4 1 1/2 10 1/2 TOP VIEW d 42 3/4 4 1 3/4 11 FOR LAKE CROSS - SECTION .OPTION 3 (DRAWING NOT TO SCALE) a a_. 48 3/4 4 I,zp'pe 3%4 12 ° 0 REVISED 1 JAN 2000 54 3/4 4 I1' 2Pipe 3/4 12 STANDARD PLAN � 60 3/4 5 pipe 3/4 14 KENTON .WARD, HA:ItI 1'ON COUNTY SURVEYOR DATE -8 WASHED GRAVELj� 4 72 3/4 5 1 ,pipe 3/4 14 a OR CLASS WASHED STONE "A" Co 84 3/4 6 1 2Pipe 3/4 15 T TOP VIEW 12 1/2 3 i 5/8 1/2 4 MINIMUM SLOPE 0.30% —► -� nl 15 1/2 3 5/8 1/2 4 172 O o 3 MIN. 18 1/2 4 . 5/8 1/2 4 1/2 I 1B° MAx. I m 21 1/2 4 —t 518 1/2 5 MINIMUM 6" SUB SURFACE DRAIN OLT To grow .•rxor �'� r:z, p 24 5/8 1 3/4� 1/2 5 tM,e or coHCrzeTe TYPICAL SSD LATERAL 7aull rLItes 450'6 / "II•Xttr•' I a, 27 5/8 4 3/4 1/2 5 1/2 REVISED: 1 JAN 2000 \ m 30 5/8 4 3J4 1/2 5 1/2 HAMILTON COUNTY SURVEYOR'S OFFICE STANDARD PLAN' R 36 3/4 4 1 3/4 8 REVISED 1 JAN 2000 APPROVED �1��0o I e•TTr. p 42 3/4 4 I 3/4 8 I KENTO, C. WARD HAMILTON COUNTY SURVEYOR DATE ! I 48 3/4 5 1 3%4_ 8 SSD -� KENTO C. WARD, DATE q 54 3/4 5 V/2 p I P e 3 /44 8 KENTON C. ARD,HAM1 TON COUNTY SURVEYOR DATE -� �- 0 60 3/4 5 V/ 2p1 e 3/4 8 a 68 3/4 6 1'2Pipe 72 3/4 6 1 /2Pipe 3/4 9 84 3/4 7 1 ,pipe 3/4 10 90 3/4 7 1 ,pipe 3/4 14 NOTES 1. BARS & PLATES ARE HOT- ROLLED STEEL. Z. BAxs, PLATES, & PIPIE IRE FINISHED WITH 2 COATS OF ALUIINUM 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: 414 -c,, 4WA D-12 KEN HA MILTON COUNTY SURVEYOR TATE _ OFFICE OF THE H�'iILTON .COUNTY SURVEYOR UNDERWATERDISCHARGE NOT ALLOY D OFFICE OF THE HAMILTON COUNTY` SURVEYOR (SEED & 5150 BLANKET AS SPEttED 1 I 5� (_ytN,) I 10' SAFETY LEDGE E i 6' STEEL "T" FENCEPOST p i 5 (for temporary prote2tion) I RC.PPSTCR1d SEWER NORMAL POOL SET FLUSH W /FINISH GRADE R I l ��- --►� EAST JORDAN CASTING 1570 OR EQUAL OPTIONS FOR END SECTIONS NOTCH RIP -RAP INTO j CONCRETE BASE n . ; p U • r To - CONCRETE HEADWALL i 51 � NORMAL POOL � SLOPE � Z - ! D ; .. ^ / SLO E z � SODDED AREA � (CROSS - HATCHED a O P. °O° O O _= SPE I �, R.C.P. STORb! SEWER RNOI MATTRESS p a — WASHED GRAVEL Z O(°o 2 TOP VIEW rx FOR LAKE CROSS - SECTION .OPTION 3 (DRAWING NOT TO SCALE) w- o.GR UT 00 0 REVISED 1 JAN 2000 < 000 °O 7 STANDARD PLAN � C KENTON .WARD, HA:ItI 1'ON COUNTY SURVEYOR DATE -8 WASHED GRAVELj� O°O —CAP OR CLASS WASHED STONE "A" Co DIRECTION OF FLOW o 6" x 6" x 6" HE T 0 �► g0o moo v ° °U °4,,° oa OOOd'O�cfl�(O`�o O0 IN. MINIMUM SLOPE 0.30% —► -� nl MINIMUM 4" SSD O o 3 MIN. SUBSURFACE DRAIN (SSD) RISER DETAIL I 1B° MAx. (DRAWING NOT TO SCALE) MINIMUM 6" SUB SURFACE DRAIN HAMILTON COUNTY SURVEYOR'S OFFICE TYPICAL SSD LATERAL TO INDIVIDUAL LOTS REVISED: 1 JAN 2000 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE STANDARD PLAN' REVISED 1 JAN 2000 APPROVED �1��0o I KENTO, C. WARD HAMILTON COUNTY SURVEYOR DATE �tJ�6rvtoc, SSD -� KENTO C. WARD, DATE H fILTON COUNTY SURVEYOR _ OFFICE OF THE H�'iILTON .COUNTY SURVEYOR UNDERWATERDISCHARGE NOT ALLOY D HYDROSEEDED &MULCH OR (SEED & 5150 BLANKET AS SPEttED 1 I 5� (_ytN,) I 10' SAFETY LEDGE EXTENSION TO BE SECURED TO STEEL POST- 3' (MIN.) W 5 1 E SODDED AREA � (CROSS- HATCHED) v END SECTION A RC.PPSTCR1d SEWER NORMAL POOL O , ^oJ o 5 ' R I l ��- --►� 'f0E PLATE g' i 1' 6" OPTIONS FOR END SECTIONS NOTCH RIP -RAP INTO -METAL SHOWN /REQUIRES TOE PLATE SLOPE AS SHOWN. -PRECAST REQUIRES ANCHOR USE RENO MATTRESS -CONCRETE SLOPEWALL - CONCRETE HEADWALL i 51 � NORMAL POOL � SLOPE � - 51 i ^ / SLO E z � SODDED AREA � (CROSS - HATCHED �qp a l 80 1 p _= SPE I �, R.C.P. STORb! SEWER RNOI MATTRESS p a biATTILE 0�����_�- �J 7 -9" GRADED" 0�0 0 I O 00`� _ 7 -9" GRADED RIPRAP IN ` ot, O� to 18 O RIPRAP IN GABIAN BASKET �\o ��' _ 1 O orr CABIAN BASKET - - - - - -- --- - - - - -- GEOTEXTILE MAT SHALL EXTEND RENO MATTRES 6" ALL THE WAY AROUND THE /� PERIMETER OF THE RENO MATTRESS. CROSS SECTION TOP VIEW LAKE .OUTLET'- DETAIL FOR LAKE CROSS - SECTION .OPTION 3 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE 0 REVISED 1 JAN 2000 �000c�o�n000 STANDARD PLAN APPROVED: G. �" LI,�,a�+0o 1 D KENTON .WARD, HA:ItI 1'ON COUNTY SURVEYOR DATE ZL ir OFFICE OF THE HAMILTON COUNTY SURVEYOR �J 6' STEEL FENCE ( "T ") POST NOTE 15' MIN. h 1 I OARD MIN. NORMAL POOL lOQ YEAR EXTENSION TO BE SECURED TO STEEL POST- EME GEN 2' IN 2 LOCATIONS ' CAP &TAPE TEMPORARY EXTENSION ABOVE GROUND '. USE OUTLET OPTION 3 TO BE REMOVED UPON CONNECTION TO HAMILTON COUNTY SURVEYOR'S OFFICE HOUSE. 