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07110023 Civil Construction Plans Rcv. 11/27/2007 DOCS
G��LaG°� MOT 0 SCALE FUTURE PARKING LOT EXISTING Village of WestClay SECTION 6003 —B BLOCK "B" THIS PROJECT SITE DOES NOT LIE WITHIN A SPECIAL FLOOD HAZARD ZONE C (No Special Flood Hazard) ON THE FLOOD INSURANCE RATE MAP FOR THE CITY OF CARMEL. >c Br JI 1 Y rVICMKIP u ADI CCTf%Kl CTDCCT EXISTING Village of WestClay SECTION 6003 —B BLOCK "A" SCALEn 111=60' Li U MOT TO SCALd D Q O W O F- G.� Z F N X W it C Y't4 7 CrA SEC. 29— T18N —R3E o no IJaG`�� �C� 0 ADDRESS: 410 ARLESTO STREET 6N 0 OO 0 P� G°�C0 0C�f���Q o E3 0 0 0 0 10 od' En MAR""an"ET STREET IMOORMAPOLOS9 OMOORMA 66206 13171 262=1220 DOCKET N0. TAC NOTE: NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN APPROVED STORM WATER MANAGEMENT PERMIT. REVISIONS: DATE: BY: DESCRIPTION: 11/21/07 BTB C100 & C101 PROJECT ENGINEER: BTB ARCHITECT: CSO SCNE EL SN LT © &-1 F`o a ® fr a v Q --v 1%ff %ff ar v 12821 E. New Market Street Architecture Suite 301 Civil Engineering Carmel, IN 46032 Environmental Engineering Telephone: 317.569.8112 Geotechnical Services Fax: 317.826.6410 GIS * LIS www.schneidercorp.com Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke @schneidercorp.com THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HERON 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. CHECKED BY: PRK DATE CHECKED: 11-14-07 OO 2007, The Schneider Corporation I� s_ y OWN ..T B 00Q �...� No. 10000075 10- STATE OF �v ., .NDIANP.. ��• F 70NAL DATE: 11 /20/07 Joe No. 1238.071 r- r-- ► I . . . r- A 1 4 1"'1 -7 n \ r'1 -7 4 \ M 1 A / n e n 4 r'1 r'1 1'1 \ A / r 1 LL IN HM L: IV: \ I LJO \V / I \V VVVJ \V I VV. V VVV SHEET OF 16 INDEX SHEET No. DESCRIPTION C100 COVER SHEET C101 SITE PLAN C102 GRADING, DRAINAGE- &UTILITY PLAN C103 PRE — CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN C104 STORMWATER POLLUTION PREVENTION PLAN C601 STORM SEWER PLAN AND PROFILE C701 WATER PLAN C702 WATER DETAILS AND SPECIFICATIONS C801 STREET DETAILS C802 STORM SEWER DETAILS C803 SANITARY SEWER DETAILS C804 —C806 STORMWATER POLLUTION PREVENTION DETAILS AND SPECIFICATIONS C901 SPECIFICATIONS C902 CARMEL SPECIFICATIONS ARCHITECT: CSO SCNE EL SN LT © &-1 F`o a ® fr a v Q --v 1%ff %ff ar v 12821 E. New Market Street Architecture Suite 301 Civil Engineering Carmel, IN 46032 Environmental Engineering Telephone: 317.569.8112 Geotechnical Services Fax: 317.826.6410 GIS * LIS www.schneidercorp.com Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke @schneidercorp.com THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HERON 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. CHECKED BY: PRK DATE CHECKED: 11-14-07 OO 2007, The Schneider Corporation I� s_ y OWN ..T B 00Q �...� No. 10000075 10- STATE OF �v ., .NDIANP.. ��• F 70NAL DATE: 11 /20/07 Joe No. 1238.071 r- r-- ► I . . . r- A 1 4 1"'1 -7 n \ r'1 -7 4 \ M 1 A / n e n 4 r'1 r'1 1'1 \ A / r 1 LL IN HM L: IV: \ I LJO \V / I \V VVVJ \V I VV. V VVV SHEET OF 16 Land Description Part of Block "A" in the Village of Westclay, Section 6003 -13, the plat of which is recorded as Instrument Number 2007013950, Plat Cabinet 4, Slide 264 in the Office of the Recorder of Hamilton County, Indiana, described as follows: Commencing at the Southeast corner of said Block "A ", thence South 89 degrees 48 minutes 01 seconds West (bearings based up the surveys and plat of Village of West Clay) along the north right —of —way line of Harleston Street a distance of 24.23 feet to the Point of Beginning marked by a 5/8 inch rebar with yellow cap stamped "Schneider Eng. Firm #0001" (hereinafter referred to as "Schneider rebar "); thence continuing South 89 degrees 48 minutes 01 seconds West along said north right—of—way line a distance of 99.77 feet to a "Schneider rebar"; thence North 00 degrees 11 minutes 59 seconds West a distance of 91.49 feet to a "Schneider rebar "; thence North 89 degrees 48 minutes 01 seconds East a distance of 19.44 feet to a "Schneider rebar "; thence North 00 degrees 11 minutes 59 seconds West a distance of 39.00 feet to a "Schneider rebar"; thence North 89 degrees 48 minutes 01 seconds East a distance of 60.90 feet to a "Schneider rebar "; thence South 00 degrees It minutes 59 seconds East a distance of 30.00 feet to a "Schne ;der rebar "i thence North 89 degrees 48 minutes 01 seconds East .a distance of 19.44 feet to a "Schneider g rebar "; thence South 00 degrees 11 minutes 59 seconds East a distance of 91.49 feet to the Paint of Beginning, containing 0.26 acres (11,503 square feet), more or less. 8" STANDING CONCRETE ISLAND rLr+iv vicvv CONCRETE DRIVE THRU ISLAND DETAIL SCALE: 1"=10' i" THICK, DOUBLE - SIDED VERDE GUATAMALEN MARBLE LOGO WITH ENGRAVED GOLD FILLED 01" DOUBLE SIDED INDIVIDUAL TO MATCH BANK BUILDING, FIELD MEASURE ANODIZED ALUMINUM LETTERS EIFS BACKPLATE PRIOR TO FABRICATION IN CUSTOM BRONZE COLOR, W -0' POST/PIN MOUNTED EIFS - COLOR & TEXTURE TO MATCH THAT OF BANK BUILDING (BY OTHERS) BRICK TO MATCH BANK BUILDING (BY OTHERS) W SCREEN WALL W MONUMENT SIGNAGE 00 � 5 +00 00 m CD p w co ("D 4F% mo(D ¢ J F— IU U ,D C/) (D Z � m C/) J X U W V) I "3: i i COMMONS HARLESTON POND FUTURE PARK1`N_G —LOT N89'48'01 °E � \`I 20' D.U. &S.E.I � I I it of i I� T I I II E/-/Z//- I LC) 11�' E ISTINI'(� PSI ENE�1Y, I - -- ° � c), IN Ut.ILITY' I 'EASEMEN IIII _ A LL_J i N IN$TR # 2d 20005165 . I INOIANQ, FIB�jR WORKS, III � II C� L.4.C, UTILITIY EASEME T � IN�TR.I# 2d�040003234 1 III � I'I III � Ili 8 5 � I III III � II 4 20.00' P R I L 5� III III I II . .. . .. . .. . .. . .. . .. . `SP WALL W SIGNACE I I III ° -.. -I. .° III III Q •E '. �.'e �. .._8'WAtI(.'� I'll III ICI A Al �/ III III O SE CORNER �/ III III BLOCK °A" E*W.Eo�I III �� lil 3+00 ���� III � III x ,2 +0 -- �,_ — -- �, III 1- I -001N� w 162.26' -71 139.16 1� EX. _- EXISTING VILLAGE � WE TCL Y SECTI N' 6003 —B, LOOK- 'B ITIAL 85'111 IIII I III III � � I I II I I III II � � I I IIII i III �i III � I I III I III �� III -�� I I I III I III � III � I I III I III � II DOCKET N0. TAC i ASSUMED NORTH SCALE: 1"=20 ' FiULtY MULtY 5AY5 "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, lT 4S AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. (� I N 1. ALL RADIUS AND OTHER DIMENSIONS FOR 6" STANDING AND CHAIRBACK CURB ARE TO FACE OF CURB. 2. ALL RADIUS AND OTHER DIMENSIONS FOR 2' ROLL CURB ARE TO BACK OF CURB 3. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. IF RELOCATION OF EXISTING UTILITIES IS REQUIRED, THE COST FOR SEWER SUCH RELOCATION SHALL BE BORNE SOLELY BY THE DEVELOPER. 4. VERIFY SIGN LOCATIONS AND SIGN REQUIREMENTS WITH LOCAL GOVERNING AUTHORITIES. 5. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 6. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 7. ALL DIMENSIONS TO THE BUILDINGS ARE TO THE OUTSIDE OF THE BUILDING FOUNDATION WALL. 8. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS & BUILDING SQUARE FOOTAGE. 9. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED PRIOR TO ANY EXCAVATION FOR FIELD LOCATION OF SERVICES. 10. SERVICE WALKS SHALL BE NON— REINFORCED CONCRETE 4" THICK AND WIDTH AS INDICATED ON PLANS. 11. SEE ARCHITECTURAL PLANS FOR ALL EXPANSION AND CONTRACTION JOINTS LOCATIONS. 12. ALL FILL AREAS (ENGINEERED FILL) SHALL BE COMPACTED TO AT LEAST 98 PERCENT OF THE STANDARD DRY DENSITY (ASTM 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 PCF, AND HAVE A LIQUID LIMIT OF LESS THAN 50 AND PLASTICITY INDEX OF LESS THAN 25. SANDY FILL MUST HAVE LESS THAN 15 PERCENT FINES PASSING A #200 SIEVE. II_,L�IEEI�� 2' Chairback Curb and Gutter c801 0 2' Chairback Curb w /out Gutter C801 6 �c Asphalt Pavement c801 Edge of Pavement (D Concrete Service Walk 3 cso1 Handicap Ramp c801 Oc Landscaping —Grass 10 rl Concrete Drivethru Pavement c801 c101 0I 13 � O Concrete Island Detail cs01 c�01 O Handicap Ramp 4 (R /W Type) cs01 11 12 jjjjj O Handicap Parking Stalls c801 C1 01 Pavement within R/W 9 cso1 0 Decorative Sidewalk Pavers 9' x 20' Parking Spaces — 17 xQ 9' x 20' Handicap Parking Spaces — 4 a— Traffic Flow Arrow NOTE: SEE ARCHITECTURAL PLANS BY OTHERS FOR BUILDING DIMENSIONS AND EXACT LOCATIONS OF UTILITY SERVICE LINES. � 014 T ii 0 ,\x �PA o F No. _ 10000075: PC- STATE OF F N A I / I DATE: 11/20/07 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. (2007 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 PROJECT NO.: 11/20/07 1238.071 �b CHECKED BY: Ct PRK SHEET TITLE: SITE PLAN DRAWING FILES: N: \1238 \071 \DW6S \C101.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: 6003- 8— BS.DWG, HARELSTON— BS.DWG XREF: PETTIGRU— BS.DWG SHEET NO.: a� � � d co z a� � ~ 0 Uj � 014 T ii 0 ,\x �PA o F No. _ 10000075: PC- STATE OF F N A I / I DATE: 11/20/07 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. (2007 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.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: Ct PRK SHEET TITLE: SITE PLAN DRAWING FILES: N: \1238 \071 \DW6S \C101.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: 6003- 8— BS.DWG, HARELSTON— BS.DWG XREF: PETTIGRU— BS.DWG SHEET NO.: � � d co z � ~ W z � z CK5 DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: SITE PLAN DRAWING FILES: N: \1238 \071 \DW6S \C101.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: 6003- 8— BS.DWG, HARELSTON— BS.DWG XREF: PETTIGRU— BS.DWG SHEET NO.: D.U.&S,E. m CD O O W C0 CD z� Q Q � F- W U CD CD O - � m X U W C) W BRENWICK TND C WARRAN INSTRUMENT N EX. HARLESTON POND POND 5 NORMAL POOL= 898.25 TOP OF BANK =905.4 100 YEAR =903.4 FUTURE PARKING LOT I" �j ilk V jj Ij I 20' D.E ,/ j II lilt �I� III III 1 EXISTI11G PSI ENER��Y, IN�. UtILITY EASEMENT111 QTR. I it 2 C UUU 5 2 165Q & INOIAN�4 FIB�R WORKS,111 L ..C. UTILIT11 EASEMEN I�JI TR. # 20'040003234 � j jlll� III �� III � I III III � l � I III III II �I I III Ili � II � I III III � III �i P TI L 95' W � li -Q rte. Tt WAS _ 90� 907.96 �¢.,Q C:j CD 6.71 GUT \ WALL W SIGNAGE N� a• Q d �~ d__' OQ a" Q_ ? t` d - "d "ad .a _ d • a - 8' WALK ~ to Ooi Chi 9 � ° a '. ° 'e• a � ° � � ° _,� _ � -. d '- -' a - _ d � ' °' d - a rn ° (.6 7. TC . °_ ° - - • ,a . _ o� a PLANTER � - _ PLAN � ° _ rn o � GUT _ _ -• . ,� . _ a ,. � •' -- 1 a � AS.551TC p�o� 907.19 T 906.71 TC ° � �F' 906.69 G T 906.21 GUT I I Cn �''o � E SAN't�jARY S 1 SEE SHEET C701 FOR so7.s5 7c o ��, �, EX. TC= 906.22 907.65 TC o^°� 0 907.15 GUT �G � MORE INFORM TION ON 907.75 TC 907.15 GU � \ \ EX. INV.= I 1 p� � 899.32 (W) WATER SERVI� LINE =GUT � goo X ���;�� �. W. E . II - J - - - - - - - - - 907.30 TC /ME 906.86 TC 906.70 TC 906.21 TC /ME � p 907.65 TC /ME � =GUT/ME g0� �GUT/ME �GUT 906.20 GUT 905.71 GUT /M 1 �� � � �0 � �,� ���� 55' WATER SERVICE j o1 1/2 WATER �ERV E LINE � T- O lJ \ �°�p � �' � �� ����� +00 ��� LATERAL BORE b`O�� I 2 + 04 �� �-- :�,� ^���R�,� _� III mil i UDL.66 00 h W w w w w STR.# T.C. INV. IN INV. OUT DEPTH STR. SIZE STR. TYPE CASTING TYPE PIPE SIZE DIRECTION IN OUT IN OUT 769 905.81 Existing Sanitary Sewer 901.52 4.29 48" CURB INLET R -3010 New Sanitary Sewer 12 z W 768 905.75 899.76 0 10.19 48" MANHOLE R -3010 12 15 E N 767,1 CO-0 0-- 0-0 898.25 1000.001 END I END SECTION= END 15 o I Clean Out Flow Arrow 6" Subsurface Drain E Burried Electric T Burried Telephone � Ci Burried Gas Line I 0 First Floor Elevation W Existing Water I" �j ilk V jj Ij I 20' D.E ,/ j II lilt �I� III III 1 EXISTI11G PSI ENER��Y, IN�. UtILITY EASEMENT111 QTR. I it 2 C UUU 5 2 165Q & INOIAN�4 FIB�R WORKS,111 L ..C. UTILIT11 EASEMEN I�JI TR. # 20'040003234 � j jlll� III �� III � I III III � l � I III III II �I I III Ili � II � I III III � III �i P TI L 95' W � li -Q rte. Tt WAS _ 90� 907.96 �¢.,Q C:j CD 6.71 GUT \ WALL W SIGNAGE N� a• Q d �~ d__' OQ a" Q_ ? t` d - "d "ad .a _ d • a - 8' WALK ~ to Ooi Chi 9 � ° a '. ° 'e• a � ° � � ° _,� _ � -. d '- -' a - _ d � ' °' d - a rn ° (.6 7. TC . °_ ° - - • ,a . _ o� a PLANTER � - _ PLAN � ° _ rn o � GUT _ _ -• . ,� . _ a ,. � •' -- 1 a � AS.551TC p�o� 907.19 T 906.71 TC ° � �F' 906.69 G T 906.21 GUT I I Cn �''o � E SAN't�jARY S 1 SEE SHEET C701 FOR so7.s5 7c o ��, �, EX. TC= 906.22 907.65 TC o^°� 0 907.15 GUT �G � MORE INFORM TION ON 907.75 TC 907.15 GU � \ \ EX. INV.= I 1 p� � 899.32 (W) WATER SERVI� LINE =GUT � goo X ���;�� �. W. E . II - J - - - - - - - - - 907.30 TC /ME 906.86 TC 906.70 TC 906.21 TC /ME � p 907.65 TC /ME � =GUT/ME g0� �GUT/ME �GUT 906.20 GUT 905.71 GUT /M 1 �� � � �0 � �,� ���� 55' WATER SERVICE j o1 1/2 WATER �ERV E LINE � T- O lJ \ �°�p � �' � �� ����� +00 ��� LATERAL BORE b`O�� I 2 + 04 �� �-- :�,� ^���R�,� _� III mil i UDL.66 00 h W w w w w STR.# T.C. INV. IN INV. OUT DEPTH STR. SIZE STR. TYPE CASTING TYPE PIPE SIZE DIRECTION IN OUT IN OUT 769 905.81 Existing Sanitary Sewer 901.52 4.29 48" CURB INLET R -3010 New Sanitary Sewer 12 z W 768 905.75 899.76 899.56 10.19 48" MANHOLE R -3010 12 15 E N 767,1 CO-0 0-- 0-0 898.25 1000.001 END I END SECTION= END 15 S Clean Out ""NUI E: 51KUU I URE fhb UEF' I H 16 bASLU UN A 4' BUMF AZ:ibUUfA I tU VVI I h A bNUU I blVIt-'. *CONTRACTOR TO VERIFY ABOVE OR ALTERNATE STRUCTURE TYPES AND SIZES PER HCSO DETAIL D -18. 8x1 1/2" WET TAP TEE w w w w w EX. 8» WATER MAIN - EXISTING VILLAGE OF WESTCLAY SECTION 6003-B,� BLOCK "B" NOTE: ALL PAVING TO BE COMPLETED IN ONE PAVING SEASON EX. FIRE HYDRANT 90 .80 . . 905. � 8 I��� I III III DARITIAL 85'111 R /'jN ASSUMED NORTH SCALE: 1 "= 20 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 ANQ S13QQtEMENjED, IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. c� I am Z I _ 1. ALL RADIUS AND OTHER DIMENSIONS FOR 6» STANDING AND CHAIRBACK CURB ARE TO FACE OF CURB. 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. IF RELOCATION OF EXISTING UTILITIES IS REQUIRED, THE COST FOR SUCH RELOCATIONS SHALL BE BORNE SOLELY BY THE DEVELOPER. 3. VERIFY SIGN LOCATIONS AND SIGN REQUIREMENTS WITH LOCAL GOVERNING AUTHORITIES. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. ALL DIMENSIONS TO THE BUILDINGS ARE TO THE OUTSIDE OF THE BUILDING FOUNDATION WALL. 7. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS & BUILDING SQUARE FOOTAGE. 8. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED PRIOR TO ANY EXCAVATION FOR FIELD LOCATION OF SERVICES. 9. SERVICE WALKS SHALL BE NON- REINFORCED CONCRETE 4» THICK AND WIDTH AS INDICATED ON PLANS. 10. SEE ARCHITECTURAL PLANS FOR ALL EXPANSION AND CONTRACTION JOINTS LOCATIONS. 11. CONTRACTOR SHALL CONTACT CITY OF CARMEL DEPARTMENT ENGINEERING TO SCHEDULE A PRE - CONSTRUCTION MEETING PRIOR TO THE START OF CONSTRUCTION. 12. REMOVE AND BACKFILL ALL AREAS WHERE EXISTING STORM SEWER CROSSES PROPOSED BUILDING FOOTPRINTS BY TRENCHING. ALL STORM SEWERS INTERCEPTED TO BE PERPETUATED INTO STORM SEWER SYSTEM. THE CONTRACTOR OR SUBCONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER IN ANY CIRCUMSTANCES WHERE THIS CANNOT BE ACCOMPLISHED. 13. ALL FILL AREAS (ENGINEERED FILL) SHALL BE COMPACTED TO AT LEAST 98 PERCENT OF THE STANDARD DRY DENSITY (ASTM 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 PCF, AND HAVE A LIQUID LIMIT OF LESS THAN 50 AND PLASTICITY INDEX OF LESS THAN 25. SANDY FILL MUST HAVE LESS THAN 15 PERCENT FINES PASSING A #200 SIEVE. NOTE: PROTECT EXISTING CURBING DURING CONSTRUCTION. ANY CURBING DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED TO THE SATISFACTION OF THE CITY. DOCKET N0. TAC PROJECT NO.: D -- Existing Storm Sewer Q v �$ O ---�- Nei► Storm Sewer DRAWING FILES: N: \1238 \071 \DWGS \C102.DWG XREF: 071- BS.DWG, 5471001bs.DWG XREF. Ca- 21.DWG, HARELSTON- BS.DW6 XREF. PETTIGRU- BS.DWG Existing Sanitary Sewer W Z New Sanitary Sewer A z 0 o - 00 �- - Existing Contour � x DESC Existing Elevation a � w/ description v sUj of c� W CO-0 0-- 0-0 New Pavement Grade 1000.001 All Other Finish Grades 00o Storm Structure Number C.O. Clean Out Flow Arrow 6" Subsurface Drain E Burried Electric T Burried Telephone Ci Burried Gas Line FFE First Floor Elevation W Existing Water --- - - - - -- Proposed Water Service Lateral Overhead Electric NOTE: PROTECT EXISTING CURBING DURING CONSTRUCTION. ANY CURBING DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED TO THE SATISFACTION OF THE CITY. DOCKET N0. TAC OWN ..T B %• �P CC .�� \STERN p No. 10000075 STATE OF NDIANP'.. �/O N A L DATE: 11 /20/07 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. (2007) hn\z;o P. U 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 PROJECT NO.: 11120107 � o C� v �$ SHEET TITLE: GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \1238 \071 \DWGS \C102.DWG XREF: 071- BS.DWG, 5471001bs.DWG XREF. Ca- 21.DWG, HARELSTON- BS.DW6 XREF. PETTIGRU- BS.DWG SHEET NO.: A z z Q � a � 0 v sUj of c� OWN ..T B %• �P CC .�� \STERN p No. 10000075 STATE OF NDIANP'.. �/O N A L DATE: 11 /20/07 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. (2007) hn\z;o P. U 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.: 11120107 1238.071 DRAWN BY: C� BET PRK SHEET TITLE: GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \1238 \071 \DWGS \C102.DWG XREF: 071- BS.DWG, 5471001bs.DWG XREF. Ca- 21.DWG, HARELSTON- BS.DW6 XREF. PETTIGRU- BS.DWG SHEET NO.: A z z 0 � a Z o d c� Ct DATE: PROJECT NO.: 11120107 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \1238 \071 \DWGS \C102.DWG XREF: 071- BS.DWG, 5471001bs.DWG XREF. Ca- 21.DWG, HARELSTON- BS.DW6 XREF. PETTIGRU- BS.DWG SHEET NO.: MAINTAIN GRASS FILTER STRIP —� EXISTING GRASS —� Quo PRE= 2.39cfs 0-- DncT -9 Oof%fo - EXISTING VILLAGE OF WESTCLAY SECTION 6003 -B, BLOCK "B" - WARNING- � m � THIS SHEET TO BE USED FOR STORMWATER POLLUTION PREVENTION PURPOSES ONLY. FOR ANY OTHER INFORMATION SEE DEVELOPMENT PLANO o 0 o e o o 0 0 0 R "'41L Y Cor1: dCTI.ON PAVEMENT N113 HARLESTON6STREE� SEE SHEETS C804 -806 FOR ALL STORMWATER � POLLUTION PREVENTION PLAN DETAILS & NOTES BEEHIVE 0' I � 0000/ � PPOTECTION I � oil � I III I II o � II � I III I II Q � II � I III � I'• � II � llj IIIw � III � I III � III � fil CD � lil � I III ZW III � III � I III N� III III x w !I! ¢ � II I it w NORETE WA OUT XREA I' � III III � I� PjARTI'�L -X� I III III STI G W I III EXI,STING III INLET PROTECTION zz� "X � I III � PARITIAL 85111R/� � I IIII I III � � I IIII I III � � I IIII I III � I IIII �I I I II I I III � III I III � I I II I I III ASSUMED NORTH SCALE: 1 "= 20 ' 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 1S AGAINST THE LAW Td EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. 7 Existing Storm Sewer ---o -- — New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer s�.f+ m r �a I 0 Ct 00 DANDY SACK ® OR EQUAL (TYP) wQ0 SILTATION FENCE — — — C Q z� Q (D Q� C:4 w z W U CD ILL 0 z ~ � �Q S Uj C/O) a X U W � A C1d C) W MAINTAIN GRASS FILTER STRIP —� EXISTING GRASS —� Quo PRE= 2.39cfs 0-- DncT -9 Oof%fo - EXISTING VILLAGE OF WESTCLAY SECTION 6003 -B, BLOCK "B" - WARNING- � m � THIS SHEET TO BE USED FOR STORMWATER POLLUTION PREVENTION PURPOSES ONLY. FOR ANY OTHER INFORMATION SEE DEVELOPMENT PLANO o 0 o e o o 0 0 0 R "'41L Y Cor1: dCTI.ON PAVEMENT N113 HARLESTON6STREE� SEE SHEETS C804 -806 FOR ALL STORMWATER � POLLUTION PREVENTION PLAN DETAILS & NOTES BEEHIVE 0' I � 0000/ � PPOTECTION I � oil � I III I II o � II � I III I II Q � II � I III � I'• � II � llj IIIw � III � I III � III � fil CD � lil � I III ZW III � III � I III N� III III x w !I! ¢ � II I it w NORETE WA OUT XREA I' � III III � I� PjARTI'�L -X� I III III STI G W I III EXI,STING III INLET PROTECTION zz� "X � I III � PARITIAL 85111R/� � I IIII I III � � I IIII I III � � I IIII I III � I IIII �I I I II I I III � III I III � I I II I I III ASSUMED NORTH SCALE: 1 "= 20 ' 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 1S AGAINST THE LAW Td EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. 