18 "� ALL MEASUREMENTS TO BE MEASURED � FROM BACK OF CURB. z }-- EXTENSION SECURED TO STEEL POST IF EXTENSION IS NOT UTILIZED, !T IS TO HE I CAPPED BELOW GROUND LEVEL. PROPOSED ^ LATERAL LOCATIONS SHALL BE STAMPED GRADE ON CURB. (SEE CURB STAMP DETAIL) biATTILE 0�����_�- �J 7 -9" GRADED" 0�0 0 I O 00`� _ 7 -9" GRADED RIPRAP IN ` ot, O� to 18 O RIPRAP IN GABIAN BASKET �\o ��' _ 1 O orr CABIAN BASKET - - - - - -- --- - - - - -- GEOTEXTILE MAT SHALL EXTEND RENO MATTRES 6" ALL THE WAY AROUND THE /� PERIMETER OF THE RENO MATTRESS. CROSS SECTION a CAP AS REQUIRED BY SITE IL I �// /� p p • V- p • p p 0 I � j/ boo o�� �000c�o�n000 W tY - -TOE OF SLOPE-- _.--- -. - - -- - - - __ -8 WASHED GRAVELj� OR CLASS WASHED STONE "A" Co � O REDUCING T REQUIRED MINIMUM SLOPE 0.30% —► -� nl MINIMUM 4" SSD O o 3 MIN. 22" MIN. I 1B° MAx. - -- 12'— 12' —1►� -- — -- MINIMUM 6" SUB SURFACE DRAIN D -PIPE DIAMETER TYPICAL SSD LATERAL TO INDIVIDUAL LOTS ALONG STREETS (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISED 1 JAN 2000 STANDARD PLAN APPROVED: �tJ�6rvtoc, SSD -� KENTO C. WARD, DATE H fILTON COUNTY SURVEYOR KENTON C. ARD,HAM1 TON COUNTY SURVEYOR DATE +. OFFICE OF THE HAMILTON COUNTY SURVEYOR LAKE CROSS- SECTIONS OFFICE OF THE HAMILTON COUNTY SURVEYOR EASEMENT 15' MIN. h 1 I OARD MIN. NORMAL POOL lOQ YEAR BANK ARMORMENT AT. OUTLET. PIPE EME GEN 2' SPILLWAY co 1 IN OPEN CHANNELS 10' USE OUTLET OPTION 3 TOP OF BANK TOP OF BANK HAMILTON COUNTY SURVEYOR'S OFFICE •�X� 18 "� �4 STANDARD PLAN -- - - - - - - - OJ 3' MIN. 3' MIN. l�C9 WIDTH VARIES D-8 KENTON C. WARD, AMILTON COUNTY SURVEYOR RCP OUTLET\\ 12" MIN. I-►� 24" DIAMETER STANDARD PLAN 'GEO- -�~•\o 2� I —2L GEO- AiATTILE 0-5 KENT .WARD, AMILTON COUNTY SURVEYOR DATE biATTILE 0�����_�- �J 7 -9" GRADED" 0�0 0 I O 00`� _ 7 -9" GRADED RIPRAP IN ` ot, O� to 18 O RIPRAP IN GABIAN BASKET �\o ��' _ 1 O orr CABIAN BASKET - - - - - -- --- - - - - -- GEOTEXTILE MAT SHALL EXTEND RENO MATTRES 6" ALL THE WAY AROUND THE /� PERIMETER OF THE RENO MATTRESS. CROSS SECTION a CAP AS REQUIRED BY SITE IL -I CONDITIONS. CONE TOP TO 0 (n z O . F . TOP OF BANK n O , O ' o W tY - -TOE OF SLOPE-- _.--- -. - - -- - - - __ 4— CENTER LINE OF PIPE 0 TOE OF SLCPE 0, I - - - - - - - - - - - - - - - - - - - - r l - �o- _ -- - - - - - - - - - - - - - - - - - - - - O�,o o 0 TOP OF BANK - -- 12'— 12' —1►� -- — -- PLAN VIEW (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S ' OFFICE REVISED= 1 JAN 2000 4 �Q�� STANDARD PLAN APPROVED: 0-4 KENTON C. ARD,HAM1 TON COUNTY SURVEYOR DATE +. OFFICE OF THE HAMILTON COUNTY SURVEYOR LAKE CROSS- SECTIONS OPTION 3 EASEMENT 15' MIN. h 1 I OARD MIN. NORMAL POOL lOQ YEAR qFREE EME GEN 2' SPILLWAY co 1 AT 100 YEAR 3 1 10' USE OUTLET OPTION 3 (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE •�X� REVISED: 1 JAN 2000 �4 STANDARD PLAN APPROVED: DATE D-8 KENTON C. WARD, AMILTON COUNTY SURVEYOR NEEDED U2 INCHES OF RINGS MAXIMUM). OFFICE OF THE HAMILTON COUNTY SURVEYOR SIDE PROFILE TOP VIEW 1' el-CASTING FRAME AND COVER AS SPECIFIED NON- ASPHALTIC MASTIC STEEL NUTS & WASHERS 1' OR BUTYL RUBBER DETAILS k SEAL BETWEEN JOINTS. •�X� X -WIDTH OF END SECTION ALLTHREAD SPACING TO BE TWO PER FOOT EX: 12" END SECTION - 2 ALLTHREAD 24" END SECTION 4 ALLTHREAD PRECAST CONCRETE ADJUSTER RINGS IF HAMILTON COUNTY SURVEYOR'S OFFICE NEEDED U2 INCHES OF RINGS MAXIMUM). 24" DIAMETER STANDARD PLAN r.... 0-5 KENT .WARD, AMILTON COUNTY SURVEYOR DATE ECCENTRIC CONE OR REDUCER a CAP AS REQUIRED BY SITE IL -I CONDITIONS. CONE TOP TO 0 (n z O MATCH ADJUSTING RING PROFILE. W tY r- ---- --- - -j OFFICE OF THE HAMILTON COUNTY SURVEYOR ANCHOR FOR CONCRETE END SECTIONS • SIDE PROFILE TOP VIEW 1' - STEEL ALL THREAD 1' LONG- ..... %2" MIN. DIAMETER I '-/ - - -- --- -- ___ +,s it STEEL NUTS & WASHERS 1' END PROFILE DETAILS ( 1 ALLTHREAD F—STEEL BOLT HOOKS I'LONG •�X� X -WIDTH OF END SECTION ALLTHREAD SPACING TO BE TWO PER FOOT EX: 12" END SECTION - 2 ALLTHREAD 24" END SECTION 4 ALLTHREAD (DRAWING NOT TO SCALE) HAMILTON COUNTY SURVEYOR'S OFFICE REVISED 1 JAN 2000 V i STANDARD PLAN APPROVED '�JA�+ao 0-5 KENT .WARD, AMILTON COUNTY SURVEYOR DATE J J J L pONTB�'' -15TE N o. 10000075 ?0 STATE OF o % /SS�4NAL llllll/lll r I41f11\t1 \ \\ I i � L. DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, NTH