7 Existing Storm Sewer ---o -- — New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer s�.f+ HATCH PATTERN DENOTES PERMANENT SEEDING & MULCHING r �a Ct HATCH PATTERN DENOTES EROSION CONTROL BLANKET DANDY SACK ® OR EQUAL (TYP) SILTATION FENCE — — — CONSTRUCTION LIMITS (LS) TEMPORARY SEDIMENT FILTER/BARRIER APPROXIMATE CONSTRUCTION SCHEDULE: START DATE: MARCH 1, 2008 COMPLETION DAZE: MARCH 1, 2010 NOTE: NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN APPROVED STORM WATER MANAGEMENT PERMIT. NOTE: EARTH MOVING MAY NOT COMMENCE UNTIL ITEMS 1 -8 OF ITEM 62 ON C803 HAVE BEEN COMPLETED IN ADDITION TO ITEMS DEPICTED ON PLAN. NOTE: RULE 5 REQUIRES ALL DISTURBED AREAS THAT WILL POTENTIALLY BE IDLE FOR 15 DAYS OR MORE TO BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. RECEIVING WATER= ELLIOT CREEK CONTACT PERSON: KEVIN KRULIK 12821 E NEW MARKET ST SUITE 200 CARMEL, IN 46032 (317) 574 -3923 EXT. 2124 NOTE: ADDITIONAL STORMWATER POLLU11ON PREVENTION MAY BE REQUIRED IN THE FIELD BY HAMILTON COUNTY SURVEYOR'S OFFICE OR THE CITY OF CARMEL. NOTE: SILT FENCE IS TO REMAIN IN PLACE UNTIL ADJACENT LOT IS SODDED, SEEDED AND MULCHED, OR UNTIL 70% COVER I S ACHIEVED WHEN SEED IS APPLIED WITHOUT MULCH. DOCKET N0. TAC 101 ooN ..T• •` �Q` .. �G�STERF ..fr No. 10000075 STATE OF 0 I AN P. 0NAk- x\0 DATE: 11 /20/07 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. Q COPYRIGHTED BY THE SCHNEIDER CORP. (2007) 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 �a Ct Q� C:4 w z ILL &3 C� 0 ~ W z S Uj 101 ooN ..T• •` �Q` .. �G�STERF ..fr No. 10000075 STATE OF 0 I AN P. 0NAk- x\0 DATE: 11 /20/07 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. Q COPYRIGHTED BY THE SCHNEIDER CORP. (2007) 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 SHEET NO.: Ct C:4 w z 0 ~ W z a z A C1d SHEET NO.: )0 MAINTAIN GRASS FILTER STRIP —� EXISTING GRASS -� RIPRAP Qjo - PRE=2,39cfs 0 J REQUIRED 000 Q10-0P.0ST=6.29-c ® - " 000 0 902 904. —905.4 _ _ f t _. - = -= - Ic- MAINTAIN G A 1 FILTER STRIP Cn _ - - M bEEHIVE INLET _ 0 o P OTECTION LU EXISTING GRASS \ V) M TS s ° SILT FENCE X o o ©o o® o C iiiiiiiis�,00L .... ... . FUTURE PARKING L NC %t `X _ 1W III _ .2'6-r- x• ~ - 1 - _ • - s - _ - _ 1 _ _ V CON UC11ON L IMITS �. � le. _ rC di fir _� _ _ • - _ o - - - I-- : _ _ - z - s _ _ _ _ _ _ _ • = i.� ^ii. ��T�Y�7 _- y�w,Y�'`'w_r =, -�X ��`• ~ -- ��� _ ~� S _ t �' 1 I - - ,� _ _ � j _z - - - - _ __ _ _ _ _ _ __�_ _i� -• - - _ - - 1 _ _• C y _ -LW _ 7. 1 • 26 - • _ _ _ • - SNOUT o - - II BMP TS Cr _�- _ Lv TS - z • -- -` ; W " �• •- z ° ° _ -- Q I I 1.00 - - _ _d - o I _ - Q Ic a I O _ TEMPORARY TRASH _ - _ _ + - �.-- z _ DISPOSAL AREA - W - M6 - II I Z c � ry w PROP& � ED _ Z I- � O_ - - - BUILDING z L� 1 � — X - Q - - II -_ = -- �__ III _ -- - - w - - - - - _ - N RETE WA OUT REA a • - z _ _� -- • z ~_ _ 3. _ I _ s - ° - • 1 -- _� _ - Z_ PAVEMENT U Tt HARLESTON STREEI��� -W W W W W W W W W W W W W W W� WATER LINE SHOWN PER PLANS V EXISTING VILLAGE OF WESTCLAY SECTION 6003 -B,- BLOCK "B" Red — WARNING— � � � THIS SHEET TO BE USED FOR STORMWATER I POLLUTION PREVENTION PURPOSES ONLY. FOR ANY OTHER INFORMATION SEE DEVELOPMENT PLAN. o e o� e o 0 0 SEE SHEETS C804 -806 FOR ALL STORMWATER POLLUTION PREVENTION PLAN DETAILS &NOTES � J qL III III � ,S-ntJG III of I I it LXI 11NG INLET P TECTION � Z� nll �I it ii ARITIAL 85 R II VIII I I �I � � IIII I III � I II I I III III I ��I I I II I I III � I� I III i iii � i i ASSUMED NORTH SCALE: 1 "= 20 ' 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. Existing Storm Sewer --o-- New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer _ .1. pr m 11/20/07 1238.071 DRAWN BY: HATCH PATTERN DENOTES EROSION CONTROL BLANKET BET O p SILTATION FENCE W � Ts QCD O Q SHEET NO.: d � Q � � W U CD C/) CD w m o -j >< W � C� Cn W MAINTAIN GRASS FILTER STRIP —� EXISTING GRASS -� RIPRAP Qjo - PRE=2,39cfs 0 J REQUIRED 000 Q10-0P.0ST=6.29-c ® - " 000 0 902 904. —905.4 _ _ f t _. - = -= - Ic- MAINTAIN G A 1 FILTER STRIP Cn _ - - M bEEHIVE INLET _ 0 o P OTECTION LU EXISTING GRASS \ V) M TS s ° SILT FENCE X o o ©o o® o C iiiiiiiis�,00L .... ... . FUTURE PARKING L NC %t `X _ 1W III _ .2'6-r- x• ~ - 1 - _ • - s - _ - _ 1 _ _ V CON UC11ON L IMITS �. � le. _ rC di fir _� _ _ • - _ o - - - I-- : _ _ - z - s _ _ _ _ _ _ _ • = i.� ^ii. ��T�Y�7 _- y�w,Y�'`'w_r =, -�X ��`• ~ -- ��� _ ~� S _ t �' 1 I - - ,� _ _ � j _z - - - - _ __ _ _ _ _ _ __�_ _i� -• - - _ - - 1 _ _• C y _ -LW _ 7. 1 • 26 - • _ _ _ • - SNOUT o - - II BMP TS Cr _�- _ Lv TS - z • -- -` ; W " �• •- z ° ° _ -- Q I I 1.00 - - _ _d - o I _ - Q Ic a I O _ TEMPORARY TRASH _ - _ _ + - �.-- z _ DISPOSAL AREA - W - M6 - II I Z c � ry w PROP& � ED _ Z I- � O_ - - - BUILDING z L� 1 � — X - Q - - II -_ = -- �__ III _ -- - - w - - - - - _ - N RETE WA OUT REA a • - z _ _� -- • z ~_ _ 3. _ I _ s - ° - • 1 -- _� _ - Z_ PAVEMENT U Tt HARLESTON STREEI��� -W W W W W W W W W W W W W W W� WATER LINE SHOWN PER PLANS V EXISTING VILLAGE OF WESTCLAY SECTION 6003 -B,- BLOCK "B" Red — WARNING— � � � THIS SHEET TO BE USED FOR STORMWATER I POLLUTION PREVENTION PURPOSES ONLY. FOR ANY OTHER INFORMATION SEE DEVELOPMENT PLAN. o e o� e o 0 0 SEE SHEETS C804 -806 FOR ALL STORMWATER POLLUTION PREVENTION PLAN DETAILS &NOTES � J qL III III � ,S-ntJG III of I I it LXI 11NG INLET P TECTION � Z� nll �I it ii ARITIAL 85 R II VIII I I �I � � IIII I III � I II I I III III I ��I I I II I I III � I� I III i iii � i i ASSUMED NORTH SCALE: 1 "= 20 ' 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. Existing Storm Sewer --o-- New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer _ .1. pr HATCH PATTERN DENOTES PERMANENT SEEDING & MULCHING 11/20/07 1238.071 DRAWN BY: HATCH PATTERN DENOTES EROSION CONTROL BLANKET BET DANDY SACK OR EQUAL (TYP) SHEET TITLE: SILTATION FENCE r—� cww) CONSTRUCTION LIMITS Ts TEMPORARY SEDIMENT FILTER/BARRIER APPROXIMATE CONSTRUCTION SCHEDULE: START DATE: MARCH 1, 2008 COMPLETION DATE: MARCH 1, 2010 NOTE: NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHO A UT N APPROVED STORM WATER MANAGEMENT PERMIT. NOTE: EARTH MOVING MAY NOT COMMENCE UNTIL ITEMS 1 -8 OF ITEM 62 ON C803 HAVE BEEN COMPLETED IN ADD111ON TO ITEMS DEPICTED ON PLAN. NOTE: RULE 5 REQUIRES ALL DISTURBED AREAS THAT WILL POTENTIALLY BE IDLE FOR 15 DAYS OR MORE TO BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. RECEIVING WATER= ELLIOT CREEK CONTACT PERSON: KEVIN KRULIK 12821 E NEW MARKET ST SUITE 200 CARME N 46032 (317) 574 -3923 EXT. 2124 NOTE: ADDITIONAL STORMWATER POLLUTION PREVENTION MAY BE REQUIRED IN THE FIELD BY HAMILTON COUNTY SURVEYOR'S OFFICE OR THE CITY OF CARMEL, NOTE: SILT FENCE IS TO REMAIN IN PLACE UNTIL ADJACENT LOT IS SODDED, SEEDED AND MULCHED, OR UNTIL 70% COVER IS ACHIEVED WHEN SEED IS APPLIED WITHOUT MULCH. — -- DOCKET N0. TAC OWN ..T• \S No. 10000075 � STATE OF ;�7 0, �`" LOI DATE: 11 /20/07 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. (2007) 0 THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.56 9.8112 Fax: 317.826.6410 www.schnel*dercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GI S * LI S Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering v 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: STORMWATER POLLUTION r—� cww) DRAWING FILES: N: \1238 \071 \DWGS \C103.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: Ca- 21.DWG, HARELSTON— BS.DWG XREF. PETTIGRU— BS.DWG SHEET NO.: d � Q � 9 A cel z a� w o OWN ..T• \S No. 10000075 � STATE OF ;�7 0, �`" LOI DATE: 11 /20/07 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. (2007) 0 THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.56 9.8112 Fax: 317.826.6410 www.schnel*dercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GI S * LI S Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: STORMWATER POLLUTION r—� cww) DRAWING FILES: N: \1238 \071 \DWGS \C103.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: Ca- 21.DWG, HARELSTON— BS.DWG XREF. PETTIGRU— BS.DWG SHEET NO.: z A A cel z 0 w Q) C� rN=-I DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N: \1238 \071 \DWGS \C103.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: Ca- 21.DWG, HARELSTON— BS.DWG XREF. PETTIGRU— BS.DWG SHEET NO.: EX. HARLESTON POND POND 5 NORMAL POOL 8 98.2 5 TOP OF BANK =905.4 100 YEAR =903.4 768 I I 925 920 915 910 905 • STORM STORM 769 L_ 6*i11TA1tinkJ PLAN EX. HARLESTON POND #5 NORMAL POOL ELEV= 898.25 SEWER U � W Ln Q T Z,^ W CV co co cnz 1.00% 132' RIP —RAP REQ'D. SEE SHEET C802 PROFILE 15 "RCP 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 UTILITY LOCATIONS BEFORE CONSTRUCTION BEGINS. 4. CONTRACTORS SHALL MINIMIZE DAMAGE TO EXISTING TREES. 5. 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 ". BUT UNDER NO CIRCUMSTANCES SHALL THE COVER ALONG ANY PART OF THE PIPE FROM THE FINAL PAVEMENT ELEVATION TO THE TOP OF THE PIPE BE LESS THAN 2.5 FEET. 6. REMOVE AND BACKALL ALL AREAS WHERE EXISTING STORM SEWER CROSSES PROPOSED BUILDING FOOTPRINTS BY TRENCHING. ALL STORM SEWERS INTERCEPTED TO BE PERPETUATED INTO STORM SEWER SYSTEM. THE CONTRACTOR OR SUBCONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER IN ANY CIRCUMSTANCES WHERE THIS CANNOT BE ACCOMPLISHED. 7. ALL ALL AREAS (ENGINEERED FILL) SHALL BE COMPACTED TO AT LEAST 98 PERCENT OF THE STANDARD DRY DENSITY (ASTM D- 1557). ALL 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 PCF, AND HAVE A LIQUID LIMIT OF LESS THAN 50 AND PLASTICITY INDEX OF LESS THAN 25. SANDY ALL MUST HAVE LESS THAN 15 PERCENT FINES PASSING A 1200 SIEVE. NOTE: NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN APPROVED STORM WATER MANAGEMENT PERMIT. 6 C802 �z w N CO � - ---c�? --Cis U-) cn co r`M�j Z_ M ? CD U > > z C) Ld U (n � F=- CD w U J I— o V) _ CD z 0- Ckf Q co co o Qf ��_j 176' WI � "J N Z_ CO N U p rn000°' Cfl US I.- rn o RCP 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. IMI-11 p Sheet Nmtb� Existing Grade New Grade Granular Backfill --- A 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. SCALE: 925 920 915 910 905 • E:I:Ii] 1 " =20' SCALE: HORZ.: 1 " =50' - 1 =5) IMI-11 p Sheet Nmtb� Description C802 C802 2 1 Bedding Detail — Reinforced Concrete Pipe (RCP) Curb Inlet Detail C802 6 Curb Inlet w/ Sump Detail C802 3 Subsurface Drain Detail C802 4 End Section Detail C802 5 Rip Rap Detail C806 (J SNOUT BMP Details t--� wz OW �O z F� SCALE: 925 920 915 910 905 • E:I:Ii] 1 " =20' SCALE: HORZ.: 1 " =50' - 1 =5) o I �IT���B No. 10000075 ?JQ STATE OF �A/DIANP 70NAL 31te4v� I DATE: 11/20/07 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. (2007 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 PROJECT NO.: 11/20/07 ,O t� - BET V o STORM SEWER PLAN & PROFILE DRAWING FILES: L XREF: 071— BS.DWG XREF: STORM.DWG SHEET NO.: �O a� (J z t--� wz OW �O z ®. L. 0 : O vi z 0 V) s w Of o I �IT���B No. 10000075 ?JQ STATE OF �A/DIANP 70NAL 31te4v� I DATE: 11/20/07 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. (2007 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.: 11/20/07 1238.071 DRAWN BY: Cz BET 1 PRK SHEET TITLE: STORM SEWER PLAN & PROFILE DRAWING FILES: N: \1238 \071 \DWGS \C601.DWG XREF: 071— BS.DWG XREF: STORM.DWG SHEET NO.: ct, zz a� z t--� wz z Q� 0 : W z w Q� = z LZ DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET 1 PRK SHEET TITLE: STORM SEWER PLAN & PROFILE DRAWING FILES: N: \1238 \071 \DWGS \C601.DWG XREF: 071— BS.DWG XREF: STORM.DWG SHEET NO.: I z 1 1/21' VA o CURB =:�CKFLOW PREVENTER STOP /BOX m 0 1 1/2- cW COPPER O WATER I 0_ LINE `♦ ♦ -Q a Q a a " v ♦; v _ v d - I I i % I I I - - - - - -- - - - -- ---------- - - - - -- ---------- - - - - -- - - -- T_ I I � I W I 0 1 M I Q I �I w 1 I I I I I I I i ------------------------------------------ ---------------------------------- - - - - -_ T- - - - - -- 8" X 1 1/2- WET TAP TEE W W W W W WATER SERVICE LINE DETAIL- SCALE: 1 " =10' NOTE: CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO SCHEDULE A PRE — CONSTRUCTION MEETING TO REVIEW THE DEPARTMENT'S CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND TO REVIEW THE AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND PROPOSED CITY RIGHT —OF —WAY. NOTE: PROPOSED WATER SERVICES LINE CROSSES EXISTING UTILITIES. CONTRACTOR TO VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION OF WATER SERVICE LINE. IN ADDITION, IT MAY BE NECESSARY TO RELOCATE EXISTING UTILITIES TO MAINTAIN SEPERATION. CIITI IDC onpViKir_ i nT i ASSUMED NORTH SCALE: 1 "= 20 ' HOLEY MOLEIf 5AT5 "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. 110- I t i I Im W � ►� Existing Storm Sewer New Storm Sewer Existing Sanitary Sewer Existing Water Line Water Service Lateral __ 'a 1. SERVICE LATERALS ARE TO BE 1" DIRECT TAPS. (UNLESS NOTED OTHERWISE) 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 ARE TO BE NO 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 INSTALLATION 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 ". BUT UNDER NO CIRCUMSTANCES SHALL THE COVER ALONG ANY PART OF THE PIPE FROM THE FINAL PAVEMENT ELEVATION TO THE TOP OF THE PIPE BE LESS THAN 2.5 FEET. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. NOTE: NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN APPROVED STORM WATER MANAGEMENT PERMIT. DOCKET N0. TAC ON T No. 10000075 10 STATE OF �namm�nu��u�� 3/44W*64 1 / L. DATE: 11/20/07 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. (2007) 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 PROJECT NO.: 11/20/07 1238.071 ,o CHECKED BY: 20 PRK �0 WATER PLAN DRAWING FILES: N: \1238 \071 \DWGS \C701.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: Ca- 21.DWG, HARELSTON— BS.DWG XREF: PETTIGRU— BS.DWG SHEET NO.: (C7(gn —I--� AO Z CJ �V Q Ow WO a LLI IL 4—� 0 F� O z 0 o W o` � ON T No. 10000075 10 STATE OF �namm�nu��u�� 3/44W*64 1 / L. DATE: 11/20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: CZ PRK SHEET TITLE: WATER PLAN DRAWING FILES: N: \1238 \071 \DWGS \C701.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: Ca- 21.DWG, HARELSTON— BS.DWG XREF: PETTIGRU— BS.DWG SHEET NO.: (C7(gn —I--� Z CJ :4 Q Q 4—� 0 F� W Z o � z Q) ZmB z z P-4 Cd DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: WATER PLAN DRAWING FILES: N: \1238 \071 \DWGS \C701.DWG XREF: 071— BS.DWG, 5471001bs.DWG XREF: Ca- 21.DWG, HARELSTON— BS.DWG XREF: PETTIGRU— BS.DWG SHEET NO.: (C7(gn 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. C. Fire Hydrants: Shall comply 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. D. Valves: 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 snail terminate In 1 Inch wrench nuts. Furnish two (2) keys. 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: Shall meet local standards or in the absence of such, shall comply with the following 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: Stop shall be those manufactured by Ford or 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 Muller Corporation (H -10283 or H- 10291), or equal. H. Angle Valves: Angle valves at the end of water service stub, are to be copper compression 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 dewatering 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 959 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 shall be done. a. Water line laid in a separate trench and 18" above sewer. b. Water line laid in same 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. 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. Gate 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. BACKFILL WITHIN 5' AND UNDER PAVEMENT: 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. 12" OF SAND BEDDING �— DIG OUT EACH JOINT. PIPE TO REST ON FIRM EARTH TYPICAL WATER MAIN- INSTALLATION- FITTING TO SUIT MECHANICAL JOINT USE TAPPING SLEEVE do VALVE FOR CONNECTIONS UNDER PRESSURE EXISTING MAIN CONNECTION TO EXISTING MAIN- OUTSIDE FACE AREA NOT LESS THAN • VALUES GIVEN IN TABLE FOR 22 1/2' do 11 1/4' BENDS. OUTSIDE FACE AREA NOT LESS THAN PLAN VALUES GIVEN IN TABLE FOR 90' do 45' BENDS. PLAN STRAP IRON ANCHORS 2" WIDE x 1/2' THICK 4" MIN. 3 4'x18 "II ANCHOR BOLTS _ ; + o a (4 REO -D) 5" DIAM. WASHER, 1" THICK ANCHOR BLOCK TO BE OF \ CLASS "B" CONCRETE OUTSIDE FACE AREA AS NOTED DOWNWARD BEND IN TABLE SECTION "C —C" BRANCH PIPE PLUG OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES & WYES. — FOR PLUGS. I' : 21 Pi 2 lot I•2 NOTE: ALL CONCRETE BLOCKING TO CONSIST OF CLASS 'B' CONCRETE POURED AGAINST FIRM GROUND. 2 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 Based On 150 PSI Test Pressure Existing Water Main 16" 12 16 9 5 3 n ILI 12" 7 1 9 5 3 2 vvvvvvvvvvv ' ° v v ° ° ° ° New Water Main ' 12" 14" 10" 4 7 4 2 1 12• OR LESS VV v v v v v v 50' 58' Bed Pipe In Specified Granular 8" 3 5 3 2 1 Restrained Except 6" 2 3 2 1 1 SECTION 1) Megalug flanges shall be used for all mechanical joints. 4' 2 3 2 1 1 1 19 CITY OF CARMEL WATER MAIN DETAIL - CONCRETE BLOCKING TYPICAL UTILITY CROSSING 4" Restrained Joints Shall Be Mechanical Joint With Retainer Glands, US Pipe TT Flex Joint System, US Pipe Feld LOK Gasket System, Or Equal. NOTE. THE ABOVE RESTRAINED JOINT LENGTHS ARE MIN /MUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. a� New Pipe Shall Be PRESSURE PIPE JOINT RESTRAINT TABLE Existing Water Main Installed Under The V Tapping Sleeve Existing Water Main See Trench Detail Length Of Pipe To Be Restrained AND SPECIFICATIONS For BackBll Requirements N: \1238 \071 \DWGS \C702.DWG SHEET NO.: LIJ In Each Direction From 114 Of Bend to � No JI ® Valve Based On 150 PSI Test Pressure Existing Water Main 1) 1" Or Smaller Service Line New Water Main Degree varies cc Shall Be Direct Top Unless n ILI . vvvvvvvvvv° vvvvvvvvvv W Approved By Carmel Utilities. 12" Min. j vvvvv° °vvvv vvvvvvvvvv 6" Tee vvvvvvvvvvv ' ° v v ° ° ° ° New Water Main ' 12" 14" 16" 18" vv vv vvv vvv vvv \ vvv vvvv Bend 30" vvvv vvvv As Required varies 35' VV v v v v v v 50' 58' Bed Pipe In Specified Granular 73 80' Bedding Material Hand Tamped In Note. A// Joints Shall Be & Plugs 6" Layers To Pipe Centerline Restrained Except Bedding Material Shall Conform In Run Of Tee. Water Main To INDOT 90102, Size No. 8 PLAN_ Notes: Carmel Utilities. SECTION 1) Megalug flanges shall be used for all mechanical joints. 7 1 9 2) Bell and pieces of pipe 4 ft. and smaller shall be considered 13 Tin.E scrap, and shall not be installed into system. 1 19 CITY OF CARMEL WATER MAIN 24 29 STANDARD DETAILS CONNECTION DETAIL 3' 4' Dots: March 2001 ScaIs: Not To Scale ` Henry Drawing, Nams: CW5 Engineers, Inc. Restrained Joints Shall Be Mechanical Joint With Retainer Glands, US Pipe TT Flex Joint System, US Pipe Feld LOK Gasket System, Or Equal. NOTE. THE ABOVE RESTRAINED JOINT LENGTHS ARE MIN /MUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. a� Curb Box With Cover PRESSURE PIPE JOINT RESTRAINT TABLE 1238.071 DRAWN BY: V .0 C C Length Of Pipe To Be Restrained AND SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C702.DWG SHEET NO.: LIJ In Each Direction From 114 Of Bend to � No JI �S• Sleeve ** Based On 150 PSI Test Pressure 0 1) 1" Or Smaller Service Line Degree cc Shall Be Direct Top Unless n ILI W Approved By Carmel Utilities. 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 Mueller H- 15008, Or Equal Brand And Mode / Approved By Water Main Carmel Utilities. 45 7 1 9 11 13 15 17 1 19 21 24 29 22 -112' 3' 4' 5' 6' 7' 8' 9' 10' 12' 14' 11 -114' 2' 2' 3' 3' 4' 4' 4' 5' 6' 7' Restrained Joints Shall Be Mechanical Joint With Retainer Glands, US Pipe TT Flex Joint System, US Pipe Feld LOK Gasket System, Or Equal. NOTE. THE ABOVE RESTRAINED JOINT LENGTHS ARE MIN /MUM LENGTHS THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. a� Curb Box With Cover 11/20/07 1238.071 DRAWN BY: V .0 C C WATER DETAILS AND SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C702.DWG SHEET NO.: LIJ 2" HDPE to � No JI �S• Sleeve ** 0 1) 1" Or Smaller Service Line 0W cc Shall Be Direct Top Unless n ILI W Approved By Carmel Utilities. 0 Gi Z 0 LLJ 2) 1 112" & 2" Service Lines Shall Curb Stop Concrete Block Use Wrap Around Clamps. Smith Blair Cid 226 Or Equivalent. Corporation Stop 3) Corporation Stop Shall Be Mueller H- 15008, Or Equal Brand And Mode / Approved By Water Main Carmel Utilities. Tapped Service Clamp 4) Service Line Tap Shall Be Ford F -1 or equivalent. * Installed With A Min. Horz. Seperation Of 24" Length — Varies 1 ' f 5) 2 inch taps and smaller 2" HDPE (Verify) shall not be installed Sleeve ** within 18 inches of mechanical joints be/ /s. Copper Service Line * Service Clamp 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 C /ass DIP.) * * For all 314" And 1 " Service Lines Into /led Under Pavement Install 2" HDPE Sleeve. �'3 e"' No. 10000075 Sl; �0, STATE OF i G i ' v � �NDIANP \�``\ ZY, /�niuu IIInula��u DATE: 11 /20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: .0 PRK SHEET TITLE: WATER DETAILS AND SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C702.DWG SHEET NO.: LIJ IL Z JI 0 Q Q 0W cc 0 n ILI W Z 0 Gi Z 0 LLJ �'3 e"' No. 10000075 Sl; �0, STATE OF i G i ' v � �NDIANP \�``\ ZY, /�niuu IIInula��u DATE: 11 /20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: LZ PRK SHEET TITLE: WATER DETAILS AND SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C702.DWG SHEET NO.: (C7(0 Z Z Q Q Cd W Z Cid DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: WATER DETAILS AND SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C702.DWG SHEET NO.: (C7(0 3" TOP SO COMPACTED BACKFILL 24" R" 1st" USE DIMENSIONS FOR LOCAL ROADS ONLY NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL BE SIMILAR SHAPE CURE ALL EXPOSED SURFACES CONTRACTION JOINTS SHALL BE TOOLED OR SAWED IN CONTINUOUSLY POURED CURBS TO A MINIMUM DEPTH OF 1/2- DAMPEN SUBGRADE BEFORE PLACING CONCRETE CONTROL JOINTS EVERY 5' MINIMUM ON RADII OTHERWISE EVERY 10' MINIMUM NO BACKFILLING OR COMPACTION MAY OCCUR 12' FROM CURB UNTIL 5 FULL DAYS HAVE PASSED AFTER PLACING CONCRETE COMBINED CURB AND GUTTER TYPE 11 �01 NO SCALE 24" 6" 18" 3" TOP SOIL a1"R. -"0-' n ,- 2 RADIUS SLOPE 1/4"/FT. CN CLASS "A" :!� : CONCRETE = \ COMPACTED j \ \j\ . = ar -: • BACKFILL / / \// t a • USE DIMENSIONS FOR LOCAL ROADS ONLY 9-OPE-1 - 11 11:r PREFORMED JOINT FILLER TECTABLE WARNING ELEMENTS SETTING BED -CONCRETE BASE r- INTEGRAL CURB O PAVEMENT 1. SAWCUT EXISTING EDGE 2. SURFACE MILL 1" 1' -0" 3. TACK COAT ALL FACES NEW PAVEMENT ----\ f--EXISTING \ MIN. PAVEMENT GENERAL NOTES: 8.33X + SX -13.33'" 11% Bz MAIOMUIy S7[ MAXIMUM Ot THESE DIMENSIONS ARE BASED ON A 4 IN. CURB HEIGHT. THEY SHALL BE PROPORTIONALLY ADJUSTED FOR OTHER CURB HEIGHTS. PROVIDE s' -0• LEVEL STRIP r-Cr O1 WHERE SITE INFEASIBILITY PRECLUDES CONSTRUCTION IF ALGEBRAIC DIFFERENCE PROVIDE CURB AS REQUIRED Td THE WIDTH SHOWN, SUCH WIDTH MAY BE EXCEEDS 11x MAY BE MONOLITHIC WITH DECREASED TO A MINIMUM OF S -07. LEVEL STRIP. O3 THE BOTTOM EDGE OF THE CURB RAMP SHALL BE CHANGE OF GRADE FLUSH WITH THE EDGE OF ADJACENT PAVEMENT AND GUTTER LINE O4 LANDING AREAS AT THE TOP OF CURB RAMPS SHALL DETECTABLE WARNING BRICK 1. 1. 1. 1. 1. 1. 1. 1• 1• HAVE MAXIMUM CROSS SLOPE OF 50:1 IN ANY DIRECTION. WNEN SITE INFEASIBILITY PRECLUDES BRUSHED SAND MIXTURE 7 A DING SLOPE OF 50:1 N ANY DIRECTION, THE SETTING BED 1.5" HMA SURFACE #11 SLOPE PERPENDICULAR 1D THE CURB FACE SHALL NOT � —y �CREM BAM `'= L2" HMA #8 BINDER EXCEED 50-.1. 0 �a O5 F SITE INFEASIBILITY PRECLUDES CONSTRUCTION M PAVE►MONT 3" HMA #5D BASE THE WIDTH SHOWN, THE LANDING WIDTH MAY BE DECREASED TO X -0' MINIMUM. THE RUNNING DETECTABLE WARNING SLOPE OF THE CURB RAMP MAY BE STEEPENED TO DETAIL OF 1' RIBBING 8 7" #53 STONE A MAXIMUM OF 10:1 FOR A MAXIMUM 6 N. RISE O `°• 4" #2 STONE © DRAINAGE INLETS SHOULD BE LOCATED UPHILL FROM CURB RAMPS TO PREVENT PUDDLES AT THE PATH BRICK SURFACE CONSTRUCTION OF TRAVEL •PREPARED SUBGRADE PER INDOT No. 201 O ALGEBRAIC DIFFERENCE IN GRADE BETWEEN THE BASE THAN 11 RAMP AND GUS BALL BE LIMITED TO ` TYPICAL PAVEMENT TIE-IN 8c 9 THAN 11x F R IS NOT PRACTICAL A 1' -0• WIDE SL= !S SPA O 18• �U e 0000 °�$� C801 LEYr1 STRIP SHALL BE PROVIDED. SEE DETAIL SIETCFI. ff �eg$go$�°° o PAVEMENT -, $ e _ ° °�a$$� °�$o$°° ° °° \„ SECTION WITHIN RIGHT OF WAY �• 121 �0 00 0°° ® 8 \ \ , o to eyg ops- CONSTRUCTION OF CURB SEPERATED FROM RAMP 1A 7 r-0- �' o ALTERNATE CURB CONSTRUCTION ' 1rn NOTES: INTEGRAL CURB WITH CONCRETE PAVEMENT SHALL BE SIMILAR SHAPE CURE ALL DOSED SURFACES CONTRACTION JOINTS SHALL BE TOOLED OR SAWED IN CONTINUOUSLY POURED CURBS TO A MINIMUM DEPTH OF 1/2' DAMPEN SUBGRADE BEFORE PLACING CONCRETE CONTROL JOINTS EVERY 5' MINIMUM ON RADII OTHERWISE EVERY 10' MINIMUM NO BAgCFlWNG OR COMPACTION MAY OCCUR 12' FROM CURB UNTIL 5 FULL DAYS HAVE PASSED AFTER PLACING CONCRETE COMBINED CURB AND GUTTER TYPE 111 e NO SCALE C801 °w z_ z �w z O 0 �� O z z 5' -0" BETWEEN z < TRANSVERSE JOINTS < 48' -0" BETWEEN EXPANSION JOINTS (MAX.) I 0 w� �w o� ww wz CONCRETE SIDEWALK NOT TO SCALE THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT TO EXCEED 6" IN DEPTH. SUBGRADE UNDER ALL CURB, SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. ALL TRANSVERSE JOINTS SHALL BE TOOLED OR SAWED TO 1/4 OF THE WALK THICKNESS. SIDEWALK CONSTRUCTED WITH DRIVEWAY OR ALLEY ENTRANCES SHALL HAVE MIN. THICKNESS OF 6" OR THICKNESS OF THE DRIVEWAY OR ALLEY APRON, WHICHEVER IS GREATER. SIDEWALK DETAIL 3 c8o1 50' MAX. SPACING HANDICAP RAMP DETAILS (WITHIN R /W) 50 O 0° (:)-000-000 0° O '0 ° O v0 ° O 0° O 0° O 00 ° O 00 ° O 00 ° C) 00 ° O 00 O 00 ° O 00 ° O 00 ° p °O ° p 00 ° p 00 ° p o0 ° p 0° p 0 e p 00 ° p 00 0 0 0 0 ° p o 00 ° O o 0 ° 0 0 ° 00 ° 00 ° O 0 0 0 0 0 0 0 0 0 0 0 O 00 ° L L1" H.A.C. SURFACE #11 3" H.A.C. BINDER #9 2" #53 STONE 6" #2 STONE PREPARED SUBGRADE PER INDOT No. 201 PARKING LOT PAVEMENT SECTION- K`6� �11 • X =WIDTH OF SIDEWALK X IF X< 48" THEN SLOPE OF FLARED SIDE SHALL NOT 4' -0" PLAN VIEW 6'— 0" SEALED EXPANSION JOINT 1 1/2"R MAX. 1:12 SLOPE PAVEMENT CONCRETE CURB 8" SECTION A —A � 0801 WHEELCHAIR RAMP DETAIL- (OUTSIDE R W 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 TOP OF CURB /7// TRANSVERSE EXPANSION JOINTS BOTTOM OF CURB PAVEMENT TRANSVERSE CONTRACTION JOINTS (10' MAX. SPACING) NOTE: MAXIMUM TRANSVERSE CONTRACTION JOINT SPACING ON RADII SHALL BE 5 FEET. 5 CURB JOINT DETAIL_ c8o1 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. 6x6 6/6 WWF , - - - e p° Q e p° Q e o 0 Q e p 0 e p 0 0 e p 0 Q e p 0 Q a .p ° 0 0 0 0 0 0 0 0 0 0 0 e 0 O. 0 O• O O e p 0° O O e p O e 0 ° o ° o 0 e e o D e n n e .�. ° n a .. ° n 6" CONCRETE PAVEMENT 6" #53 CRUSHED LIMESTONE AGGREGATE • PREPARED SUBGRADE PER INDOT No. 207 CONCRETE PAVEMENT SECTION 10' DIA. f 1' f — 20' N1 NOTE: ALL STRIPES TO BE a PAINTED WHITE rl'l PAINTED HANDICAP SYMBOL DETAIL �0' NO SCALE HANDICAPPED PARKING SIGN HANDICAP PARKING STALLS NO SCALE EXPANSION VARIES ` Iles N co `4" #53 STONE / I L6" CONCRETE PAVEMENT) 7" #53 STONE • PREPARED SUBGRADE PER INDOT No. 201 8" STANDING MONLITHIC 13 CONCRETE ISLAND �01 0 N _ O i N I N EDGE OF LIMESTONE T LIMESTONE ENTRYWAY LIMESTONE PAVERS 14 C801 PROJECT NO.: 11/20/07 1238.071 DRAWN BY: EXCEED 1.12 BET PRK 20 STREET AND STORM SEWER r—I DRAWING FILES: N: \1238 \071 \DWGS \C801.DWG SHEET NO.: LU � a Co Z z O �V O 0= 11Z IL LLM r , F -•�- -1 O O C!) O_ -.,� , - - - -�; _ yam,, nn Lj .d. z r—� _ LiJ �.. - - - - 0 Cr- - 'd 1:10 LAc3m, 1:10 4' -0" PLAN VIEW 6'— 0" SEALED EXPANSION JOINT 1 1/2"R MAX. 1:12 SLOPE PAVEMENT CONCRETE CURB 8" SECTION A —A � 0801 WHEELCHAIR RAMP DETAIL- (OUTSIDE R W 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 TOP OF CURB /7// TRANSVERSE EXPANSION JOINTS BOTTOM OF CURB PAVEMENT TRANSVERSE CONTRACTION JOINTS (10' MAX. SPACING) NOTE: MAXIMUM TRANSVERSE CONTRACTION JOINT SPACING ON RADII SHALL BE 5 FEET. 5 CURB JOINT DETAIL_ c8o1 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. 6x6 6/6 WWF , - - - e p° Q e p° Q e o 0 Q e p 0 e p 0 0 e p 0 Q e p 0 Q a .p ° 0 0 0 0 0 0 0 0 0 0 0 e 0 O. 0 O• O O e p 0° O O e p O e 0 ° o ° o 0 e e o D e n n e .�. ° n a .. ° n 6" CONCRETE PAVEMENT 6" #53 CRUSHED LIMESTONE AGGREGATE • PREPARED SUBGRADE PER INDOT No. 207 CONCRETE PAVEMENT SECTION 10' DIA. f 1' f — 20' N1 NOTE: ALL STRIPES TO BE a PAINTED WHITE rl'l PAINTED HANDICAP SYMBOL DETAIL �0' NO SCALE HANDICAPPED PARKING SIGN HANDICAP PARKING STALLS NO SCALE EXPANSION VARIES ` Iles N co `4" #53 STONE / I L6" CONCRETE PAVEMENT) 7" #53 STONE • PREPARED SUBGRADE PER INDOT No. 201 8" STANDING MONLITHIC 13 CONCRETE ISLAND �01 0 N _ O i N I N EDGE OF LIMESTONE T LIMESTONE ENTRYWAY LIMESTONE PAVERS 14 C801 T. GISTERF .!p,�� No. 10000075 ?� STATE OF / ^/DIA14 0NAIL DATE: 11 /20/07 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. (2007) 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 PROJECT NO.: 11/20/07 1238.071 DRAWN BY: 0 BET PRK 20 STREET AND STORM SEWER r—I DRAWING FILES: N: \1238 \071 \DWGS \C801.DWG SHEET NO.: LU � a Co Z z O �V O 0= 11Z IL LLM r , F -•�- -1 O O C!) O_ 2Z V) LLJ T. GISTERF .!p,�� No. 10000075 ?� STATE OF / ^/DIA14 0NAIL DATE: 11 /20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: STREET AND STORM SEWER r—I DRAWING FILES: N: \1238 \071 \DWGS \C801.DWG SHEET NO.: � Z z Ow r , F -•�- -1 O yam,, nn z r—� DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: STREET AND STORM SEWER DETAILS DRAWING FILES: N: \1238 \071 \DWGS \C801.DWG SHEET NO.: :4 r♦�i♦�i1:�i1 NOTES 1. GEOTEXIILE TO BE POLYFELT TS700 OR APPROVED EQUAL. V, PIPE `" Q W CULVERT Q PLAN VIEW La OR TO EDGE OF SAFETY LEDGE STR # B La W THICKNESS d50 767.1 3.75' 10' 10' 12" e END SECTION EE STR. I ABOVE RIPRAP & GEOTEXTILEJ UNDER END SECTION TOE ANCHOR CROSS SECTION 9" Y _P7 1 I– cal I ZI I v v I QI I R2 ° can I I � a _ w Z C I N QI I I I� Y I6 I PLAN VIEW RIPRAP & GEOTEXTILE (SEE NOTES) THICKNESS RIPRAP DETAIL @ END SECTION RIP —RAP GRADATION TABLE SIZE OF STONE % OF TOTAL WEIGHT LARGER THAN GIVEN SIZE 3K 0 2K 20 K 50 0.1 K 90 WHERE K = d 50 NOTE: DEPTH OF RIP RAP SHALL NOT BE LESS THAN 3 x d RIPRAP CLASSES REQUIRED STONE SIZES - INCHES CLASS MINIMUM MIDRANGE MAXIMUM A 2" 4" fi" B 5" 8" 12" 1 5" 10" 17" 11 9" 14" 23,• 5 C802 Grooved end on outlet end tongue end on inlet end � D I PIPE I CULVERT I COMPUTED LENGTH OF CULVERT —� PAY LENGTH END SECTION OF CULVERT LENGTH (D) SLOPE DETAIL 1 1/2"r 0� A Q I Q F-""- 0 0 9" Q o I Groove (or tongue) to 104 be the same as on standard - reinforced concrete pipe ASTM designation C76 I q CLASS 'A' CONCRETE LONGITUDINAL SECTION RIP RAP TO BE PLACED ON SIDE SLOPE WHEN CALLED FOR ON PLANS 12 "C to c MAX.SPACING 1 1/2"r HOOK _ BOLTS Q - - o N CLASS 'A' - CONCRETE E +2T r_ _ I SECTION A —A CONCRETE PIPE TOE ANCHOR DIMENSIONS OF CONCRETE END SECTIONS FOR ROUND PIPE DIA T (MIN) A C >K D >K E K F� R2 APPROX. WEIGHT 12" 2" 5" 4' -3" 6' -2" 2' -0" 1.3 10 1/8" 9" 800 15" 2 1/4" 7" 4' -0" 6' -3" 2' -6" 1.5 12 1/2" 11" 1,100 18" 2 1/2" 11" 4' -1" 6' -2" 3' -0" 1.8 15 1/2" 12" 1,300 21" 2 3/4" 11" 3' -6" 6' -3" 3' -6" 2.1 16 1/8" 13" 1,500 24" 3" 1' -0" 2' -8" 6' -3" 4' -0" 2.3 16 3/16" 14" 1,800 27" 3 1/4" 1' -1 " 2' -5" 6' -3" 4' -6" 2.6 18 1/2" 14 1/2" 2,100 30" 3 1/2" 1' -2" 1' -10" 6' -3" 5' -0" 2.9 18 3/16' 15" 2,400 33" 3 3/4" 1' -3" 3' -6" 8' -3" 5' -6" 1 3.1 118 1/2" 17 1/2" 4,100 36" 4" 1' -5" 3' -1" 8' -3" 6' -0" 1 3.4 123 3/4" 20" 4,200 TOLERANCE +/— 1" PRECAST CONCRETE END SECTION Storm Structure Data Table 6" SSD UNDERDRAIN --, AS DIRECTED BY OWNER I GRADE T. C . STORM MANHOLE NEENAH TYPE CASTING NO. R- 3287 -10V .– ASPHALT 24" -_ e_ - -� - • - n - OPENING :a::a I v I I a I L) I I UNDERDRAIN I HOOD 48” DIA. a a STANDARD REINFORCED :::k= :::a::_ >:: ¢:: �:::v = b_ =_A -_ �+ �'_ CON C. BASE -• -- - ------- ------------------ - - - - -- - -- -- a----- ----------- - - - - -- - -- 6" "B" BORROW CHAIR BACK CURB INLET W SUMP 6 C802 P D H 0 STRAIGHT CURB & GUTTER GRADE NEENAH TYPE CASTING NO. R -3010 T.C. "DUMP NO WASTE– DRAINS TO WATERWAY" ASPHALT DQ_ OPENING _aaA 00 NOTE: � JA - AS DETAIL SHOWS, STRUCTURE SHALL V, v 4 D BE CONSTRUCTED SUCH THAT NO PART OF THE STRUCTURE EXTENDS UNDER I I THE MAINLINE PAVEMENT BEYOND THE I I LIMIT OF THE CASTING FRAME. I I I I STANDARD REINFORCED CONC. BASE *FOR DIMENSIONS SEE D -18 ON C806. NOTE: STRUCTURES SHALL PROVIDE PRECAST INLETS WITH PRECAST OPENINGS. CHAIRBACK CURB INLET DETAIL 1 �01 12; 2 006 FI(;URE 5 {I1 -1 Ileddinr and Rackfill Standards for Storm Sovers .................. ............................... ............... ........... ......... ........................................................ ,.. ........... ....,............................ ............ .,. , C f � i i 1. L_ / y/ `_1 !4 ! ✓ '� i A i L 13 ..."'T ! ,i• ] ! �J, {`'�'� } {�' F' f<- r" �•1 ;r l L 4i.V111J1d` 'C t:L .... °'A`:?WNT `ykc, ICY ;`'F� ; \Y \rf'' LIWT OF 3L Pik 10,1 3 C <a =a rr I ..,... .>F Pei .l�•;f. �y /� r'. C' PIPE. Fib' :.tktT:P f. 1 B70N A -N HAL1,1 1 °<O FOR A R'CP 1. €7TAL AT,,)N1 SHAu - 43 S7 'iE MATEFIMI_ R E01IREkiEN,_ n" } Ih },.1. ;0l_> `HAT AFIL !'T. *1:;';1; IS ;tit H,. ' , a= „LWE, TRF A A, G�EFr?!1 C;f aFl.0* TF ? FARRFI A' A MSM'V +.F 3' 61L:L >00 P'PE # yh AND aa'1 a IL L4 LELT WA7ERIAL C'F- C�A Tt _ PIP” :? Df:+4 : ?A.t. ?.. FE �'.r.7 +} ;..1tIFCJR�� a•`.. F lP... ,I'cIT .h .,E. 'K I,QC,.iF, J %Ai,Fr, l 1C:0VPAC'7D V.,7q;,A: .11,f ?:., tl Mil rA, . l ^';i Cf TI- ; �P;. PRIOR T� P: A.,FU[NI C= 1f k FP' IF ":H !' +t.E i.r'b'iw Sl'kl`; i11 tKE Trr'E *S'I F.,' M?M y:• €- 3rF "•> LX! TE•EL:'JG, TsL �- 1 '_,Bali _i�LE %ti. ". `� al ti k .L.F ".hl TlifiT 't9 }!L'e '.rFr.i(.E J >t91`;[ ;Iwl. IT'4�6 PR" T} E < 1 FfT ° •i 31f, A.N[� t00, # M 1 r C::A? I", 47I4, ;iACkftIL y:d -_L a4 C ,�" A17LD ?N S" VA?�tMQ-V LT:F; .,; NOT LE�3 `}:AN, 9CM S AND-k , I tt C'C.'J.:`t ,C` `rI> E'�'l3? C- Tl~f MATE, Pkt_ F1 ACT). 'HF 9F FR% %Ut - QN F +,T4 C:^ THIF F_- F ="F . *_ =;,tt RA.- HlkN l' T i ti >i dt If ? ►1':;� � I # €:tE k A[.. <t I iF : ld r.4,60T R IFIF PIFF PUS ?f' RNA- ?ACKFIC FOP, A' R ? 1NSTAt ,ATI A ,, w` FRF. 't' IS 5' 17, EESS . >F ai- , BF E --F(;4 %RC`N FOF ST:' C%jRF. LIE.TIN(; TH:. Y;?LF0,:. �EOU'REIAEW.S ,1F `:H_ t'DCT ANIC SAL B71 w70A AM) IN rr VAXWi_fA L° :G TO NOT ;E `3 THAN 97< ST, ":Np,. '> PF['T)f .1. N:v"`f +R 7'-11 E471RF. }FEIN OF THf. UR,'F 4,a. 1, D Ti E F,� :i.. F?F' T E "OP 6' CF r ;E Ex;:,rA-4: ?€ BELOW '}:E STAR? OF 1� C :af• TFt4 F'A`v.MENT 1Z 0°•3 wTat�w idEcTl'��> ` : ;t.aiFw`.r. c.fil:RFa`ra; -.T ;F ,ri. 'NDOT AND A:i:. Cv PAnr F� 0, STAN," �: � U _F? Tit C,'? t.',> 3 T�t�,1 9- , " " "�'° , r.RG F' +i TuF+ : ,`��iT'Y F, °++ ilAf€ FI:; ` ; AU RCn iN �TAU�AT:,`NS '*NHE E . `a :;z� t 71 AN .4 U 'E: 3A E £ EAN ; L MA II RIM fkf:," U1t I. +I.�S 'r.A�. >FR i:l'f1 �� I -1 ! A�lRECI >, € "i � :l ?l I.l t?F' ° ;,. '�..�t, M"uCd, �9 r;;I C,. ?:a TK. °.N t�J`a 1�AT „€1i<I., :.FdF A,'-' ? i' 1 1,1:4?ifN.1i.4� ;If'1; ?E} I:C;T t,_ >i t :�v (i' STANi AF't, .'RCC?tiR f :k y f;'_'. 1hE f.NIA -- c OLPTel IN: ilia ILX.A VAI';N tHi I,°t Q-_ 6 fW`. 14 ie,A.YA. ?I+ON _. .'4«. 0_' 101 1:1 IIINV',:N _ vt� ff<'t °t,Y ' C t?tiE I`S101: F fat l.; T:5 r L T,. TIN ter.A'k'lIN 1 G� ,. '-N i�.K'a:.. ~y ,A.l.. €f• >s_t�EYC��� ANI ? +,� ; >t.lk st. rF.�'1 Y!F? -.� lid. kt,ItiA �i F,,�: t +.; ". *3 :;N"MF, NO ; FCI_W�ANC:S '-.hAL_ T4E 4YvIP ALON,� ANY aFs': :Nip F'NFt: T,; td T:'IL ;"NAL PA +T.'CA N;' ;'LE.YA "0--4 T;7 `H Kf 4,,f Tlt FIFT i3 s.F -5S I'AN 2.5 FEFT. FA,-, PEEN t vc i ":..3:i.1:.'E'il, t"�; CFtFtE A, `} P ~ !tekt fi :;35 '.: ? ^) Ti?At :iE IJ i'F # 1T ? '> V-S -5:1- ! •JLGI?.AD;. AN`) Tu t,') T,P 0' TREAr�_ SUJ., °;4LE 'ri1T -t L*�L JT"3AC4E3 i� i. T ,E STAN:?ARD;, SHALL Ai -'.r' Y FD{ wT FcEf EYrrRi Ii T.'LLE 'M'hiN �i' ?Y.s "�" A y F?� d ;" � i R >c. �+ V TNT. v A RIN RREJ, R1,..U. 4 € p P:Ff WJH- k t ? ST:yv CR f�f ?? a >C `� R! ¢ H l,r. FSE RFNNFt'R ',I . ti. #.;;t?..Tr, P".FE F,F, +; A?,;- ;;,�:5 ?F NLi UJj., f ,.T. V , r r +•.., f i, t �,. Ll _ .: 1: C, 500 -7 ` C802 Ecr{r Or Sidewalk Sur€cce, rcncretc Curs Or Cur* & Cutter ?� Faver,'1'_r', 1 I � 44 .- / /'? 1, •�� «•101 r Y'oslled A�grecte ! 7�, •.�; !: J.� ^� 4" 4' E U DERDRAIN p,tin•l Min,. BLE WALL T' -2" (`.din. NCO HI —Q EQU VALENT PIPE UNDERDRAIN (Typical Installations) NOTE: PIPE SHALL CONFORM TO REQUIREI,iENTS OF SECTION 906.17 OF STANDARD SPECIFICATIONS. INSTALLATION REQUIRED: EO T H SIDES 07 PAVE -kiENT WHERE REQUIRED EY THE ENGINEER. CITY OF CARMEL STANDARDS SUBSURFACE DRAIN �GIJGE PROJE1 111111 111111 111111 111111,. ��OQ..O71 STORM MANHOLE NEENAH TYPE CASTING NO. R- 3287 -10V .– ASPHALT 24" -_ e_ - -� - • - n - OPENING :a::a I v I I a I L) I I UNDERDRAIN I HOOD 48” DIA. a a STANDARD REINFORCED :::k= :::a::_ >:: ¢:: �:::v = b_ =_A -_ �+ �'_ CON C. BASE -• -- - ------- ------------------ - - - - -- - -- -- a----- ----------- - - - - -- - -- 6" "B" BORROW CHAIR BACK CURB INLET W SUMP 6 C802 P D H 0 STRAIGHT CURB & GUTTER GRADE NEENAH TYPE CASTING NO. R -3010 T.C. "DUMP NO WASTE– DRAINS TO WATERWAY" ASPHALT DQ_ OPENING _aaA 00 NOTE: � JA - AS DETAIL SHOWS, STRUCTURE SHALL V, v 4 D BE CONSTRUCTED SUCH THAT NO PART OF THE STRUCTURE EXTENDS UNDER I I THE MAINLINE PAVEMENT BEYOND THE I I LIMIT OF THE CASTING FRAME. I I I I STANDARD REINFORCED CONC. BASE *FOR DIMENSIONS SEE D -18 ON C806. NOTE: STRUCTURES SHALL PROVIDE PRECAST INLETS WITH PRECAST OPENINGS. CHAIRBACK CURB INLET DETAIL 1 �01 12; 2 006 FI(;URE 5 {I1 -1 Ileddinr and Rackfill Standards for Storm Sovers .................. ............................... ............... ........... ......... ........................................................ ,.. ........... ....,............................ ............ .,. , C f � i i 1. L_ / y/ `_1 !4 ! ✓ '� i A i L 13 ..."'T ! ,i• ] ! �J, {`'�'� } {�' F' f<- r" �•1 ;r l L 4i.V111J1d` 'C t:L .... °'A`:?WNT `ykc, ICY ;`'F� ; \Y \rf'' LIWT OF 3L Pik 10,1 3 C <a =a rr I ..,... .>F Pei .l�•;f. �y /� r'. C' PIPE. Fib' :.tktT:P f. 1 B70N A -N HAL1,1 1 °<O FOR A R'CP 1. €7TAL AT,,)N1 SHAu - 43 S7 'iE MATEFIMI_ R E01IREkiEN,_ n" } Ih },.1. ;0l_> `HAT AFIL !'T. *1:;';1; IS ;tit H,. ' , a= „LWE, TRF A A, G�EFr?!1 C;f aFl.0* TF ? FARRFI A' A MSM'V +.F 3' 61L:L >00 P'PE # yh AND aa'1 a IL L4 LELT WA7ERIAL C'F- C�A Tt _ PIP” :? Df:+4 : ?A.t. ?.. FE �'.r.7 +} ;..1tIFCJR�� a•`.. F lP... ,I'cIT .h .,E. 'K I,QC,.iF, J %Ai,Fr, l 1C:0VPAC'7D V.,7q;,A: .11,f ?:., tl Mil rA, . l ^';i Cf TI- ; �P;. PRIOR T� P: A.,FU[NI C= 1f k FP' IF ":H !' +t.E i.r'b'iw Sl'kl`; i11 tKE Trr'E *S'I F.,' M?M y:• €- 3rF "•> LX! TE•EL:'JG, TsL �- 1 '_,Bali _i�LE %ti. ". `� al ti k .L.F ".hl TlifiT 't9 }!L'e '.rFr.i(.E J >t91`;[ ;Iwl. IT'4�6 PR" T} E < 1 FfT ° •i 31f, A.N[� t00, # M 1 r C::A? I", 47I4, ;iACkftIL y:d -_L a4 C ,�" A17LD ?N S" VA?�tMQ-V LT:F; .,; NOT LE�3 `}:AN, 9CM S AND-k , I tt C'C.'J.:`t ,C` `rI> E'�'l3? C- Tl~f MATE, Pkt_ F1 ACT). 'HF 9F FR% %Ut - QN F +,T4 C:^ THIF F_- F ="F . *_ =;,tt RA.- HlkN l' T i ti >i dt If ? ►1':;� � I # €:tE k A[.. <t I iF : ld r.4,60T R IFIF PIFF PUS ?f' RNA- ?ACKFIC FOP, A' R ? 1NSTAt ,ATI A ,, w` FRF. 't' IS 5' 17, EESS . >F ai- , BF E --F(;4 %RC`N FOF ST:' C%jRF. LIE.TIN(; TH:. Y;?LF0,:. �EOU'REIAEW.S ,1F `:H_ t'DCT ANIC SAL B71 w70A AM) IN rr VAXWi_fA L° :G TO NOT ;E `3 THAN 97< ST, ":Np,. '> PF['T)f .1. N:v"`f +R 7'-11 E471RF. }FEIN OF THf. UR,'F 4,a. 1, D Ti E F,� :i.. F?F' T E "OP 6' CF r ;E Ex;:,rA-4: ?€ BELOW '}:E STAR? OF 1� C :af• TFt4 F'A`v.MENT 1Z 0°•3 wTat�w idEcTl'��> ` : ;t.aiFw`.r. c.fil:RFa`ra; -.T ;F ,ri. 