UT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schne*ider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering r'� PROJECT NO.: 4/3/06 0 � vV � 0 SHEET TITLE: HAMILTON COUNTY DETAILS DRAWING FILES: LU SHEET NO.: a� �0 V i 0W cc a LL IL 0 (n z O W tY pONTB�'' -15TE N o. 10000075 ?0 STATE OF o % /SS�4NAL llllll/lll r I41f11\t1 \ \\ I i � L. DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, NTH UT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schne*ider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering r'� PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: vV � DCC SHEET TITLE: HAMILTON COUNTY DETAILS DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C805.DWG SHEET NO.: (C W V i z z T •� DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC DCC SHEET TITLE: HAMILTON COUNTY DETAILS DRAWING FILES: N: \1238 \6003 \DWGS \HARLESTON \C805.DWG SHEET NO.: (C ter„ ♦ , 1 1 , r wu%r% 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors, or omissions found on the plans or in the field, before work is started or resumed. 1. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractor's responsibility. 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other reference points; if disturbed or destroyed, contractor shall contact engineer. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be buried onsite or removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The location of on site bury pits shall be designated by the owner or the Engineer. 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, ect. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company and the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilties and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough r ug Grading: the tolerance for paved areas shall not exceed 0.04 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All building pad areas (engineered fill areas) Shall be compacted to standards specified by local and /or state building codes. All fill areas (pad or engineered) shall be compacted to at least 95 percent of the maximum dry density (ASTM D- 1557). fill should exhibit a maximum dry density of at least 105 pcf, and have a liquid limit less than 50 and plasticity index of less than 25. sandy fill must have less than 15% fines passing a #200 sieve. 2. For compaction requirements of paved areas, see street specifications. 8. Earth Work Balance The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or importing of earth. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the Engineer in determining earthwork quantities shall be ac- complished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations f it o so borings as the physical limits of the various soil types, also the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may cause either an excess or shortage of actual earthwork materials to shortage of materials occurs, the contractor shall contact the engineer to determine if adjustment can be made to correct the imbalance of earth. complete the project. If such an actual minor excess or TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY, 2002 1. Standard specifications 327 IAC 3 shall apply for all work and materials. Inspection service shall be provided by Clay Regional Waste District. The following specifications and construction plan details denote requirements for materials and installation methods per 327 IAC 3. 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 clossificaton 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 elostomeric 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 ppe bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in section 7.4.1 of specifications. Gaskets for elostomeric 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 precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16-inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A Installation and operation of vacuum equipment and indicating devicss must be in accordance with manufacturer's recommendations and performance specifications which have been provided by the manufactuer and accepted by the Engineer. The vacuum equipment must be capatle 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 on 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 prime- shall be applied prior to applying the rubber coating. Inside joints to be filled with precoot plug material. 