'NDOT AND A:i:. Cv PAnr F� 0, STAN," �: � U _F? Tit C,'? t.',> 3 T�t�,1 9- , " " "�'° , r.RG F' +i TuF+ : ,`��iT'Y F, °++ ilAf€ FI:; ` ; AU RCn iN �TAU�AT:,`NS '*NHE E . `a :;z� t 71 AN .4 U 'E: 3A E £ EAN ; L MA II RIM fkf:," U1t I. +I.�S 'r.A�. >FR i:l'f1 �� I -1 ! A�lRECI >, € "i � :l ?l I.l t?F' ° ;,. '�..�t, M"uCd, �9 r;;I C,. ?:a TK. °.N t�J`a 1�AT „€1i<I., :.FdF A,'-' ? i' 1 1,1:4?ifN.1i.4� ;If'1; ?E} I:C;T t,_ >i t :�v (i' STANi AF't, .'RCC?tiR f :k y f;'_'. 1hE f.NIA -- c OLPTel IN: ilia ILX.A VAI';N tHi I,°t Q-_ 6 fW`. 14 ie,A.YA. ?I+ON _. .'4«. 0_' 101 1:1 IIINV',:N _ vt� ff<'t °t,Y ' C t?tiE I`S101: F fat l.; T:5 r L T,. TIN ter.A'k'lIN 1 G� ,. '-N i�.K'a:.. ~y ,A.l.. €f• >s_t�EYC��� ANI ? +,� ; >t.lk st. rF.�'1 Y!F? -.� lid. kt,ItiA �i F,,�: t +.; ". *3 :;N"MF, NO ; FCI_W�ANC:S '-.hAL_ T4E 4YvIP ALON,� ANY aFs': :Nip F'NFt: T,; td T:'IL ;"NAL PA +T.'CA N;' ;'LE.YA "0--4 T;7 `H Kf 4,,f Tlt FIFT i3 s.F -5S I'AN 2.5 FEFT. FA,-, PEEN t vc i ":..3:i.1:.'E'il, t"�; CFtFtE A, `} P ~ !tekt fi :;35 '.: ? ^) Ti?At :iE IJ i'F # 1T ? '> V-S -5:1- ! •JLGI?.AD;. AN`) Tu t,') T,P 0' TREAr�_ SUJ., °;4LE 'ri1T -t L*�L JT"3AC4E3 i� i. T ,E STAN:?ARD;, SHALL Ai -'.r' Y FD{ wT FcEf EYrrRi Ii T.'LLE 'M'hiN �i' ?Y.s "�" A y F?� d ;" � i R >c. �+ V TNT. v A RIN RREJ, R1,..U. 4 € p P:Ff WJH- k t ? ST:yv CR f�f ?? a >C `� R! ¢ H l,r. FSE RFNNFt'R ',I . ti. #.;;t?..Tr, P".FE F,F, +; A?,;- ;;,�:5 ?F NLi UJj., f ,.T. V , r r +•.., f i, t �,. Ll _ .: 1: C, 500 -7 ` C802 Ecr{r Or Sidewalk Sur€cce, rcncretc Curs Or Cur* & Cutter ?� Faver,'1'_r', 1 I � 44 .- / /'? 1, •�� «•101 r Y'oslled A�grecte ! 7�, •.�; !: J.� ^� 4" 4' E U DERDRAIN p,tin•l Min,. BLE WALL T' -2" (`.din. NCO HI —Q EQU VALENT PIPE UNDERDRAIN (Typical Installations) NOTE: PIPE SHALL CONFORM TO REQUIREI,iENTS OF SECTION 906.17 OF STANDARD SPECIFICATIONS. INSTALLATION REQUIRED: EO T H SIDES 07 PAVE -kiENT WHERE REQUIRED EY THE ENGINEER. CITY OF CARMEL STANDARDS SUBSURFACE DRAIN �GIJGE 0 ,Q a` F No. 10000075 ?3 STATE OF O AL DATE: 11/20/07 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. (LO W� 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 PROJE1 1 /20/07 ��OQ..O71 DRAWIN BY: O N a1=11111 PRK SHEET TITLE: V t� DRAWING FIEFS: N: \1238 \071 \DWGS \C802.DWG SHEET NO.: (COO(02 - V) Z z O �V z Ic cc M LL an cg w O O cii O 2z W o' 0 ,Q a` F No. 10000075 ?3 STATE OF O AL DATE: 11/20/07 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. (LO W� 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 DATE1 PROJE1 1 /20/07 ��OQ..O71 DRAWIN BY: Ct BET PRK SHEET TITLE: STORM SEWER DETAILS DRAWING FIEFS: N: \1238 \071 \DWGS \C802.DWG SHEET NO.: (COO(02 - V) Z z z w O �W �CL) M^ P�24 h DATE1 PROJE1 1 /20/07 ��OQ..O71 DRAWIN BY: CHECKED BY: BET PRK SHEET TITLE: STORM SEWER DETAILS DRAWING FIEFS: N: \1238 \071 \DWGS \C802.DWG SHEET NO.: (COO(02 - CLAY TOWNSHIP REGIONAL WASTE DISTRICT SUMMARY OF LATERAL INSTALLATION REQUIREMENTS 1. All houses, buildings, etc., shall connect to the District's sanitary sewer system within 90 days of notice providing a sewer is within 300 feet for Hamilton County or 100 feet for Boone County of the property line. Only one building may connect to the sewer main per lateral unless otherwise approved by the District. 2. No foundation or other storm water drains shall be interconnected to the sewer lateral installed and connected to the District's sanitary sewer. 3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio, porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost of all testing. The District inspector must be onsite for the duration of the air test. 4. The owner or contractor shall notify the District prior to covering the installed lateral so that the District can make an inspection to determine compliance with the District's sewer use ordinance. Such notification shall be made 24 hours prior to the need for the inspection. If the inspection fails and a second inspection is required, or contractor is not on site for scheduled inspection, or fails to cancel inspection, an additional fee of $100.00 will be due. This must be paid prior to the time of the follow up inspection. 5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private sewage disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public sewer, a septic tank "...shall be abandoned (pumped clean) and filled completely with earthen material or stone in a safe and sanitary manner." Please contact the appropriate County Doard of I lealth for further information and to notify the department of the abandonment. 6. Acceptable Pipe Materials: PVC PIPE: SDR 35 or SDR 26, ASTM D3034, SIX INCH PIPE PVC PRESSURE RATED PIPE: SDR 21, ASTM D2241, SIX INCH PIPE RESTRAINED JOINT PVC PIPE (DIRECTIONAL DRILL): Yelomine SRD 21, ASTM D2241, SIX INCH PIPE (use only per approval of the District Engineer) GASKETED JOINTS: ASTM D3212 GASKETS: ASTM F477 FITTINGS: SDR 26 or better (NO fernco's allowed) DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS CLEAN OUTS TO BE LOCATED NO MORE THAN THREE FEET FROM THE FOUNDATION AND NO MORE THAN 100 FEET APART. 7. Bedding: Use Number 8 crushed stone or Number 8 fractured face aggregate Number 8 stone backfill material is to be placed from 6 inches below to 12 inches above the pipe The trench should be a minimum of 18 inches wide (six inches on both sides of the pipe) 8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR 21 and ASTM D2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District and the District's engineer prior to installation. 9. Where a transition is made between SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical coupling shall be used. 10. Laterals shall terminate within 3 feet of the building unless the conditions in item #3 above are met. No glued pipe shall be installed outside three feet of building foundation walls. 11. Additional information on District standards and specifications may be obtained from the District's office during business hours of 8:00a.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at hftp://www.ctrwd.org/. Clay Township Regional Waste District 10701 North College Suite A. Indianapolis, Indiana 46280 Phone: 844 -9200 Fax: 844 -9203 12. Septic effluent shall not be pumped out into the sanitary sewer system. 13. The District shall inspect ALL laterals. Please call the District office at 844.9200 24 hours prior to time of inspection 14. Contractors shall lay 14 gauge -solid wire the entire length of the lateral. Wire is to be placed on top of the lateral. The District inspector will verify placement of the wire. After inspection, bedding is to be placed on top. 15. Call before you dig. IUPPS 1- 800 - 382 -5544, 48 hours prior to digging_ Lateral- rev.03- 01 -07rh NOTE: CASTING SHALL BE INSTALLED SO THAT THEY DO NOT CONTACT THE LATERAL OR LATERAL CAP. 20" VESTAL CASTING WITH 12" LID, LETTERED "SEWER CLEANOUT" WITH PENTAGONAL BOLT /LOCK HDPE PIPE TO EXTEND 6" PVC C MINIMUM 3" ABOVE STONE •�� + , . _�� ;�, . \, /�\� //� 20 "0 FRATCO HDPE METER PIT, 7.2 LBS /FT, MIN. 3' DEEP OR EQUAL 6" FROM TOP OF PIPE TO BOTTOM OF METER PIT. CONTRACTOR SHALL NOT ALLOW METER PIT TO CONTACT LATERAL /TEE -WYE CONCRETE CAP. MINIMUM 1" & MAXIMUM 4" CLEARANCE FROM TOP OF CAP TO BOTTOM OF CASTING - TRACER WIRE .1. ,- FINAL GRADE CLEANOUT TYPE 3 (GRASS OR LANDSCAPE SURFACES BEYOND THREE FEET OF BUILDING) 6" CLEARANCE FROM TOP OF PIPE TO TOP OF #8 STONE —6- MINIMUM (TYP.) 6" SDR35 PVC PIPE (6" X 6" X 6 ") TEE -WYE 6" SEWER LATERAL NOTE: CONCRETE APRON AND CASTING SHALL BE INSTALLED SO THAT THEY DO NOT CONTACT THE LATERAL OR LATERAL CAP. NEENAH R -1976 OR EAST JORDAN 1578 WITH SEWER ON CASTING 6" PVC CAP 36 x 36 x 10 CONCRETE - APRON WITH FIBERMESH , \ \/ REINFORCEMENT. \i PROPERTY, RIGHT -OF -WAY OR EASEMENT LINE TRACER WIRE ONE PIECE TEE -WYE REQUIRED MAIN SEWER LINE NOTE: ALL FITTINGS SHALL BE SDR 26 22.5' OR 45' \\ ANGLE MUST BE BETWEEN 15' AND 45'. in NOTE: SEPARATION BETWEEN WYE FITTING: 13 A. OPPOSITE SIDE LATERALS 1) 1' MINIMUM BELL TO BELL 2) BELL TO SPIGOT MAY BE ADJACENT FOR SEPARATION SEE NOTE 6" SDR 35 PIPE 1' (TYPICAL ALL LATERALS) RIGHT -OF -WAY, PROPERTY OR EASEMENT LINE TRACER WIRE is BEDDING TO BE PLACED ON UNDISTURBED EARTH. COMPACTION OF #8 STONE IS CRITICAL UNDER ALL JOINTS AND FITTINGS. IF PROPER COMPACTION CANNOT BE ACHIEVED, THEN PLACE A MINIMUM OF 6' OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH CONCRETE PLAN VIEW AROUND THE PIPE TO BEAR ON STABLE GROUND (PER ENGINEER). PAINTED GREEN 2' X 4' WITH /I ROD OR T POST (DETECTABLE BY METAL DETECTOR, 3' ABOVE GRADE) DEPTH TO LATERAL TO A MINIMUM OF 8' OF 18 STONE OVER BE SHOWN ON MARKER. THE CONCRETE CAPPED WYE SHALL BE (TYPICAL ALL LATERALS) PLACED PRIOR TO BACKFIWNG. 12" RIGHT -OF -WAY FINISHED GRADE OR EASEMENT LINE TRACER WIRE j // (TYPICAL ALL LATERAL S) \ \ 5' MINIMUM - 8' MAXIMUM I22.5' OR 45' / /� /�� (TYPICAL ALL LATERALS) ._ .NN e MINIMUM 4" CONCRETE CAP REQUIRED, NOT TO EXCEED BYOND FIRST PIPE 6" MINIMUM JOINT OF WYE. IF A WYE IS 20' DEEP, T THEN CONCRETE CAP IS REQUIRED AT 1 r. THE ENGINEERS DISCRETION. MINIMUM CONCRETE STRENGTH OF 3500 PSI, 28 DAY COMPRESSIVE STRENTH. NOT REQUIRED FOR DUCTILE IRON TEE. S F C; TI n N CAP FOR ANGLE MUST BE BETWEEN FUTURE CONNECTION 15' AND 45'. (TYPICAL ALL LATERALS) MINIMUM FALL- 1/8" PER FOOT MAY NEED TO BE DEEPER FOR (TYPICAL ALL LATERALS) LONG BUILDING LATERALS OR FINISHED GRADES SLOPING AWAY FROM SEWER. N U I L: ALL LATERAL BEDDING SHALL BE AGAINST UNDISTURBED TRENCH. MORE THAN 20' DEEP LESS THAN 20' DEEP NOTE: DEPTH OF SERVICE LATERAL SHALL BE MEASURED FROM FINISHED GRADE TO THE TOP OF MAIN SEWER LINE. PIPE REQUIREMENTS PER DEPTH ARE AS FOLLOWS: S -19' = SDR -35 20' -25' = SDR -26 26' OR GREATER = SDR -23.5 j C802 SERVICE LATERAL DETAIL MINIMUM 1" CLEARANCE FROM TOP OF CAP TO BOTTOM OF CASTING - TRACER WIRE -,- FINAL GRADE _ - r 6" PVC PIPE (6" X 6" X 6 ") TEE -WYE #8 STONE BELOW CONCRETE —/ 6" SEWER LATERAL �\���N\� \� APRON TO PREVENT CLEANOUT TYPE 2 SETTLING. EXTEND TO UNDISTURBED EARTH. (HARDSCAPE SURFACES AND ALL OTHER INSTALLATIONS BEYOND THREE FEET OF BUILDING) NOTE: TOP OF CASTING OR CLEANOUT CAP SHALL EXTEND 0.20 FEET MINIMUM ABOVE FINISHED GRADE UNLESS CONSTRUCTED WITHIN PEDESTRIAN OR VEHICULAR TRAFFIC WAY. UNLESS APPROVED BY ENGINEER, SANITARY SEWER CASTINGS OR CLEANOUTS MUST NOT BE WITHIN ONE (1) FOOT HORIZONTAL DISTANCE OF ANY PAVED OR CONCRETE SURFACES. =EAR STORM �-� 0 TYPICAL UTILITY C NOTE: ALL SLAB AND CRAWL SPACE CONNECTIONS MUST BE A MINIMUM OF 3" BELOW THE FOOTER AND EXIT THE BUILDING AT THE FRONT OF THE STRUCTURE TO PROVIDE THE SHORTEST, MOST DIRECT ROUTE FROM THE BUILDING TO THE 3' MAXIMUM EXISTING LATERAL STUB. TEMPORARY FOUNDATION GLUED CAP � (FOOTER) NOTE: OUTSIDE 3' OF THE FOUNDATION ALL CLEANOUTS AREA TO BE 6" SDR 35 GASGETED PIPE. ALL CLEANOUT FITTINGS ARE TO BE SDR 26. TYPICAL CLEANOUT DETAILS r_3-- C802 3" MINIMUM 4" SEWER 6" MINIMUM. SEE SANITARY SEWER TRENCHING, BEDDING AND BACKFILL DETAIL - -3' MINIMUM FLOW RIGID CLEANOUT TYPE 1 (ONLY LANDSCAPED SURFACES WITHIN THREE FEET OF BUILDING) 6" PVC CAP I FINAL GRADE 6" PVC PIPE — TRACER WIRE (6" X 6" X 6 ") TEE -WYE 6" SEWER LATERAL T. 8� No. 10000075 ?� STATE OF DATE: 11/20/07 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. (2007) 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 2 11/20/07 0 DRAWN BY: Cid MCI) PRK SHEET TITLE: SANITARY SEWER DETAILS DRAWING FILES: L SHEET NO.: IL Ca 2 �0 z Cn 0 c cc IL Lim no cg � O z 0 w T. 8� No. 10000075 ?� STATE OF DATE: 11/20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: Cid BET PRK SHEET TITLE: SANITARY SEWER DETAILS DRAWING FILES: N: \1238 \071 \DWGS \C803.DWG SHEET NO.: ( (Q) Co(03 � z c� z Cn � � W o C1d DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET PRK SHEET TITLE: SANITARY SEWER DETAILS DRAWING FILES: N: \1238 \071 \DWGS \C803.DWG SHEET NO.: ( (Q) Co(03 STORMWATER POLLUTION PREVENTION PLAN INDEX Al Plan Index provided below A2 11 "x17" Plat denoting boundaries and streets is provided separately. A3 Project Type: This site consists of the construction of 1 building and parking lot within a Mixed -Use Block development of VOWC Section 6003 Block "B ". Al Vicinity Map: Denoted on Sheet C100 A5 Legal Description of Project Site. See attached C101 and NOI Letter. AC Location of proposed site improvements: See sheets C101 to C102. A7 14 Digit Hydrologic Unit Code: 05120201090060 A8 State or Federal water quality permits: None A2 Specific points where stormwater discharge will leave the site: Stormwater will discharge from the site into existing storm sewer networks within the Village of WestClay. The storm sewers are routed through several detention ponds prior to discharging into Elliot Creek, see Site Plan Sheet C101 and the Grading, Drainage & Utility Plan Sheet C102 for more detail. A10 Location of all wetlands, lakes & water courses on and adjacent to site: Existing ponds are located to the north and east of the site within the Village of WestClay. The pond series drains to the east into Elliot Creek. All Receiving Waters: Elliot Creek Al2 Identification of potential discharges to groundwater. None. A13 100 Year Floodplains, Floodways and Flood Fringes: None. A14 Pre - Construction and Post Construction Peak Discharge. 10year Pre - Construction Peak Discharge = 2.39 CFS 10year Post Construction Peak Discharge = 6.29 CFS A15 Adjacent Land Use (See Stormwater Pollution Prevention Plan - Pre - Construction Plan Sheet C103 for more information): North: Village of WestClay Section 6003 South: Village of WestClay Section 6003 East: Towne Rood West: Village of WestClay Section 6003 A16 Locations and approximate boundaries of all disturbed areas: See Sheets C103 -C104 for locations. A17 Identification of existing vegetative cover See Stormwater Pollution Prevention Plan - Pre- Construction Plan Sheet C103. A18 Soils Map including descriptions and limitations: See sheet C804 for soils map, description and limitations. A19 Locations, size and dimensions of proposed stormwater systems: See Grading, Drainage & Utility Plan Sheets C102 for proposed storm sewer system. 6Z Locations, size and dimensions of any proposed off -site construction activities associated with this project: See Grading, Drainage & Utility Plan Sheets C102. A21 Locations of Soil Stockpiles: Stockpile areas shall be located as far away from ponds, existing storm sewer inlets and existing swales as possible. Stockpiles shall not be located closer than 15 feet from property line. Stockpiles shall be immediately seeded and secured with silt fence. A22 Existing site topography. See Grading, Drainage & Utility Plan Sheets C102 for existing site topography. A23 Proposed final topography. See Grading, Drainage & Utility Plan Sheets C102 for proposed site grading and drainage patterns. 01 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 B2 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 NBI Bank project during construction protecting the adjoining properties and Elliot Creek. The majority of the existing watershed sheet flows prior to entering streets, ponds, & storm sewers in the adjoining sections. The storm sewer systems convey runoff through a series of ponds eventually dicharging into Elliot Creek. B1 84 B5 B6 077 R 9 X11 M B13 PRECONSTRUCTION ACTIVITIES: 1. Call 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. A silt fence shall be installed at the edges of the project site where there is potential for any stormwater runoff. See Sheet C103 for locations of silt fence. 3. Stormwater inlet protection shall be installed at existing inlets as depicted on plan. 4. Evaluate, mark and protect important trees and associated root zones. Evaluate existing vegetation suitable for use as filter strips along the North, South, East and West 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 far 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. Final grade all areas. 3. Upon completion of final grading, install erosion control blanket on pond bank as shown on Sheet C104. Permanently seed yard areas adjacent to NBI Bank as shown on Sheet C104. 4. Upon completion of final grading, install sanitary and storm sewers. As storm sewers are constructed, install inlet protection measures. 5. Upon completion of sewer installation and inlet protection, proceed with parking lot construction and building construction. 6. Liming of parking lot, if utilized, should be done prior to the installation of storm sewers to prevent the transmission of lime dust to ponds or receiving waters. 7. Builder shall sweep adjacent streets at least twice weekly. Curbs shall be cleaned daily. In addition, streets and curb inlet protection should be cleared of all debris at the end of each work day. 8. Re -seed any disturbed areas. 9. Remove all temporary erosion and sediment control measures. 10. Install Snout Catch Basin manhole inserts. 11. Notify the City of Carmel with a Notice of Termination letter upon completion of the project and stabilization of the site. Stable construction entrance location(s) and specifications: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for location and Sheet C805 for construction entrance details and specifications. Sediment control measures for sheet flow areas: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of sediment control measures and Sheet C805 for construction details and specifications. Sediment control measures for concentrated flow areas: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of sediment control measures and Sheet C805 for construction details and specifications. Strom sewer inlet protection measures, locations and specifications: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of inlet protection measures and Sheet C805 for construction details and specifications. Runoff control measures: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of runoff control measures and Sheet C805 for construction details and specifications. Stormwater outlet protection specifications: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of stormwater outlet control measures and Sheet C805 -806 for construction details and specifications. Grade stabilization structure locations and specifications: See Stormwater Pollution Prevention Plan Sheets C103 C104 for locations of grade stabilization control measures and Sheet C805 for construction details and specifications. Location, dimensions, specifications and construction details of each stormwater quality measure: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of various i details and specifications. stormwater quality measures and Sheet C805 for construction p Temporary surface stabilization methods appropriate for each season: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of temporary surface stabilization measures and Sheet C805 for construction details and specifications. Permanent surface stablization specifications: See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of permanent surface stabilization measures and Sheet C805 for construction details and specifications. 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, paint, cleaning agents, concrete washout, pesticides, nutrients, trash, hydraulic fluids, fuel, oil, petroleum, fuel oil, sludge, of refuse, and of mixed with wastes other than dredged soil. Discharae 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 sites potential for the discharge of regulated material. Prediction of Potential Spills: 1. Nearest Navigable Water. Elliot Creek 2. Drainage System: The majority of the existing watershed sheet flows prior to entering the existing streets and storm sewers in the adjoining sections. The storm sewer systems convey runoff through a series of ponds eventually discharging into Elliot Creek. It then follows the ditch southeast 3. Possible Spill Sources (during 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 construction groundwater contamination. The facility does have city sanitary sewer and city water. Alert Procedures for Spills: 1. Any personnel observing a spill will immediately instigate the following procedure: a.) Dialing "0" from any telephone. b.) Notify the appropriate emergency personnel. 