6. The manhole chimney's including all riser rings shall be sealed using Infi- Shield i " Sh ni U band 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 "as 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. Deflection test shall also be performed using a mandrel that is 95% of the diameter of the inside of the pipe, and that the mandrel be pulled by hand. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 3271AC 3 -6 -9. Sec. 9. (a) Sanitary sewers shall not be located within ten (10) feet of any existing or proposed water mains, when measured horizontally from the outside edge of the sanitary sewer to the outside edge of any existing and proposed water mains, unless the sanitary sewers and water main comply with the following: (1) The sanitary sewer and water main must cross with the sanitary sewer and water main separated by a minimum of eighteen (18) inches measured vertically from the outside edge of the sanitary sewer to the outside edge of the water main. (2) The crossing specified in subdivision (1) must be at a minimum angle of forty -five (45) degrees measured from the center lines of the sanitary sewer and water main. (3) The conditions specified in subdivisions (1) and (2) must be maintained for a minimum distance of ten (10) feet from either side of the sanitary sewer as measured from the outside edge of the sanitary sewer to the outside edge of the water main. (b) A shorter separation distance than that specified in subsection (a) is allowed if the following is conducted within the separation distances specified in subsection (a): (1) The sanitary sewers meet all water main pressure testing requirements as described in 327 IAC 8- 3.2- 17(a). (2) The sanitary sewer shall be constructed of materials in conformance with one (1) of the following: (A) 327 IAC 8- 3.2 -8. (B) Section 8(a)(1) of this rule. (C) ASTM D2241 -96b, Standard Specification for Poly Vinyl Chloride (PVC) Pressure -Rated Pipe, and having a SDR (standard dimension ration) 2 a of (3)The sanitary sewers and water mains are no in contact. (4)Any sanitary sewer joints are compression type joints that are placed equidistantly from the water main. (5) The sanitary sewer and water main are laid on separate trench shelves. (c) No sanitary sewer manhole shall be within eight (8) feet of a water main as measured from the outside edge of the sanitary sewer manhole to the outside edge of the water main. 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 same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing 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 -Ft and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance is. 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 cleonout adjacent to the building. STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall confirm to ASTM C -76 latest revision, with joints conforming to ASTM C -443 latest revision. When storm pipe is submerged B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot - blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints - Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. When manhole and storm pipe are continuously in water. C. SUBDRAINS 1. Perforated plastic pipe subdrains shall conform to ASTM F -405. 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. B. Local Standards - the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship - To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipelaying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports - Whenever in the opinion of the Engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling - 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 -inch below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. Bedding, haunching and initial backfill shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill shall be brought up evenly on both sides of Lhe 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 for all RCP installations 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. Final backfill for all RCP installations greater than 5 -feet of pavement shall be clean fill material free of rocks larger than 4- 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. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi - circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains - All subdrains shall be of the size shown on the plans and shall be constructed to the grades shown. All drains constructed off -site as part of the outlet drain will be located as shown. J. Utilities - It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. K. Contractor to grout joints inside storm structures where pipes enter or exit and between structure and casting. STREETS 1. SCOPE OF WORK The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: All streets, parking areas in contract limits Curbs and gutters Sidewalks and concrete slabs, exterior steps 2. MATERIALS A. Concrete - Concrete shall be ready -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C -150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C -33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non - extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1 -1/2" 100 1„ 80 -100 3/4" 70 -90 1/2" 55 -80 #4 35 -60 #8 25 -50 #30 12 -30 #200 5 -10 3. APPLICATION A. Grading - Do any necessary grading in addition to tha t performed in accordance dance wi th Earthwork Section, to bring subgrades, after final compaction, to the required grades and sections for site improvement. B. Preparation of Subgrade - Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving. C. Compaction of Subgrade - The first 6 inches below the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the provisions of AASHO T -99. Water shall be prevented from standing on the compacted subgrade. D. Utility Structures - Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or have made, any necessary adjustments in such structures. E. Placing Concrete 1. Subgrade - Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. 2. Forms - All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed. Forms shall be clean and smooth immediately before concreting. 3. Placing Concrete - Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F. or less, paragraph 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. F. Concrete Curb 1. Expansion Joints - Shall be 1/2 inch thick premoulded between storm structures & curb. 2. Contraction /Control Joints - Unless otherwise provided, contraction joints shall be sawed or scored joints spaced 10 feet on center, except for intersection radii where joints shall be placed 5' o.c. 3. Finish - Tamp and screed concrete as soon as placed, and fill any honey combed places. Finish square corners to 1/4" radius and other corners to radii shown. C. Concrete Walko and Extorior Stopo 1. Slopes - Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. H. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. I. Bituminous Pavement - Hot asphalt concrete pavement shall be as specified in Section 403 and must comply with Section 401.05 of the Indiana Department of Transportation Specifications latest revisions. Paving will not be permitted during unfavorable weather or when the temperature is 40 degrees F. and falling. J. Compacted Aggregate Subbase - the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be accomplished by rolling with a smooth wheeled roller weighing 8 to 10 tons. Compact to 90% compaction using Standard Testing Procedures. Along curbs, headers and walls and at all placed not accessible to the roller, the aggregate material shall be tamped with mechanical tampers or with approved hand tampers. Nty of Carmel Right of Way Paving Policy lovember 2, 2005 1) General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, spreading, finishing, compaction and other work necessary to prepare foundations, install aggregate bases and install one or more courses of base, intermediate, or surface hot mix asphalt mixtures within existing or proposed right -of -way for roadways, auxiliary lanes and asphalt multi -use paths. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non - acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed o co p eted shall conform to the 2005 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G) All work shall comply with the requirements of Section 105.03 of the Standard Specifications. H) For the purposes of this policy, where the term Engineer is used in this policy and the Standard Specifications, it shall mean: i) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmel, or authorized agent(s) that may be retained to represent the City of Carmel. ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. 1) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre- construction meeting to review the Engineer's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the Engineer as to relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. 2) Foundation A) General i) This work shall consist of the construction /preparation of the foundation in accordance with Section 105.03 of the Standard Specifications. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations 1. After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. 2. Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications iii) Embankments 1. Embankments shall be constructed in accordance with Section 203 of the Standard Specifications 2. All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. 3. Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. 4. Prior to the construction of any embankment the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. 5. Embankments shall be shaped to be well drained and shall be protect to prevent erosion. 6.Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. City of Carmel of Way Paving Policy City November 2, 2(ontinued) No C) Soil Sies 0 . Ses shall be prepared only after allation of all utilities and s�ce drains indication on the ap, construction documents to be to re Gunder the pavement a cord Trench backfilling work of the ,,tallations shall be accordance wlthcity of Carmel Trench Back Specifications. ii) The ode shall be shaped to the requlr.ade and sections, free from all rut,rrugations, or other irregul s iii) The suie shall be uniformly prepare)mpacted and approved in accordawith Sections, 207.02, 207.03 207.04 of the Standard Specifica iv) Subgrade:all be inspected and approved he Engineer before any aggregate e or hot mix asphalt paving op6)n are constructed. A proofroll sl'be conducted in accordanceh Section 203.26 of the Standard Sffications. Unacceptable areas shall corrected to the satisfaction the Engineer before any aggregate bcor hot mix asphalt paving operas commence. v) At the discrel of the Engineer, Subgrade that3s satisfactorily passed a proofroll, buemains uncovered for a period of 141lendar days prior to placing stone Gs subject to a measurable rainvent prior to placing stone, shall be bject to additional proof rolls prior, placement of Aggregate Base. D. Existing Pavement i) Milling of existing pat-nent surfaces shall be in accordance wit[Section 306.02, 306.03, 306.05, 306.0 and 306.08 of the Standard Specificclons. ii) Localized weak areas of tte existing pavement section uncoverei during the milling process shall be repaired in accordance with Section 30.02, 304.03, 304.05 or 305 of the Standard Specifications iii) Prior to opening milled areas to traffic, the milled areas shall be cleaned of all material, debris and dust resulting from the operation. of Carmel Right of Way Paving Policy Nov iv) Milled areas that remain open to traffic longer than those times stipulated in Section 306.05 of the Standard Specifications shall be subject to Section outlined in Sec i t ed liquidated m ou u dated da a es q 9 306.05 of the Standard Specifications. The Contractor shall be responsible for payment of these liquidated damages. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted aggregate on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to and on the work site in a manner that minimized segregation of moisture loss. v) Aggregate Bases shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. B) Temperature and Seasonal Limitations i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed. iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared foundation shall be free from objectionable or foreign materials at the time of placement. ii) The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate base Is placed. D) Spreading and Finishing i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii) Subsequent paving courses shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of subsequent paving courses shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer, additional proof rolls may be required. 