2. The Emergency Coordinator will then take the following actions: a.) Barricade the area allowing no vehicles to enter or leave the spill zone. b.) Notify 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 waste 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 -up operations. In addition, a continually updated list of available absorbent materials and clean -up supplies should be kept on site. 2. All maintenance personnel will be made aware of techniques for prevention of spills. They will be informed of the requirements 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 alterations to this plan. 3. When spills occur which could endanger human life and this becomes primary concern, the discharge of the life saving protection function will be carried out by the local police and fire departments. 4. Absorbent materials, which are 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 Monitoring and maintenance guidelines for pollution prevention measures: A self- monitoring program must be implemented by the project site owner to ensure the stomrwater pollution prevention plan is working effectively. A trained individual, acceptable to the City of Carmel, shall perform a written evaluation of the project site by the end of the next business day following each measurable storm event. If there are no measurable storm events within a given week, the site should be monitored at least once in that week. Weekly inspections by the trained individual shall continue until the entire site has been stabilized and the "verified' copy of the Notice of Termination has been issued. 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 Concrete Washout Facility Maintenance Requirements 1. The Concrete Washout Area shall be repaired and enlarged or cleaned out as necessary to maintain capacity for wasted concrete.. 2. The Concrete Washout Area shall be cleaned out when full and after each storm event 3. At the eand of construction all concrete shall be removed from the site and disposed of at an approved waste site. 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 1. Inspect entrance pad and sediment disposal area weekly and after storm events or heavy use. 2. Reshape as needed for drainage and runoff control. 3. 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. M Erosion Sediment Control Specifications for Individual Building Lots: Not Applicable. C1 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. a Sequence describing stormwater quality measure implementation: 1. 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. 2. Install and maintain post - contraction BMPs. A series of wet ponds will be utilized on this specific project, in addition to SNOUT catch basin inserts for pollutent and debris removal. 3. Remove all individual inlet protection 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. 4. Inspection and maintenance of all common areas and infrastructure improvements is the responsiblity of the owner /developer or his designee until improvements are accepted for maintenance by homeowners association or local agencies. 5. Inspection and maintenance of individual lots is the responsibility of the builder or his designee until the property owner buys and thereby accepts responsibility for the individual lot. Q 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 by using wet detention ponds. 2. Controlling sources of pollutants. 3. Treating contaminated stormwater runoff before discharging it into the storm sewer system or receiving waters. Stormwater quality measures for reducing, elimanating or controlling pollutants (source controls) for this project site and surounding area include: a. Dention/Retention - Detain stormwater runoff an extended period of time to allow pollutants that are suspended to settle out Runoff will pass through 4 large wet ponds providing for a significant increase in travel time as well as very low velocities through the overall Village of westClay development prior to discharging into Elliot Creek as part of the master drainage plan for the project The NBI Bank Building is part of the overall Village of WestClay development b. Outlet protection & velocity dissipation devices - Prevent surface erosion resulting in decreased suspended solids and preserving established downstream vegetative cover. c. SNOUT Catch Basin Inserts - Insert in catch basins within parking lot to filter pollutants and debris. It is the intent of this plan that the implementation of the above described stormwater quality measures be executed in accordance with the enclosed plans and details in order to meet the requirements of Rule 5 storm water quality. 0,¢ Location, dimensions, specifications and construction details of stormwater quality measures: A series of wet ponds in con juntion with S n out BMPs will be utilized as post-construction BMPs. See Stormwater Pollution Prevention Plan Sheets C103 -C104 for locations of stormwater quality measures and Sheets C804 -C806 for construction details and specifications. a Description of maintenance guidelines for proposed water quality measures: See attached BMP Operations and Maintenance Manual. ADDITIONAL STORMWATER POLLUTION PREVENTION MEASURES k EQUIPMENT MAINTENANCE Description and Purpose Prevent or reduce the contamination of stormwater resulting from vehicle and equipment maintenance by running a 'dry and clean site ". The best option would be to perform maintenance activities at 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 aireas 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 pads should be used during vehicle and equipment maintenance work that involves fluids, 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 are 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 of and grease. Segregate and recycle wastes, such as greases, used oil or oil filters, antifreeze, cleaning solutions, automotive batteries, hydraulic and transmission fluids. Provide secondary containment and covers for these materials if stored onsite. 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 of 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 of immediately. Listed below is further information if you must perform vehicle or equipment maintenance onsite. 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. imitations 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. the site; rather, transport Avoid motile fueling of motile construction equipment around p 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 an 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 WASTE MANAGEMENT criDtion and Pumas 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. uitable 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, styrofoam and other materials send transport and package construction materials Implementation The following steps will help keep a clean site and reduce stormwater pollution: Select designated waste collection areas onsite. Inform trash- hauling contractors that you will accept only watertight dumpsters for onsite use. Inspect dumpsters for leaks and repair any dumpster that is not watertight Provide an adequate number of containers with lids or covers that can be placed over the container to keep rain out or to prevent loss of wastes when it is windy. Plan for additional containers and more frequent pickup during the demolition phase of construction. Collect site trash daily, especially during rainy and windy conditions. Remove this solid waste promptly since erosion and sediment control devices tend to collect litter. Make sure that toxic liquid wastes (used oils, solvents, and paints) and chemicals (acids, pesticides, additives, curing compounds) are not disposed of in dumpsters designated for construction debris. Do not hose out dumpsters on the construction site. Leave dumpster cleaning to the trash hauling contractor. Arrange for regular waste collection before containers overflow. Clean up immediately if a container does spill. Make sure that construction waste is collected, removed, and disposed of only at authorized disposal areas. Collection. Storage. and Disposal Littering on the project site should be prohibited. To prevent clogging of the storm drainage system, titter and debris removal from drainage grates, trash racks, and ditch lines should be a priority. Trash receptacles should be provided in the contractors yard, field trailer areas, and at locations where workers congregate for lunch and break periods. Litter from work areas within the construction limits of the project site should be collected and laced in watertight dumpsters at least weekly, regardless of whether the litter was generated by he contractor, the public, or others. Collected litter and debris should not be placed in or next to drain inlets, stormwater drainage systems, or watercourses. Dumpsters of sufficient size and number should be provided to contain the solid waste generated by the project Fuii dumpsters should be removed from the project site and the contents should be disposed of by the trash hauling contractor. Construction debris and waste should be removed from the site biweekly or more frequently as needed. Construction material visible to the public should be stored or stacked in an orderly manner. Stormwater runon should be prevented from contacting stored solid waste through the use of berms, dikes, or other temporary diversion structures or through the use of measures to elevate waste from site surfaces. Solid waste storage areas should be located at least 50 ft from drainage facilities and watercourses 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 associated activities. While activities associated with the BMP are under way, inspect weekly to verify 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. CONCRETE WASHOUT 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 can 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 AND 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 may be accomplished. Suitable Applications 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 Descrip tion: A sediment basin is a temporary basin with a controlled release structure that is formed by excavation or construction of an embankment to detain sediment -laden runoff and allow sediment to settle out before discharging. Sediment basins are generally larger than Sediment Traps. Appropricte Applicctions: Effective for the removal of gravel, sand, silt, some metals that settle out with the sediment, and trash. Implementotion: 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. Main lencnce: 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 Description: A sediment trap is a temporary basin formed by excavation and /or construction 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. Appropricte Applicctions: Effective for the removal of large and medium sized particles (sand and gravel) and some metals that settle out with the sediment. Implementation: 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. Main tencnce: 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. Gravitv Baa Filter Descrip tion: 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. Appropric/e Applications: Effective for the removal of i sea ments (gravel, sand, and silt). Some metals are removed with the sediment. imp!emen tc tion: 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. I✓lcin tenence: 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. EVALUATION 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 followina a rainfall Date of Inspection: Yes No If ves. date the rain stanoed- InrhP.q No. PROBLEM or CONCERN YES NO N A 1. Is the site information posted at the entrance? I PRK in 0 2. Are all necessary permits attained and special provisions being implemented? M 1 IL 3. Is a construction entrance installed? Is it effective? Is it enough 2 mi 0 4. Public and rivate streets are clean? � = M w 0 5. Are appropriate practices installed where stormwater leaves the site? 0 IL LLI 6. Silt fence is entrenched into the round? .-:f � 0 z = 0 7. Silt fence is upright? Fabric and stakes meetspecifications? Fabric is not to torn? t� 1 w Q) ` W b_0 Terminated to higher round? Property joined at ends? pm pm Z 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? 11 _J1 10. Diversions swoles 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. 1 The frame, cross-bracing and/or stakes are adequate and meetspecifications? 15. 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 practice9 18. Swales and ditches have been stabilized or protected? 19. 1 Stormwater outlets are adequately stabilized? 20. Tem orary stabilization of distributed ground has been addressed? 21. Disturbed areas that will lie dormant for 15 days are planned to be protected? 22. All rotected dormant areas meet a minimum 70% coverage 23. Growing vegetation has sufficient water and or nutrients to row? 24. Permanent stabilization of disturbed ground is progressing through the project? 25. Final grading and stabilization is progressingon completed areas? 26. operly 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. 1 A dumpster is onsite for trash disposal? 31. Fuel tanks and other toxic materials are safely stored and protected? 32. Smaller construction sites not required to file a separate NOI are complying with the overall plan? 33. 34. ALL PROBLEMS OR CONCERNS NEED TO BE ADDRESSED WITH A CORRECTIVE ACT10N Identify the problem by number and /or provide additional explanation as needed. Developer Representative contacted, name and date: Date: Contractor Representative contacted, name and date: Date: Report Submitted by. Date: \\\ \ `� \ \ 11111 I I I I I I I I I / I / / / / ,///// f i P � � ��1STE -..'Q '% ��. ��- RFpF` No. ., - 9 :10000075 . = -A- " STATE OF '� .... / P . % %,,S /ONAL /// / / 11111111111111 4 / 3nn:� L'. DATE: 11/20/07 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. (2007) 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 2 11/20/07 0 I a11111111111111 -4 F0 I PRK in 0 2 DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG M 1 IL -F-;) V) �4 2 mi 0 <V � = M w 0 c Ic 0 IL LLI IL C4 Fm .-:f � 0 z = 0 Z w t� 1 \\\ \ `� \ \ 11111 I I I I I I I I I / I / / / / ,///// f i P � � ��1STE -..'Q '% ��. ��- RFpF` No. ., - 9 :10000075 . = -A- " STATE OF '� .... / P . % %,,S /ONAL /// / / 11111111111111 4 / 3nn:� L'. DATE: 11/20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: -4 BET I PRK SHEET TITLE: STORMWATER POLLUTION r DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG SHEET NO.: (C00(04 -F-;) V) �4 Z C_�, -.< d W �= ��, ��tt �4 � = M w = Z `-' M z Q 124 Cd :::1 4--il �.� .-:f � r4 Z O � (-� t� 1 w Q) ` W b_0 pm pm Z ct r___1 r---q • i--1 11 11 _J1 DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET I PRK SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG SHEET NO.: (C00(04 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. 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. 3 SEEDING '---6" MIN. TURN DOWN III EROSION CONTROL BLANKET (NORTH AMERICAN GREEN li l S -75 OR EQUAL) EXISTING GRADE EROSION CONTROL MATTING DETAIL F 01 2 NOT TO SCALE A B C 3' 1 1 /2' 3' 1 1/2 3' .- -- _C14 - - - : :: CV . -. _ - °:::'r::: X - _3�-- - -X_ -- ______ 1 STAPLE PER SQ. YD. 1 -1/2 STAPLES PER SQ. YD. 2 STAPLES PER SO. YD. GENERAL STAPLE RECOMMENDATIONS ADDITIONAL STAPLES AS 300 275 250 225 200 SLOPE 175 LENGTH 150 (FT.) 125 100 75 50 25 0 _ :-: _ __ '� : - --------------------------------- :_ - - -- -- MAINTENANCE :_- -' B -. INSTALLATION SEQUENCE STONE ENTRANCE AS NEEDED * All silt fence shall be prefabricated by the supplier. 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 - --- - - - - -- --------- --- - - - - -- --- - - - - -- TREE PROTECTION - - AND AS NEEDED PRIOR TO CLEARING AND GRADING PERMANENT SEEDING WATER AS NEEDED REQUIRED DUE TO DEPTH OF FLOW. ® X X CHANNEL LININGS UTILIZE STAPLE PATTERN "C 4:1 3.1 21 1:1 CHANNEL WITH ADDITIONAL STAPLES ON SIDE SLOPES AT SLOPE GRADIENT LJNING 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. THE EDGES OF THE BLANKET SHOULD BE BUTTED AGAINST EACH OTHER, THE EDGES OF THE SCC225 SHOULD BE OVERLAPPED 2. 3 THE BLANKET SHOULD NOT BE o STRETCHED BUT ALLOWED TO LAY j LOOSELY ON THE SOIL SURFACE TO ACHIEVE MAXIMUM BLANKET TO SOIL CONTACT. 0 5 °' ° • IN HIGH VELOCITY CHANNEL APPLICATIONS, \ •o'o° CHECK SLOTS SHOULD BE ESTABLISHED • ° -° •' EVERY 35 - 4O'. THE SLOTS SHOULD BE O e 0--:0. ' 6' WIDE BY 6" DEEP WITH THE BLANKET PUBLIC ROAD o • e • o • o °o . STAPLED IN THE BOTTOM OF THE SLOT, o • o • ° • ° • 0 • o • o • o • 50' (MIN) THEN BACKFltlID AND SEEDED. . 0 •`0 '0 • 0'0 • 0'0 • e' '000,0. 0.00 0.0'0.0'0.0• °•o.o•o.e•o.o. °•0e0,0e0,0e o•O �o'O �o'O �o 0 =o'O �O OHO -O:o e -O•o O.0 O•e O•e O•o O•o O•e O•o e. •. � � •e . •••- • � o - .• � .• 0 •..00.e- . �0ee••. e0�.e o•e•�e . .e.. • . �•. ' -. � •• 0- : . . e e 0.0- 0•oe0•O•.Oe•0O•e0 e%.0eke e • �0O: 0•� • ee k. •• e a : :•-• . 0o0O O . •• • • Os0 ••'•eO O • . 00 .0.0.000 e 0.•.0°0O .• • • 0e0 .0.0. 0.0.0' 00'°0.0 °.-0 0 O 0 0•O 'o eO'O e e 0.0 0. '• o'e 01-0e• e O. e 0.0 .0 0.0 00 •o O• 0 o • • o O • 0 • 00• 0 • O0 e • o • e0 . 0' • 0 ' 'eke •0.0'0 •0.000.0 00°•'p.0-0 O.O- .. ° . o • ° . 0 . 0 -0 . , , , . o . .. •0.0.0.0• °.e•o °' 6" (MIN) •°'° 2 " -3" COARSE •'' =:; ; ' 12' (MIN) AGGREGATE GEOTEXTILE FABRIC TO STABILIZE FOUNDATION (ESPECIALLY IMPORTANT WHERE WETNESS IS ANTICIPATED) TEMPORARY CONSTRUCTION ENTRANCE DETAIL '7 / ROLL BLANKETS OUT IN DIRECTION OF WATER FLOW. he e4 7,, _ ROLL BLANKETS OUT IN DIRECTION J OF WATER FLOW. ira SILT FENCE I x x " TOPSOIL STOCKPILE x x x ,O } TYPICAL TYPICAL TOPSOIL STOCKPILE 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 - V IN A 'SHINGLE EFFECT'. PREPARATION OF THE SEED BED, INCLUDING APPLICATION OF LIME, FERTILIZER AND SEED SHOULD BE CONDUCTED AS NORMAL PRIOR TO INSTALLATION OF BLANKET. EROSION BLANKET INSTALLATION STORMWATER POLLUTION PREVENTION SCHEDULE EROSION CONTROL MEASURE MAINTENANCE polypropylene meeting the physical properties below. GROUND SURFACE INSTALLATION SEQUENCE STONE ENTRANCE AS NEEDED * All silt fence shall be prefabricated by the supplier. 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 PERMANENT SEEDING WATER AS NEEDED 75 % Spring Oats AFTER FINISH GRADING EROSION CONTROL MATTING 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 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 SILT FENCE PROJECT NO.: Silt Fence shall be a machine produced, non -woven geotextile of 100% polypropylene meeting the physical properties below. GROUND SURFACE 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. ** Fabric Weight ............................ ............................... 4 oz /syd Grab Strength ........................... ............................... Warp 125 lbs. Elongation................................. ............................... Warp 50 % Trapezoidal Tear Strength ........ ............................... 50 lbs. Burst Strength .......................... ............................... 200 psi UV Resistance ........................... ............................... > 70 % A. 0. S .......................................... ............................... 