4) Asphalt Pavement A) General i) This work shall consist of placing one or more courses of base, intermediate, or surface hot mix asphalt (HMA) mixtures on a prepared foundation in accordance with Section 105.03 of the Standard Specifications. ii) HMA base, intermediate, or surface mixtures shall be constructed on prepared foundations and to thickness equal or greater than those indicated on the approved construction documents. iii) Materials used in the production of the HMA mixtures shall be in accordance with Section 401.03 of the Standard Specifications. 2, 2005 (continued) iv) Equipment for HMA operations, including but not limited to production, hauling /transportation, laydown, compaction and miscellaneous /ancillary activity shall be in accordance with Section 409 of the Standard Specifications. v) Installation of the full pavement section indicated on the approved construction documents for the entire area to be paved must be completed in the some paving season. vi) Widening operations shall comply with the following: 1. The outside face of the excavated area shall be left as nearly vertical as the nature of the material will permit and not wider than the outside limits of the widening section 2. The existing pavement adjacent to the widening area shall be sawcut to a clean edge. 3. The subgrade in the widened area shall be compacted in accordance with this policy. 4. Widening mixtures shall comply with the pavement section indicated on the approved construction documents. 5. Compaction of the widening shall be in accordance with Section 304.05 of the Standard Specifications. B) Preparation i) The Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard the Specifications just prior to placing HMA courses in accordance with Section 31D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any paving operations commence. ii) All displacement or rutting of the Aggregate Base shall be repaired prior to placing HMA mixtures. iii) Milled asphalt surfaces shall be tacked in accordance with Section 406 of the Standard Specifications. iv) Asphalt surfaces between courses shall be tacked in accordance with Section 406 of the Standard Specifications. v) Contact surfaces of curbing, gutters, manholes and other structures shall be tacked in accordance with Section 406 of the Standard Specifications. vi) Surfaces on which a mixture is placed shall be free from objectionable or foreign materials at the time of placement t C t material shall be distributed City of Carmel Right of Way Paving Policy November 2, 2005 (continued) E) Joints i) Joints shall conform to the requirements of Section 401.15 of the Standard Specifications. vu) Tac oa with equipment meeting the Length for Minimum Time, ft requirements of Section 409.03(a) of Specification Time for Length (L) Shown, min: s the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the 150 ft ambient temperature and the 250 ft temperature of the surface on which it 350 ft is to be placed is 457 (7'C) or above. 450 ft The Engineer shall determine the 3:48 ambient temperature. There shall be 0.360 L no provision for low temperature 3:46 compaction allowed bye Section 402.16 3:46 of the Standard Specifications. ii) No mixture shall be placed on a frozen 3:46 subgrade. iii) Under no circumstances shall HMA 0.854 L mixtures be placed between December 5:40 15 and March 30. iv) If a foundation that is to receive one 5:40 or more courses of base, intermediate, 6:24 or surface HMA mixtures is placed and 7:34 determined to be an approved 1.520 L foundation by the City prior to 7:34 November 30, placement of HMA 7:34 courses will be allowed up to December 8:52 15, provided that the ambient and 11:24 foundation surface temperature 8:26 complies with the requirements of 2.374 L Section 4C(i) of this policy and the 9:28 paving contractor pay for the services 9:63 of a full time construction inspector 13:51 and who shall act as an authorized 17:48 agent of the Engineer. The Engineer 11:20 shall select the construction inspector. v) If the ambient and foundation surface 11:20 temperature complies with the 14:15 requirements of Section 4C(i) of this 19:58 policy between April 1 and April 15, 25:38 HMA course shall be allowed to be 14:10 placed on an approved foundation 5.342 L provided that the paving contractor 14:10 pay for the services of a full time 22:15 construction