50-80 Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft Sediment Retention .................. ............................... 75 % Jlli rence MaiE Fence Post Fence Post Should be Buried 1' Below Ground Surface Stakes ® 5' O.C. Ground Surface _Ice Material Should be Buried 6" Below Ground Surface. SILT FENCE DETAIL N TS SIGN TO INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREA BERM AROUND PERIMETER 12' COMPACTED EMBANKMENT ' MATERIAL TYP. 15'05' MIN OR AS REQUIRED TO CONTAIN WASTE CONCRETE DANDY SACK® Installation and Maintenance Guidelines Installation: Remove the grate from catch basin. If using optional oil absorbents; place absorbent pillow in unit. Stand the grate on end. Move the top lifting straps out of the way and place the grate into the Dandy Sack® so that the grate is below the top straps and above the lower straps. Holding the lifting devices, insert the grate into the inlet. Maintenance: Remove all accumulated sediment and debris from vicinity of unit after each storm event. After each storm event and at regular intervals, look into the Dandy Sack ®. If the containment area is more than 1/3 full of sediment, the unit must be emptied. To empty unit, lift the unit out of the inlet using the lifting straps and remove the grate. If using optional oil absorbents; replace absorbent when near saturation. 12" MIN PROJECT NO.: Irrigation needed during this period. To control 1238.071 DRAWN BY. GROUND SURFACE � c� PRK 3:1 OR FLATTER * SIDE SLOPES DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG NOTES: 1. CONCRETE WASHOUT AREA SHALL BE INSTALLED PRIOR TO ANY CONCRETE PLACEMENT ON SITE. 2. SIGNS SHALL BE PLACED AT THE CONSTRUCTION ENTRANCE, AT THE WASHOUT AREA, AND ELSEWHERE AS NECESSARY TO CLEARLY INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREA TO OPERATORS OF CONCRETE TRUCKS AND PUMP RIGS. 3. THE CONCRETE WASHOUT AREA SHALL BE REPAIRED AND ENLARGED OR CLEANED OUT AS NECESSARY TO MAINTAIN CAPACITY FOR WASTED CONCRETE. 4. AT THE END OF CONSTRUCTION, ALL CONCRETE SHALL BE REMOVED FROM THE SITE AND DISPOSED OF AT AN APPROVED WASTE SITE. 5. WHEN THE CONCRETE WASHOUT ARE IS REMOVED, THE DISTURBED AREA SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED IN A MANNER APPROVED BY THE INSPECTOR. CONCRETE WASHOUT DETAIL DANDY SACK STRAPS Wheat or Rye Oats DANDY SACK® Annual Ryegrass STANDARD FABRIC IS AN ORANGE WOVEN MONOFILAMENT I pill SIaI te�+��� ALLOWS FOR EASY Non- Irrigated* REMOVAL OF CONTENTS Irrigated Dormant Seeding ** 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. Temporary Seeding and Stablization Dates Permanent Seeding * Not necessary where mulch is applied. NOTE: Mulch shall be applied with all seed. Seedbed Preparation Apply lime to raise the pH to the level needed for species being seeded. Apply 23 pounds of 12 -12 -12 analysis fertilizer (or equivalent) per 1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to test. Application of 150 lbs. of ammonium nitrate on areas low in organic matter and fertility will greatly enhance vegetative growth. Work the fertilizer and lime into the soil to a depth of 2 -3 inches with a harrow, disk or rake operated across the slope as much as possible. Seeding Select a seed mixture based on projected use of the area (Figure 5 -2), while considering best seeding dates. See Figure 5 -3 this sheet. If toler- ances are a problem, such as salt tolerance of seedings adjacent to streets and highways, see Figure 5 -4 this sheet before final selection. Mulch shall be applied with all seed. Figure 5 -2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs /acre lbs/1000 well sq. ft. Droughty Drained Wet Level and Sloping, Open Areas 1. Tall Fescue 35 .8 5.5 -8.3 2 1 2 2. Tall Fescue 25 .6 5.5 -8.3 1 Red Clover ** 5 .12 3. Kentucky Bluegrass 15 .4 5.5 -7.5 2 1 Creeping Red Fescue 15 .4 Steep Banks and Cuts 4. Tall Fescue 15 .4 5.8 -7.5 2 1 2 Kentucky Bluegrass 25 .6 5. Tall Fescue 35 .8 5.5 -8.3 2 1 Emerald Crownvetch ** 10 .25 Lawns and High Maintenance Areas 6. Kentucky Bluegrass 40 .9 5.8 -7.5 2 1 Creeping Red Fescue 40 .9 7. Perennial Ryegrass 170 4.0 5.0 -7.5 1 (Turf Type) 8. Tall Fescue 170 4.0 5.5 -8.3 2 1 2 * 1 - Preferred 2 - Will Tolerate ** Inoculate with specific Inoculant. PROJECT NO.: Irrigation needed during this period. To control 1238.071 DRAWN BY. erosion at times other than in the shaded areas, � c� PRK use mulch. * Late summer seeding dates may be extended 5 days DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG if mulch is applied. ** Increase seeding application by 50 7o. NOTE: MULCHING REQUIRED WHEN ACTUAL CONDTIONS HAMPER THE ESTABLISHMENT OF VEGATATIVE GROUND COVER. E FIGURE 5 -3 - Temporary Seedings - Kind of Seed 1000 Sq. Ft. Acre Remarks - Wheat or Rye 3.5 lbs. 2 bu. Cover seed 1" to c 1 1/2" deep Spring Oats 2.3 lbs. 3 bu. Cover seed 1" deep Annual ryegrass - 1 lb. 40 lbs. Cover seed 1 /4 "deep* * Not necessary where mulch is applied. NOTE: Mulch shall be applied with all seed. Seedbed Preparation Apply lime to raise the pH to the level needed for species being seeded. Apply 23 pounds of 12 -12 -12 analysis fertilizer (or equivalent) per 1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to test. Application of 150 lbs. of ammonium nitrate on areas low in organic matter and fertility will greatly enhance vegetative growth. Work the fertilizer and lime into the soil to a depth of 2 -3 inches with a harrow, disk or rake operated across the slope as much as possible. Seeding Select a seed mixture based on projected use of the area (Figure 5 -2), while considering best seeding dates. See Figure 5 -3 this sheet. If toler- ances are a problem, such as salt tolerance of seedings adjacent to streets and highways, see Figure 5 -4 this sheet before final selection. Mulch shall be applied with all seed. Figure 5 -2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs /acre lbs/1000 well sq. ft. Droughty Drained Wet Level and Sloping, Open Areas 1. Tall Fescue 35 .8 5.5 -8.3 2 1 2 2. Tall Fescue 25 .6 5.5 -8.3 1 Red Clover ** 5 .12 3. Kentucky Bluegrass 15 .4 5.5 -7.5 2 1 Creeping Red Fescue 15 .4 Steep Banks and Cuts 4. Tall Fescue 15 .4 5.8 -7.5 2 1 2 Kentucky Bluegrass 25 .6 5. Tall Fescue 35 .8 5.5 -8.3 2 1 Emerald Crownvetch ** 10 .25 Lawns and High Maintenance Areas 6. Kentucky Bluegrass 40 .9 5.8 -7.5 2 1 Creeping Red Fescue 40 .9 7. Perennial Ryegrass 170 4.0 5.0 -7.5 1 (Turf Type) 8. Tall Fescue 170 4.0 5.5 -8.3 2 1 2 * 1 - Preferred 2 - Will Tolerate ** Inoculate with specific Inoculant. \\\\\\`` T. Q' �\STIE No. 10000075 ?J� STATE OF �NDIANP" N& ''''''/''' � �7 / l l I I I► I I I I I I I 111 1\ DATE: 11 /20/07 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. (2007) 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 Geotechnicol Services GIS *LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 11/20/07 1238.071 DRAWN BY. O � c� PRK � v -a DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG SHEET NO.: LU M IL E �0 �V W Z 0 c It O CL LL f w CD O :a 0 w \\\\\\`` T. Q' �\STIE No. 10000075 ?J� STATE OF �NDIANP" N& ''''''/''' � �7 / l l I I I► I I I I I I I 111 1\ DATE: 11 /20/07 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. (2007) 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 Geotechnicol Services GIS *LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY. �V BET PRK SHEET TITLE: STORMWATER POLLUTION V DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG SHEET NO.: M Z Q W Z F-- Q Z Q I� �:l O f w CD C� r� 0 r-1 DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY. CHECKED BY: BET PRK SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \1238 \071 \DWGS \C804- 805.DWG SHEET NO.: 1" PVC ANTI - SIPHON 10.00" PIPE ADAPTER �� -J REMOVABLE WATERTIGHT - 034.00" � ACCESS PORT, 10" OPENING - 030.00" 1-11 1 R15.00" 15.00" 39.00" 41.00" 2.00" 24„ 32.00" 16.00" --� 36.00" 18.00" FRONT 22.25" u R16.00" (D R18.00" PLAN DESIGNED TO FIT 60 " -72" DIAM. STRUCTURES RECOMMENDED SUMP DEPTH 2.5 TO 3X OUTLET PIPE I.D. CONFIGURATION DETAIL 1" PVC: ANTI-SIPHON ER BLE POR 4.25" 22.25" 18.00" 1 FT PIPF IN nnr=N\ FRONT VIEW SIDE VIEW SNOUT OIL - WATER- DEBRIS SEPARATOR SIDE U.S. PATENT #6126817ADDITONAL PATENTS PENDING I NOTES: 1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE AS MANUFACTURED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. LYME, CT 06371 (860) 434 -0277, (860) 434 -3195 FAX TOLL FREE: (800) 504 -8008 OR (888) 354 -7585 WEB SITE: www.bestmp.com OR PRE - APPROVED EQUAL 2. ALL HOODS SHALL BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE WITH ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0.125" LAMINATE THICKNESS. 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, AND AN ANTI - SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS PER MANUFACTURER'S RECOMMENDATION. 5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A DISTANCE EQUAL TO 1/2 THE OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. 6. THE ANTI - SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3" AND A MAXIMUM OF 24" ACCORDING TO STRUCTURE CONFIGURATION. 7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED SMOOTH AND FREE OF LOOSE MATERIAL. 8. THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH 3/8' STAINLESS STEEL BOLTS AND OIL - RESISTANT GASKET AS SUPPLIED BY MANUFACTURER. (SEE INSTALLATION DETAIL) 9. INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED INSTALLATION KIT. INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTI - SIPHON VENT PIPE AND ADAPTER C. OIL - RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS US Patent # 6126817 TYPICAL INSTALLATION INSTALLATION DETAIL FOAM GASKET W/� PSA BACKINO1- (TRIM TO LENGTH) MOUNTI ANCHOR W /BOLT FLANGE SEE DETAIL A) INSTALLATION NOTE: POSITION HOOD SUCH THAT T BOTTOM FLANGE IS A 1/2 D DISTANCE OF 1/2 OUTLET PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR COMPRESSED PIPES < 12" I.D. IS 6 ". BETWEEN HOOD AND STRUCTURE DETAIL (SEE DETAIL B) DRILLED rSHIELODR HOLE AINLESS LT EXPANSION CONE (NARROW END OUT) HOOD SPECIFICATION FOR CATCH BASINS AND WATER QUALITY STRUCTURES DESCRIPTION DATE SCALE OIL- DEBRIS HOOD 09/08/00 NONE SPECIFICATION AND INSTALLATION DRAWING NUMBER (TYPICAL) SP -SN CONFIGURATION DETAIL I- P%/r_ ANTI- cIPUON ER BLE' POR FT PIPF (HinnFNI FRONT VIEW SIDE VIEW SNOUT OIL - WATER- DEBRIS SEPARATOR INSPECTION REQUIREMENTS: 1. MANUFACTURER: ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE PROVIDED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. LYME, CT 06371 TOLL FREE: (800) 504 -8008 OR (877) 434 -3197 WEB SITE: www.bmpinc.com 2. CONFIGURATION: ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, AND AN ANTI - SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) 3. PIPE COVERAGE: THE SIZE OF THE HOOD SHALL PERMIT THE O.D. OF THE OUTLET PIPE TO BE COVERED COMPLETELY. 4. HOOD POSITION: THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A MINIMUM DISTANCE EQUAL TO 1/2 THE OUTLET PIPE I.D. WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. GREATER INSERTION DEPTH IS PERMISSIBLE. 5. ANTI-SIPHON VENT: VENT WITH ELBOW AND FEMALE ADAPTER SHALL EXTEND ABOVE HOOD BY MINIMUM OF WAND A MAXIMUM OF 24" ACCORDING TO STRUCTURE CONFIGURATION. 6. MOUNTING SURFACE PREPARATION: THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED SMOOTH AND FREE OF LOOSE MATERIAL. 7. SNOUT / SRUCTURE INTERFACE: THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH 3/8' STAINLESS STEEL BOLTS. OIL - RESISTANT GASKET AS SUPPLIED BY MANUFACTURER MUST BE INSTALLED TO PROVIDE PROPER SEAL. (SEE DETAIL "B ") 8. ACCESSORIES: IF OIL BOOMS OR FLOW DEFLECTORS ARE SPECIFIED, THEY MUST BE INSTALLED AND PRESENT FOR INSPECTION. 9. INSTALLATION INSTRUCTIONS: INSTRUCTIONS SHALL BE FURNISHED UPON REQUEST OF INSPECTOR WITH MANUFACTURER SUPPLIED INSTALLATION KIT. INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTI- SIPHON VENT PIPE, FEMALE ADAPTER WITH NUT, O -RING GASKETS C. OIL - RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS (SEE BELOW FOR MULTI -PART SNOUTS 36F, 48F, 54R, 96F AND SPLIT SNOUTS ONLY) F. STAINLESS NUTS AND BOLTS PLUS GASKET TO SECURE TOP AND BOTTOM OF SNOUT. US Patent # 6126817 CANADIAN Patent # 2285146 SEE TYPICAL INSTALLATION • 4 _. 4 .4 ` • ANTI- SIPHON DEVICE Yd } SNOUT ! OIL- DEBRIS 4_ HOOD OUTLET ' PIPE • GASKET MUST BE 4 NOTE' VISIBLE BETWEEN • SNOUT AND ' STRUCTURE WALL • + • :.a • r _ A. *NOTE- SUMP DEPTH TO BE MIN. OF 2.5 TIMES THE OUTLET PIPE I.D. (E.G. 24" PIPE= 5' SUMP) 3' MIN FOR PIPES 12" I.D. OR LESS INSTALLATION DETAIL BOLTS TO BE POSITIONED UNIFORMLY AROUND PERIMETER OF SNOUT TO ENSURE OPTIMAL COMPRESSION OF GASKET DETAIL B FOAM GASKET W/ PSA BACKING a (TRIM TO LENGTH) MOUNTING FLANGE INSTALLATION NOTE: POSITION HOOD SUCH THAT BOTTOM FLANGE IS A 1/2 D DISTANCE OF 1/2 OUTLET PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR COMPRESSED PIPES < 12" I.D. IS 6". BETWEEN HOOD -v AND STRUCTURE DETAIL A (SEE DETAIL B) DRILLED ANCHOR HOLE SHIELD STAINLESS BOLT EXPANSION CONE (NARROW END OUT) INSTALLATION REQUIREMENTS FOR SNOUT HOODS INSTALLED IN STORMWATER QUALITY IMPROVEMENT STRUCTURES DESCRIPTION DATE SCALE OIL- DEBRIS HOOD 04/13/05 NONE INSTALLATION REQUIREMENTS DRAWING NUMBER (TYPICAL) I N RQ -S N DESIGN PARAMETER GUIDELINES FOR WATER QUALITY IMPROVEMENT 4 �J 4 -. -' - • .4 ` _ VARIES o r ANTI - SIPHON DEVICE -" r4 SNOUT ! PREVENTION DETAILS & NOTES OIL- DEBRIS 4_ S HOOD • OIL AND DEBRIS 4 �• OUTLET ' PIPE A- O� -A d SEE OTE* . .. _ =d SOLIDS SETTLE ON BOTTOM 4 _" •: _ a "NOTE- SUMP DEPTH OF 36" MIN. FOR < OR= 12" DIAM. OUTLET. FOR OUTLETS >OR= 15 ", DEPTH = 2.5 -3X DIAM. INSTALLATION DETAIL FOAM GASKET W/� PSA BACKINO1- (TRIM TO LENGTH) MOUNTI ANCHOR W /BOLT FLANGE SEE DETAIL A) INSTALLATION NOTE: POSITION HOOD SUCH THAT T BOTTOM FLANGE IS A 1/2 D DISTANCE OF 1/2 OUTLET PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR COMPRESSED PIPES < 12" I.D. IS 6 ". BETWEEN HOOD AND STRUCTURE DETAIL (SEE DETAIL B) DRILLED rSHIELODR HOLE AINLESS LT EXPANSION CONE (NARROW END OUT) HOOD SPECIFICATION FOR CATCH BASINS AND WATER QUALITY STRUCTURES DESCRIPTION DATE SCALE OIL- DEBRIS HOOD 09/08/00 NONE SPECIFICATION AND INSTALLATION DRAWING NUMBER (TYPICAL) SP -SN CONFIGURATION DETAIL I- P%/r_ ANTI- cIPUON ER BLE' POR FT PIPF (HinnFNI FRONT VIEW SIDE VIEW SNOUT OIL - WATER- DEBRIS SEPARATOR INSPECTION REQUIREMENTS: 1. MANUFACTURER: ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE PROVIDED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. LYME, CT 06371 TOLL FREE: (800) 504 -8008 OR (877) 434 -3197 WEB SITE: www.bmpinc.com 2. CONFIGURATION: ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, AND AN ANTI - SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) 3. PIPE COVERAGE: THE SIZE OF THE HOOD SHALL PERMIT THE O.D. OF THE OUTLET PIPE TO BE COVERED COMPLETELY. 4. HOOD POSITION: THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A MINIMUM DISTANCE EQUAL TO 1/2 THE OUTLET PIPE I.D. WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. GREATER INSERTION DEPTH IS PERMISSIBLE. 5. ANTI-SIPHON VENT: VENT WITH ELBOW AND FEMALE ADAPTER SHALL EXTEND ABOVE HOOD BY MINIMUM OF WAND A MAXIMUM OF 24" ACCORDING TO STRUCTURE CONFIGURATION. 6. MOUNTING SURFACE PREPARATION: THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED SMOOTH AND FREE OF LOOSE MATERIAL. 7. SNOUT / SRUCTURE INTERFACE: THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH 3/8' STAINLESS STEEL BOLTS. OIL - RESISTANT GASKET AS SUPPLIED BY MANUFACTURER MUST BE INSTALLED TO PROVIDE PROPER SEAL. (SEE DETAIL "B ") 8. ACCESSORIES: IF OIL BOOMS OR FLOW DEFLECTORS ARE SPECIFIED, THEY MUST BE INSTALLED AND PRESENT FOR INSPECTION. 9. INSTALLATION INSTRUCTIONS: INSTRUCTIONS SHALL BE FURNISHED UPON REQUEST OF INSPECTOR WITH MANUFACTURER SUPPLIED INSTALLATION KIT. INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTI- SIPHON VENT PIPE, FEMALE ADAPTER WITH NUT, O -RING GASKETS C. OIL - RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS (SEE BELOW FOR MULTI -PART SNOUTS 36F, 48F, 54R, 96F AND SPLIT SNOUTS ONLY) F. STAINLESS NUTS AND BOLTS PLUS GASKET TO SECURE TOP AND BOTTOM OF SNOUT. US Patent # 6126817 CANADIAN Patent # 2285146 SEE TYPICAL INSTALLATION • 4 _. 4 .4 ` • ANTI- SIPHON DEVICE Yd } SNOUT ! OIL- DEBRIS 4_ HOOD OUTLET ' PIPE • GASKET MUST BE 4 NOTE' VISIBLE BETWEEN • SNOUT AND ' STRUCTURE WALL • + • :.a • r _ A. *NOTE- SUMP DEPTH TO BE MIN. OF 2.5 TIMES THE OUTLET PIPE I.D. (E.G. 24" PIPE= 5' SUMP) 3' MIN FOR PIPES 12" I.D. OR LESS INSTALLATION DETAIL BOLTS TO BE POSITIONED UNIFORMLY AROUND PERIMETER OF SNOUT TO ENSURE OPTIMAL COMPRESSION OF GASKET DETAIL B FOAM GASKET W/ PSA BACKING a (TRIM TO LENGTH) MOUNTING FLANGE INSTALLATION NOTE: POSITION HOOD SUCH THAT BOTTOM FLANGE IS A 1/2 D DISTANCE OF 1/2 OUTLET PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR COMPRESSED PIPES < 12" I.D. IS 6". BETWEEN HOOD -v AND STRUCTURE DETAIL A (SEE DETAIL B) DRILLED ANCHOR HOLE SHIELD STAINLESS BOLT EXPANSION CONE (NARROW END OUT) INSTALLATION REQUIREMENTS FOR SNOUT HOODS INSTALLED IN STORMWATER QUALITY IMPROVEMENT STRUCTURES DESCRIPTION DATE SCALE OIL- DEBRIS HOOD 04/13/05 NONE INSTALLATION REQUIREMENTS DRAWING NUMBER (TYPICAL) I N RQ -S N DESIGN PARAMETER GUIDELINES FOR WATER QUALITY IMPROVEMENT 4 �J 2 11/20/07 O � _ VARIES o BET V O _ PREVENTION DETAILS & NOTES DRAWING FILES: N: \1238 \071 \DWGS \C806.DWG S (C (ou (a 6 .- Ds 36.00" MIN. Y o <V WS O� cc ANTI - SIPHON VENT STACK SIZED ACCORDING TO TOP OF STRUCTURE OR GRATE. 3" MIN. HEIGHT. Dp OUTLET PIPE DIAMETER (I.D.) "SNOUT" OIL /DEBRIS STOP BY BMP, INC. INSTALLED PER MFG. SPECIFICATION BOTTOM OF HOOD 1/2 PIPE I.D. BELOW INVERT OF PIPE (6" MIN.) WIDTH OF STRUCTURE RULE # 1- AT AN ABSOLUTE MINIMUM, STRUCTURE INTERNAL DIMENSIONS MUST BE AT LEAST LARGE ENOUGH TO ACCOMODATE EXTERNAL DIMENSIONS OF THE SNOUT, AND ALLOW FOR A PERSON TO INSTALL IT. REFER TO BMP, INC. CAD DETAILS FOR PART DIMENSIONS. RULE #2- USE ONLY "F" SERIES SNOUTS FOR RECTANGULAR OR SQUARE STRUCTURES, AVAILABLE IN 12 ", 18",24", 30 ", 48",72" AND 96" SIZES. USE ONLY "R" SERIES SNOUTS FOR ROUND STRUCTURES, AVAILABLE IN 12 ", 18",24", 30 ", AND 54" SIZES. *SUMP DEPTH (Ds)- SUMP DEPTH SHOULD BE A MINIMUM OF 36" FOR ANY NEW CONSTRUCTION FOR PIPES 12" AND LESS. FOR 15 " -18" PIPE MIN. DEPTH SHOULD BE 48 ". OPTIMAL SIZING IS AT LEAST 2.5X TO 3X OUTLET PIPE DIAMETER (Dp) FOR MAXIMUM POLLUTANT REMOVAL EFFICIENCY AND MINIMAL CLEANOUT FREQUENCY. STRUCTURE DIMENSIONS- PLAN DIMENSIONS FOR A STRUCTURE SHOULD BE UP TO 7X AREA OF OUTLET PIPE FOR MAXIMUM POLLUTANT REMOVAL EFFICIENCY AND MINIMAL CLEANOUT FREQUENCY. (SEE "MAINTENANCE CONSIDERATIONS" DOCUMENT FOR MORE INFORMATION) IMPORTANT NOTICE: DO NOT CONFUSE PIPE O.D WITH PIPE I.D. A SNOUT FITS OVER A PIPE, NOT IN IT. THUS, SNOUT MUST BE SIZED TO FIT OVER PIPE OPENING IN STRUCTURE. SNOUTS ARE AVAILABLE FOR ROUND STRUCTURES TO ACCOMODATE PIPES OF 54" O.D. MAX. FOR PIPES 54" O.D. AND ABOVE, USE SQUARE OR RECTANGULAR STRUCTURES. SIZING EXAMPLES: OUTLET HOLE SIZE SNOUT SIZE 11.9" O.D. OR LESS 12 F or R (R FITS 36 " -48" DIAM STRUCTURE) 12.0" -17.9" O.D. 18 F or R (R FITS 48 "-60" DIAM STRUCTURE) 18.0" -23.9" O.D. 24 F or R (R FITS 48 " -60" DIAM STRUCTURE) BMP, INC. 24.0" -29.9" O.D. 30 F or R (R FITS 60 " -72" DIAM STRUCTURE) 30.0" -35.9" O.D. 36F 53 MT. ARCHER ROAD, LYME, CT. 0637 30.0 "-47.9" O.D. 48 F (800) 504 -8008 FAX: (860)434 -3195 30.0" -53.9" O.D. 54R172 (FITS 72" DIAM STRUCTURE ONLY) DESCRIPTION DATE SCAL 48.0 " - 71.9" O.D. 72F 09/09/05 NOS 72" -95.9" O.D. 96 F SNOUT SIZING <==_:::3 OUTFLOW < 4 4 a L . d L ANTI- SIPHON DEVICE - .4 d" _ p ° "SNOUT" OIL & DEBRIS STOP _ _ d . A 4 OIL & FLOATABLE DEBRIS - 4 N SURFACE CANNOT EXIT PIPE ° INFLOW 4 .4- A a- 4 d SUSPENDED SOLIDS SETTLE ON BOTTOM 4 _ d a- d d y p d d L! SNOUT U.S.PATENT #6126817 ADDITIONAL PATENTS PENDING I , No. 10000075 �0, . STATE OF '•. �(/ ''' /z s, AL ' DATE: 11/20/07 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. (2007) 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 2 11/20/07 O � Cid BET V A� STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \1238 \071 \DWGS \C806.DWG SHEET NO.: (C (ou (a 6 mi o <V Awn O� cc CL LLI 1-� O vi z 0 C� LLJ , No. 10000075 �0, . STATE OF '•. �(/ ''' /z s, AL ' DATE: 11/20/07 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. (2007) 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.: 11/20/07 1238.071 DRAWN BY: Cid BET PRK SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \1238 \071 \DWGS \C806.DWG SHEET NO.: (C (ou (a 6 Awn - 1-� w z O P4 �V �4 • r-I DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY- BET PRK SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \1238 \071 \DWGS \C806.DWG SHEET NO.: (C (ou (a 6 EARTHWORK 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 General Protection: The Contractor shall be responsible for the protection of the tops, branches, trunks, and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be protected by being boxed, fenced or otherwise protected before work is started; do not stockpile with in drip line or branch spread to protect the root area from soil compaction. Remove interfering branches or roots without injury to the trunk by removing with a sharp cutting instrument per ANSI Z133.1 -2000 standards. The fencing or marked tree protection is to remain in place until the construction is completed. 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 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 of soil 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 complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall contact the engineer to determine if adjustment can be made to correct the imbalance of earth. TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED 3/11/2007 1 Standard specifications of Clay Township Regional Waste District (the District) and Department of Transportation ( INDOT) shall apply for all work and materials. Sanitary sewer pipe shall be installed in accordance with Section 715 of the current INDOT standard specifications handbook. 2 Sanitary sewer gravity pipe, unless pressure rated pipe required per IAC or directional drilled pipe, shall be Polyvinyl Chloride (PVC) in accordance with ASTM D3034 -89 with a minimum wall thickness designation of SDR 35 and installed per ASTM D2321 -89 specification. PVC pipe used shall be grooved bell, spigot end, and gasketed. The pipe shall be made of PVC plastic having a cell classification of 12454B. 3 PVC sanitary sewer gravity fittinggs shall also conform to the requirements of the ASTM D3034 -89 specification. All fittings shall be molded in one piece with standard pipe bells, gasketed elastomeric joints, and spigot ends. Single piece molded PVC with standard pipe bells, gaskets, and spigot ends for back -to -back tee wyes are acceptable. Wall thickness of all fittings shall have a minimum designation of SDR 26. Gaskets for elastomeric joints shall be molded with a minimum cross - sectional area of 0.20 square inches and conform to ASTM F477 specification. 4 All sanitary manholes shall be precast concrete manholes in accordance with ASTM C478 and Section 720 of the current INDOT standard specifications handbook. O -rings shall conform to C443. Double row of 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 -02, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers' recommendations and performance specifications which have been provided by the manufacturer and accepted by the District Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1 Connect the vacuum pump to the outlet port with the valve open. 2 Draw a vacuum of ten (10) inches of Hg. (5 psi) and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a: Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add on additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made. 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 with plastic wrap shall be applied around each manhole joint from 3inches above to 3- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precoat plug material. Entire exterior surface of sanitary sewer manholes shall be sprayed with a bituminous coating and all exterior gap exposure of riser rings shall be back plastered or grouted with nonshrink grout. 6. The manhole chimneys, including all riser rings shall be sealed using flex rib internal chimney seal manufactured by Cretex, NPC, or a District approved equal. The flex rib internal chimney seal shall extend from a minimum of 3- inches below the top of the cone section to 3- inches over the manhole casting frame or per manufacturers installation procedures if directed otherwise. Internal Chimney Seal shall be installed after manhole vacuum testing and prior to final acceptance. Water test may be done, per manufacturer or Districts recommendation, to provide assurance that internal chimney seal is water tight. 7. The casting elevations are set by plan, however, the castings are to be adjusted in the field by the District's representative should a discrepancy occur between plan grade and existing grade. New manhole ring(s) and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12 -inch on existing structure adjustment and 10 -inch maximum on new construction. 8. Final Backfill for sanitary sewer mains and laterals shall conform to the City of Carmel requirements which read: Final backfill for sanitary sewer mains and sanitary sewer service laterals under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 -inch maximum Rifts 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. 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. Initial osbuilts shall be presented to the inspecting engineer prior to final submittal to the District for review, otherwise Contractor shall be required to furnish the developer's Engineer with a set of prints showing actual sewer locations and inverts including lateral location, depth, and length. Such asbuilt prints must be received by the Engineer before the final contract payment can be authorized. Asbuilts shall be submitted per the Districts current standard which can be found at www.ctrwd.org. 11. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a detectable metal post set immediately above the said termination point if full connection is not immediately made. 12. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM F1417 -92, and shall be witnessed by a District employee or the Districts representative. The testing shall be in accordance with Table 1 as follows with 0.5 psi being added for each foot of water above the sewer line being tested. Sewer lines shall be subject to visual leak inspection at downstream manholes with all visual leaks being repaired and subject to televising requests by the District. 13. Prior to final deflection test (mandrel test) all mainlines shall be cleaned and free of any debris. 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 at time of test otherwise no testing will be allowed. All mandrel testing shall be witnessed by a District employee or the Districts representative. 14. The ends of all laterals are to be plugged water tight with a gasketed cap capable of withstanding a low pressure air test without leakage. Laterals shall be subject to visual leak inspection at downstream manholes with all visual leaks being repaired 15. Bedding for flexible pipe and rigid pipe shall be No. 8 crushed stone from 6- inches below to 12- inches above the pipe. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water line, utility, and legal drain crossings and separations shall be in accordance with the more stringent of the two: 327 IAC 3 -6 -9 or the Districts standard drawings. 17. The trench shall be opened sufficiently ahead of pipe layin 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 and all punch list items are complete. 19. All sewer laterals installed shall be bedded the same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R -1772 or East Jordan 1022Z1 GS) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be min. 20- 13/16 inches. Watertight castings shall be bolt -down East Jordan 1022Z1PT and also stamped SANITARY SEWER. 22. The minimum slope of the sewer shall be: STREETS - PAVEMENT WITHIN RIGHT -OF -WAY of concrete sewer pipe or brick, smoothly finished 1. All streets shall conform to City of Carmel specifications. Size of Pipe Minimum Constructed Slope See Sheet C902. 8 -inch 0.40% 250 ft 10 -inch 0.28% 12 -inch 0.22% CURB AND GUTTER 15 -inch 0.15% 1. All curb and gutter shall conform to City of Carmel specifications. 18 -inch 0.12% See Sheet C902. 23. The Contractor shall provide measurements of the slope 0.380 L of the sewer for each manhole section as construction ASPHALT PEDESTRIAN PATHS Progresses. Such measurements shall be certified by a Engineer 3:46 Registered Land Surveyor or and be available 1. All asphalt pedestrian paths shall conform to City of Carmel specifications. on -site for observation by the District's Inspector. No more See Sheet C902. than three manhole sections can be constructed in advance 5:40 of such measurements. 0.854 L 24. In the event the Contractor does not meet the CONCRETE WALKS AND EXTERIOR STEPS minimum slopes, the sewer section and any other affected 5:40 sewer sections shall be reconstructed to meet such minimum 1. Slopes - Provide 1/4 inch per foot cross slopes. slope. Make adjustments in slopes at walk errors or omissions found on these plans or in the intersections as necessary to provide proper 25. Laterals are to be installed with a minimum 14 gauge drainage. tracer wire from the wye to the terminus. Upon lateral 7:34 completion the contractor for the building or home will 2. Dimensions - Walks and steps shall be one extend the wire from this terminus to the building cleanout course construction and of widths and details adjacent to the building. shown on the drawings. 10 3. Finish - Screed concrete and trowel with a 239 steel trowel to a hard dense surface after 9:26 surface water has disappeared. Apply medium STORM SEWER SYSTEMS broom finish and scribe control joints at 5 11:52 foot spacing. Provide 1/2" expansion joints 1. SCOPE OF WORK where sidewalks intersect, and at a maximum 12 spacing of 48 feet between expansion joints. The work under this section includes all storm sewers, 3.418 L storm water inlets, and related items, including 4. MATERIALS excavating and backfilling, necessary to complete the 14.15 work shown on the drawings. A. Concrete - Concrete shall be ready -mixed concrete 22:47 and shall be a mix of proportioned fine and 2. MATERIALS coarse aggregates with Portland cement and water. A. Storm Sewers Minimum cement content shall be 6 bags per cubic 14.10 yard of concrete and maximum water content shall 1. Reinforced concrete sewer pipe shall confirm be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal to ASTM C -76 latest revision, with joints weight concrete shall be a maximum of 4 inches conforming to ASTM C -443 latest revision. and a minimum of 2 inches. the slump of machine When storm pipe is submerged placed concrete shall be no less than 1 -1/4 B. Manholes inches nor more than 3 inches. Standard test 17:00 ASTM C -143 shall be used to measure slump. 1. Precast reinforced concrete manhole sections Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have and steps shall conform to ASTM C -478 latest air entrainment of 5% to 8% by volume per ASTM C revision. -260. Retempering of delivered concrete will not 2. Casting shall be of uniform quality, free be allowed. Concrete shall be composed of: from blow holes, porosity, hard spots, 1. Portland cement - Conforming to ASTM C -150, shrinkage distortion or other defects. They Type IA or Type IIIA. shall be smooth and well cleaned by shot 43:37 - blasting or by some other approved method. 2. Aggregates: Conforming to ASTM C -33 They shall be coated with asphalt paint 78:31 which shall result in a smooth coating, 3. Water - Shall be clear and free from tough and tenacious when cold, not tacky or injurious amounts of oils, acids, alkalies, brittle. They shall be gray iron meeting organic materials or other deleterious ASTM A -48 latest revision. substances. 3. Joints - Manhole sections shall be jointed B. Welded Steel Wire Fabric - Where required for with rubber type gaskets. The rubber type concrete reinforcement shall conform to ASTM A185. gaskets shall meet ASTM C -443 latest 25:30 revision. When manhole and storm pipe are C. Premoulded Joint Filler - Shall be of non continuously in water. - extruding type meeting ASTM D -544 except that C. SUBDRAINS premoulded joint filler used in concrete walk 86:32 construction may be either non - extruding or 1. Subsurface drains shall be double wall Hi -Q or resilient. equivalent. D. Compacted Aggregate Subbase: Shall be crushed 3. APPLICATION stone or gravel. Crushed gravel shall be a 35:37 minimum of 35% crushed material. Chert shall be A. Permits and Codes - The intent of this section of limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, the specifications is that the contractors bid on thinly laminated, soft or disintegrated pieces; the work covered herein shall be based upon the and shall be free from fragments coated with dirt. drawings and specifications but that the work Compacted aggregate shall be graded as follows: shall comply with all applicable codes and 25.852 L regulations as amended by any waivers. Contractor SIEVE SIZE % PASSING shall furnish all bonds necessary to get permits 107:43 for cuts and connections to existing sewers. 1 -1/2" 100 B. Local Standards - the term "Local Standards" as in 80 -100 " 70 - 3/4 4 90 used herein means the standards of design and 50- 0 1 construction of the respective municipal 4 #8 35 -60 department or utility company. 25 -50 C. Existing Improvements - Maintain in operating X30 12_30 #200 5-10 condition all active utilities, sewers and other 179:29 drains encountered in the sewer installation. 230:46 Repair to the satisfaction of the owner any damage 5. Placing Concrete to existing active improvements. A. Subgrade - Place concrete only on a moist, D. Workmanship - To conform to all local, state and compacted subgrade or base free from loose national codes and to be approved by all local and material. Place no concrete on a muddy or state agencies having jurisdiction. frozen subgrade. E. Trenching - Lay all pipe in open trenches, except B. Forms - All forms shall be free from warp, when the local authority gives written permission tight enough to prevent leakage and for tunneling. Open the trench sufficient ahead substantial enough to maintain their shape of pipelaying to reveal any obstructions. The and position without springing or settling, width of the trench shall be the inside pipe when concrete is placed. Forms shall be diameter plus 24 inches for 12 inches above the clean and smooth immediately before pipe. Sheet and brace trench as necessary to concreting. protect workmen and adjacent structures. All trenching to comply with Occupational Safety and C. Placing Concrete - Concrete shall be Health Administration Standards. Keep trenches deposited so as to require as little free from water while construction is in progress. rehandling as practicable. When concrete is Under no circumstances lay pipe or appurtenances to be placed at an atmospheric temperature of in standing water. Conduct the discharge from 35 degrees F. or less, paragraph 702.10 of trench dewatering to the stormwater treatment the Indiana Department of Transportation system. If a stormwater treatment system is not Specifications latest revision shall be in place install an approved filter at end of the followed. discharge pipe. F. Special Supports - Whenever in the opinion of the 6. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described Engineer the soil at or below the pipe grade is in Section 501.17 of the Indiana Department of unsuitable for supporting sewers and appurtenances Transportation Specifications, latest revision. specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the 7. Compacted Aggregate Subbase - the thickness shown contract will be adjusted. on the drawings is the minimum thickness of the fully compacted subbase. Compact to 90% compaction using Standard Testing Procedures. The aggregate material G. Backfilling - See City of Carmel TRENCH DETAIL FOR shall be tamped with mechanical tampers or with approved CITY STORM SEWER - Standard Drawing 10 -28 hand tampers. Figure 501 -1: Bedding and Backfill Standards for Storm Sewers. H. Manhole Inverts - Construct manhole flow channels PROJECT NO.: of concrete sewer pipe or brick, smoothly finished 1238.071 and of semi - circular section conforming to the 150 ft inside diameter of the connecting sewers. Make 250 ft changes in size or grade gradually and changes in 350 ft direction by true curves. Provide such channels 450 ft for all connecting sewers at each manhole. 3:46 I. Subdrains - All subdrains shall be of the size 0.380 L shown on the plans and shall be constructed to the 3:46 grades shown. All drains constructed off -site as 3:46 part of the outlet drain will be located as shown. 3:46 J. Utilities - It shall be the responsibility of each 3:46 contractor to verify all existing utilities and 5:40 conditions pertaining to his phase of the work. 0.854 L It shall also be the contractors responsibility to 5 :40 contact the owners of the various utilities before 5:40 work is started. The contractor shall notify in 5:40 writing the owners or the engineer of any changes, 6:24 errors or omissions found on these plans or in the 7:34 field before work is started or resumed. 1.520 L K. Contractor to grout joints inside storm 7:34 structures where pipes enter or exit 7:34 and between structure and casting. 