inspector and who shall 31:09 act as an authorized agent of the 40:04 Engineer. The Engineer shall select the 17:00 construction inspector. vi) The Engineer reserves the right to 19:13 suspend all paving operations if, in the 32:03 opinion of the Engineer that prevailing 44:52 weather conditions and /or the condition 57:41 of the Subgrade and /or the Aggregate 19:50 Base may result in substandard HMA 10.470 L placement, spreading and finishing. D) Spreading and Finishing i) HMA courscs shall be placed upon an 52:21 approved foundation or other HMA 69:48 course by means of laydown equipment 24 in accordance with Section 409.03 (c) 89 of the Standard Specification ii) Segregation or flushing or bleeding of 45:34 HMA mixtures will not be permitted. 68:22 Corrective action shall be taken to 91:10 prevent continuation of these 27 conditions. Segregated or flushed or 88 bleeding HMA mixtures shall be 28:51 removed if directed. iii) All areas showing an excess or 86:32 deficiency of binder shall be removed 115:22 and replaced. iv) All HMA mixtures that become loose 80 and broken, mixed with dirt, or is in 35:37 any way defective shall be removed 71:13 and replaced. F) Compaction i) The HMA mixture shall be compacted with equipment in accordance with Section 409.03 (d) of the Standard Specifications immediately after the mixture has been spread and finished. ii) Rollers shall not cause undue displacement, cracking or shoving. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non - compliant or as directed by the Engineer. E) Where the Engineer determines that it is necessary to confirm compliance with vements standards of quality or thickness, p shall be cored and tested at the expense of the Contractor. The average thickness of all courses must equal or exceed the minimum prescribed by the approved construction documents, and no single core shall show a deficiency greater than one half inch (1/2 ") in any course or total thickness from the pavement section indicated on the approved construction documents. F) Such inspections shall not be construed to relieve the developers' engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction or for the means and methods of construction, nor for safety on the job site. G) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. H) If the Contractor fails to comply forthwith with any order made under the provisions of the subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. 1) Work done contrary to instructions proved by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of any phase of construction, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. B) The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded r fora period greater than three years. The Engineer shall establish the extended bonding requirement. TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 pslg DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Diameter In. Minimum Time, min: s Length for Minimum Time, ft Time for Longer Length, S Specification Time for Length (L) Shown, min: s �� &--q CIO w SHEET TITLE: 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 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 1 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 38:27 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 1 102:33 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 35:37 53:26 71:13 89:02 108:50 124:38 142:25 160:15 33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129:18 150:43 172:21 193:53 38 34:00 1 86 30.788 L 61:17 76:55 102:12 128:12 153:80 179:29 205:07 1 230:46 cii z O Cn w = Z ! Q iiiiiiiiiiiiiiiiiiii aI Z 0 Z WE LU F jL Z mi p CC O 0c OG O a LLM CL I O Z \ \ \\ \IlNl ► I I I I I I I l l I I I I N� X\ / /// \\\\\ ' \�() 8 / ` ' , Q.G5TERF %r�Q O O. - ; 10000075 =: _t) I �� - SEF STATE OF �/ zz '%N INDIANA.... ��� Fs °'''% S�4NAL ' / / /// 1///11111111111%1% l i L, DATE: 4/3/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: �� &--q CIO w SHEET TITLE: O DRAWING FILES: r--4 U W (:t4 (C 9(0)n U F -4--.) V) E��� Z W (D W V 1 � � � a Z � " Q Z � R� Q Z 0 0 w Q Q) ll v -� W U � X L� �W tD O C75 (:4 w r 1 M DATE: PROJECT NO.: 4/3/06 1238.6003 DRAWN BY: CHECKED BY: DCC SHEET TITLE: SPECIFICATIONS DRAWING FILES: N: \ 1238 \6003 \DWGS \HARLESTON \C901.DWG SHEET NO.: (C 9(0)n