8:52 10:08 Pipe 10 Diameter 239 In. LAKE LINER SPECIFICATION It may be necessary to construct a liner to seal the more permeable sandy clays and sand seams which may be present at a shallow depth within the side slope or bottom of the excavation. The contractor shall perform soils analysis tests in the lake area(s) to determine if the lake(s) will require a liner. In the event that construction of a liner becomes necessary, Lake Liner specifications have been included below. Acceptable liners are as follows: I. Natural Clay Liner A. Laboratory testing shall be performed on the designated liner material to determine the optimum liner compaction criteria. Subsequent to determining this compaction criteria, permeability testing shall be performed on remolded samples, compacted to this standard. Laboratory testing shall be performed at least one (1) month prior to initiating lining activities. B. The contractor shall identify and retain the engineer- approved liner material for use on sealing the side slopes and bottom of the lake. The optimum natural liner material shall not be used for other portions of site work prior to verification that adequate resources are available and have been stockpiled. It is important that the stockpiled soils be stored in as small an area as possible to retain natural moisture. The contractor should anticipate that additional soil work may be required to bring the liner material to required uniform moisture level. C. A representative of the testing engineer shall be present for inspection of the base and side slopes of the lake prior to and during compaction of the liner materials. D. The clay lining material, approved by the testing engineer, shall be compacted to a minimum of 12 inches thick on the upper two thirds of the side slopes and 18 inches on the lower one third. A compacted minimum of 18 to 24 inches approved lining material shall be placed across the base of the lake. E. The clay liner material shall be regularly sampled and tested for conformance to the moisture and Atterberg limits established for the approved liner material(s). Field density and moisture testing shall also be performed frequently during construction to establish a correlation between density and field permeability. It is imperative that moisture levels be maintained over optimum as determined in laboratory testing. Only by maintaining this condition will it be possible to approach the zero voids condition and maximize natural liner capabilities. Off -site sources for clay liner material may be used with approval by the Owner's representative and on -site testing engineer. F. Compaction of the natural liner shall be performed by equipment operating up and down the slope. Engineered natural clay liners shall not be compacted by equipment operating around the slopes on or near the same elevation. It is important that hydration of the clay liners takes place after installation is complete. This is typically accomplished by natural rainfall or by application of fresh water at the rate of one quarter gallon per square foot for at least 72 hours. This recommended rate of hydration will help prevent shrinkage and cracking of the clay liner and maintain its integrity. II. Bentonite A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer. III. Synthetic Liner A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer. TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Minimum Length for Time for Time, Minimum Longer Specification Time for Length (L) Shown, min: s min: s I Time, ft I Length, S !�� N o. 10000075 ?JQ STATE OF ZZ 70NAL 711111i►►1 ► ►11111111U11 DATE: 11 /20/07 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. (2007) k-hne*ider 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 PROJECT NO.: 11/20/07 1238.071 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:46 597 0.380 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 5:40 398 0.854 L 5:40 5 :40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 9:26 239 2.374 L 9:26 9:26 9:26 9:53 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 19:56 22:47 25:38 15 14:10 159 5.342 L 14.10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 133 7.692 L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41 21 19:50 114 10.470 L 19:50 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 99 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 28:20 80 21.366 L 35:37 53:25 71:13 89:02 106:50 124:38 142:26 160:15 33 31:10 72 25.852 L 43:05 64.38 1 86:10 1 107:43 129:16 150:43 172:21 193:53 1 36 34:00 66 30.768 L 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46 !�� N o. 10000075 ?JQ STATE OF ZZ 70NAL 711111i►►1 ► ►11111111U11 DATE: 11 /20/07 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. (2007) k-hne*ider 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 PROJECT NO.: 11/20/07 1238.071 DRAWN BY: O � PRK MV SPECIFICATIONS e N: \1238 \071 \DWGS \C901.DWG SHEET NO.: (Cs)(an Z C3 Z �o �V Q Z o o IL LL w Z O O :Z 0 7 U) LLJ !�� N o. 10000075 ?JQ STATE OF ZZ 70NAL 711111i►►1 ► ►11111111U11 DATE: 11 /20/07 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. (2007) k-hne*ider 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.: 11/20/07 1238.071 DRAWN BY: �V BET PRK SHEET TITLE: SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C901.DWG SHEET NO.: (Cs)(an Z C3 Z ^ 1 Q Q Z w Z O ���.Id • inn-4 DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY. BET PRK SHEET TITLE: SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C901.DWG SHEET NO.: (Cs)(an City of Carmel Right of Way Paving Policy November 2, 2005 1) General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, spreading, finishing, compaction and her 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 shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with 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 Right of Way Paving Policy November 2, 2005 (continued) C) Soil Subgrades i) Subgrades shall be prepared only after the installation of all utilities and subsurface drains indication on the approved construction documents to be located under the pavement are completed. Trench backfilling work of these installations shall be accordance with the City of Carmel Trench Backfilling Specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections, 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or hot mix asphalt paving operation are constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any aggregate base or hot mix asphalt paving operations commence. v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period of 14 calendar days prior to placing stone or is subject to a measurable rain event prior to placing stone, shall be subject to additional proof rolls prior to placement of Aggregate Base. D. Existing Pavement i) Milling of existing pavement surfaces shall be in accordance with Section 306.02, 306.03, 306.05, 306.07 and 306.08 of the Standard Specifications. ii) Localized weak areas of the existing pavement section uncovered during the milling process shall be repaired in accordance with Section 304.02, 304.03, 304.05 or 305 of the Standard Specifications iii) Prior to opening milled areas to traffic, the milled areas shall be cleaned of all material, debris and dust resulting from the operation. iv) Milled areas that remain open to traffic longer than those times stipulated in Section 306.05 of the Standard Specifications shall be subject to liquidated damages outlined in Section 306.05 of the Standard Specifications. The Contractor shall be responsible for payment of these liquidated damages. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted aggregate on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to and on the work site in a manner that 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. City of Carmel Right of Way Paving Policy November 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 same paving season. vi) Widening operations shall comply with the following: 1. The outside face of the excavated area shall be left as nearly vertical as the nature of the material will permit and not wider than the outside limits of the widening section 2. The existing pavement adjacent � tto 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 Specifications just prior to placing the HMA courses in accordance with Section 3D(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 vii) Tact Coat material shall be distributed with equipment meeting the requirements of Section 409.03(a) of the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the ambient temperature and the temperature of the surface on which it is to be placed is 457 (7'C) or above. The Engineer shall determine the ambient temperature. There shall be no provision for low temperature compaction allowed bye Section 402.16 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade. iii) Under no circumstances shall HMA mixtures be placed between December 15 and March 30. iv) If a foundation that is to receive one or more courses of base, intermediate, or surface HMA mixtures is placed and determined to be an approved foundation by the City prior to November 30, placement of HMA courses will be allowed up to December 15, provided that the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, HMA course shall be allowed to be placed on an approved foundation provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all paving operations if, in the opinion of the Engineer that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard HMA placement, spreading and finishing. D) Spreading and Finishing i) HMA courses shall be placed upon an approved foundation or other HMA course by means of laydown equipment in accordance with Section 409.03 (c) of the Standard Specification. ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted. Corrective action shall be taken to prevent continuation of these conditions. Segregated or flushed or bleeding HMA mixtures shall be removed if directed. iii) All areas showing an excess or deficiency of binder shall be removed and replaced. iv) All HMA mixtures that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced. 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. 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 standards of quality or thickness, pavements 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 for a period greater than three years. The Engineer shall establish the extended bonding requirement. City of Carmel Concrete Curb Policy January 13, 2006 1) General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, excavation for, placing, installation, jointing, curing, finishing, and other work necessary to prepare foundations and soil subgrades, install aggregate bases and install concrete curbing within property within the corporate limits of the City of Carmel and existing or proposed right -of -way. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non - acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed or specified herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G) 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 it relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. L) At the sole discretion of the Engineer, the portions of this policy related to inspections and testing of work subject to the requirements of this policy outside of the right -of -way shall be determined at the pre- construction meeting. M) Dimensional and other standards for concrete curb shall be in accordance with the City of Carmel Standard Details. N) Under no circumstances shall material other than Portland Cement Concrete meeting the standards established by this policy be utilized to construct concrete curbs within the corporate limits of the City of Carmel. City of Carmel Concrete Curb Policy January 13, 2006 (continued) C) Soil Subgrades i) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be located under the pavement are completed. Trench backfilling work of these installations shall be in accordance with the City of Carmel Trench Backfilling specifications. ii) The subgrade shall be shaped to the required grade and sections free from all ruts corrugations, 9 � or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs are constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before the placement of any Aggregate Base or concrete curbing. v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period of 14 calendar days prior to placing Aggregate Base or concrete curbing or is subject to a measurable rain event prior to placing Aggregate Base or concrete curbing, shall be subject to additional proof rolls prior to placement of the Aggregate Base or concrete curbing. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted Aggregate Base on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The Aggregate Base material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes segregation and moisture loss. v) Aggregate Bases shall be constructed on approved soil subgrades 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 soil subgrade 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) Concrete curb shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of concrete curb shall be subject to inspection and acceptance by the Engineer. At th d' U Iscretlon of the Engineer, addltlonal proof rolls may be required. 0) Under no circumstances shall extruded type curb . be installed within the corporate limits of the City of 4) Concrete Curb Carmel. 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. ii) The foundation shall be prepared in accordance with Section 605.03(a) of the Standard Specifications and the requirements of this policy. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, 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 protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. A) General i) This work shall consist of placing concrete curbing on prepared soil subgrades or Aggregate Bases in accordance with Section 105.03 of the Standard Specifications. ii) Concrete curb shall be constructed on prepared soil subgrades or Aggregate Bases to the dimensional standards of the applicable City of Carmel Standard Details or in accordance with the curbing details of the approved construction documents. iii) Materials used in the production of the concrete for the curbing shall be in accordance with Section 605.02 of the Standard Specifications. High early strength admixtures may be utilized but shall not be considered in waiving any requirements of this policy. iv) Equipment utilized for concrete curbing installation work, including but not limited to production, hauling /delivery, placing, installation, jointing, curing, finishing and miscellaneous /ancillary activity shall be in accordance with Section 508 of the Standard Specifications. v) Concrete production, mixing and hauling /delivery shall be in accordance with Section 502.10 of the Standard Specifications. vi) Installation of the concrete curbing indicated on the approved construction documents shall be completed in the some paving season. B) Preparation i) The soil subgrade or Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 2C(v) and 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before placement of any concrete curbing. ii) All displacement or rutting of the soil subgrade or Aggregate Base shall be repaired prior to placing concrete curbing. City of Carmel Concrete Curb Policy January 13, 2006 (continued) C) Weather and Seasonal Limitations i) Concrete curbing shall only be placed in accordance with Section 502.11 of the Standard Specifications. There shall be no provision for installation below the temperatures specified. ii) No mixture shall be placed on a frozen subgrade or Aggregate Base. iii) Under no circumstances shall concrete curb be placed between December 15 and March 30. iv) If a soil subgrade or Aggregate Base over which concrete curb is to placed, is placed and approved by the City prior to November 30, placement of the concrete curb will be allowed up to December 15, provided that the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, concrete curb shall be allowed to be placed on an approved soil subgrade or Aggregate Base provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all concrete curb placement operations if, in the opinion of the Engineer, that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard concrete curb placement, curing and finishing. D) Placement i) Concrete curb shall be placed in accordance with Section 502.09, 502.12 and 605.04(c) and 605.04(d) of the Standard Specifications. ii) Curb machines may be utilized in accordance with Section 605.04(h) of the Standard Specifications provided that the equipment conforms to the requirements of Section 508 of the Standard Specifications. iii) Formwork shall comply with the requirements of Section 605.04(b) of the Standard Specifications. iv) Forms shall be removed in accordance with Section 502.16 and 605.04(b) of the Standard Specifications. E) Joints i) Joints shall conform to the requirements of Section 503 and 605.04(e) of the Standard Specifications. ii) Joints shall be installed at intervals of 10 -feet or less; 5 -foot or less along radii. Joints in integral curb and sidewalks shall be located at the same location as the joints in the adjoining sidewalk. Joints may be sawed or tooled to a minimum depth of % -inch. iii) Preformed expansion joints shall be placed at intervals of 50 -feet or less, at all castings, the beginning and end of all curb returns, the end of each days work and where abutting existing construction. In addition to these requirements, expansion joints in integral curb and sidewalks shall be located at the same location as the expansion joints in the adjoining sidewalk. F) Finishing and Curing i) The concrete curb shall be finished and cured in accordance with Section 502.14, 502.15, 504 and 605.04(f) of the Standard Specifications. ii) Curing compound shall be applied to all exposed surfaces on slip- formed concrete curb. For formed concrete curb, curing compound sha!i be applied to all exposed surfaces including sides after any forms are removed. iii) The concrete curb shall be allowed to cure for a minimum of 5 -days prior to commencing backfilling operations adjacent to the concrete curbing. G) Backfilling i) The spaces adjacent to the concrete curb shall be backfilled in accordance with Section 605.04(g) of the Standard Specifications only after the concrete curbing is inspected and accepted by the Engineer in accordance with Section 5 of this policy. ii) Backfilling operations shall be completed prior to opening the area to regular construction traffic. 5) Inspections A) 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) The Contractor and Engineer will conduct an inspection of the new concrete curbing for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to backfilling operations. E) Sampling and testing of materials, equipment or construction work 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. F) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, concrete curb shall be cored and tested at the expense of the Contractor. The average thicknesses of the curb must equal or exceed the minimum prescribed by the approved construction documents. G) Such inspections shall not be construed to relieve the developers' 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. H) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. City of Carmel Concrete Curb Policy January 13, 2006 (continued) 1) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. J) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of the concrete curb, the Engineer shall g 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 for a period greater than three years. The Engineer shall establish the extended bonding requirement. �\�����ONI��T�����//,/��,, �/ ��PG�STERFo �F N o. 10000075 = -O ?0. -. STATE OF %,, A NDIAtNP.. -_'" �SS� ......... \�\�, \`\`��� ,, 70NAL ;i nnnnnnua 3/41vee�_ F 13n__-_� L",_ DATE: 11 /20/07 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. (2007) 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 >__1-4 2 11/20/07 O I v BET V -a CARMEL SPECIFICATIONS r____I U N: \1238 \071 \DWGS \C902.DWG LIJ 1 0 M �4 2 mi O Q) - �R:-�I V -:4 � Ca w 0 c cc n LLI IL cg Iiiiiiiiiiiiii ►--:r w � O z = 0 2 U) w 110:f 11 �\�����ONI��T�����//,/��,, �/ ��PG�STERFo �F N o. 10000075 = -O ?0. -. STATE OF %,, A NDIAtNP.. -_'" �SS� ......... \�\�, \`\`��� ,, 70NAL ;i nnnnnnua 3/41vee�_ F 13n__-_� L",_ DATE: 11 /20/07 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. (2007) 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 >__1-4 PROJECT NO.: 11/20/07 1238.071 DRAWN BY: (Z BET I PRK SHEET TITLE: CARMEL SPECIFICATIONS r____I U N: \1238 \071 \DWGS \C902.DWG SHEET NO.: (C 9(a V) �4 Z � Z Q) - �R:-�I � ELI -:4 � Ca w _<4 Q Z M z Q Cd C4_q 0 FMS ►--:r w � 1:24 W Z O � I --�- -I U W y) ZML Z 04 Z 1_ , Cid r____I • r1 DATE: PROJECT NO.: 11/20/07 1238.071 DRAWN BY: CHECKED BY: BET I PRK SHEET TITLE: CARMEL SPECIFICATIONS DRAWING FILES: N: \1238 \071 \DWGS \C902.DWG SHEET NO.: (C 9(a