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HomeMy WebLinkAbout06100006 Civil Construction Plans Preliminary NFC Rcv. 10/2/2006 DOCSSEC. 35, V T1 8N) R3E ��D�C�OOG�D -0 G�OQ� The accuracy of any flood hazard data shown on this report is subject to map scale uncertainty and to any other uncertainty in location or elevation on the referenced Flood Insurance Rate Map. The within described tract of land lies within Flood Hazard Zone X (unshaded) as said tract plots by scale on Community Panel Number 180157005209 F the Flood Insurance Rate Maps for the City of Carmel of Hamilton County, Indiana (maps dated February 19, 2003). %��]NIIIN� Vie; The subject tract is M3 (manufacturing park district). Docket No. REVISIONS: DAIS: BY: DESCRIPTION: —I PROJECT ENGINEER: RLD L 0 El 11711 I PEMMSYLVAMPA ST., SUITE 600 CARMELSy �WDOAMR °iF ts032 PH: 317=573=6050 f 317=573=6055 CONTACT: Jeremy Stephenson, EMAIL: istephenson@reirealestate.com Historic Fort Harrison 8901 Otis Avenue Indianapolis, Indiana 46216 -1037 317- 826 -7100 317- 826 -7200 Fax www.schneidereorp.com E —MAIL ADDRESS: CHECKED BY: ALF DATE CHECKED: 00/00/06 CN Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land purveying Landscape Architecture Transportation Engineering TIFtED BY: Robert L. Doster P. E. rdoster @schneidercorp.com THIS DRAWING AND 1HE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORA110N AND ARE NOT TO BE USED OR REPRODUCED IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © 2006, The Schneider Corporation nI'ZI� The vertical location data shown on this survey is based upon a positional solution derived from Global Positioning System (CPS) observations processed by National Geodetic Survey (NGS) utilizing their Online Positioning User Service (OPUS) software. Unless otherwise noted, elevations shown hereon are based upon said OPUS solution and are on the 1988 North American Vertical Datum (NAVD88). It is my opinion that the uncertainty in the elevation of the project benchmark does not exceed 0.10 foot. TeM #1 Cut square on the north side of a concrete area light base at the northeast corner of the parking lot west of the site. ELEV. = 844.46 (NAVD88) TBM #2 Cut "X" in the south rim of sanitary manhole SS #K, north of Carmel Drive across from site. ELEV. = 841.15 (NAVD88) TBM#3 Cute square in west side of a concrete area light base at the southeast corner of the parking lot west of the site. ELEV. = 844.36 (NAVD88) THESE DOCUMENTS ARE SUBJECT TO PERIODIC REVISIONS BY THE SCHNEIDER CORPORATION. THE HOLDER IS RESPONSIBLE FOR VERIFYING THAT THESE DOCUMENTS ARE THE MOST CURRENT PRIOR TO USE. \\\`\`�11111t11t1I Itllll! /// 1 r 5 } / / / ►�ltlrll �1111111�� DATE: 912,9 � JOB No. 1211.031 FIDE NAME: S: \1211 \031 \dwgs \C100.dwg SHEET OF 16 INDEX SHEET No. DESC;r':'s�TION 0100 COVER SHEET ONE TOPOGRAPHICAL SURVEY 0101 DEVELOPMENT PLAN 0102 STORMWATER POLLUTION PREVENTION PLAN 0201 STREET PLAN AND PROFILE 0301 INTERSECTION AND CUL —DE —SAC DETAIL 0401 SANITARY SEWER PLAN &PROFILE 0601 STORM SEWER PLAN &PROFILE 0801 -0802 STORMWATER POLLUTION PREVENTION DEATILS 0803 -0806 GENERAL DETAILS 0901 -0902 SPECIFICATIONS Historic Fort Harrison 8901 Otis Avenue Indianapolis, Indiana 46216 -1037 317- 826 -7100 317- 826 -7200 Fax www.schneidereorp.com E —MAIL ADDRESS: CHECKED BY: ALF DATE CHECKED: 00/00/06 CN Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land purveying Landscape Architecture Transportation Engineering TIFtED BY: Robert L. Doster P. E. rdoster @schneidercorp.com THIS DRAWING AND 1HE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORA110N AND ARE NOT TO BE USED OR REPRODUCED IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © 2006, The Schneider Corporation nI'ZI� The vertical location data shown on this survey is based upon a positional solution derived from Global Positioning System (CPS) observations processed by National Geodetic Survey (NGS) utilizing their Online Positioning User Service (OPUS) software. Unless otherwise noted, elevations shown hereon are based upon said OPUS solution and are on the 1988 North American Vertical Datum (NAVD88). It is my opinion that the uncertainty in the elevation of the project benchmark does not exceed 0.10 foot. TeM #1 Cut square on the north side of a concrete area light base at the northeast corner of the parking lot west of the site. ELEV. = 844.46 (NAVD88) TBM #2 Cut "X" in the south rim of sanitary manhole SS #K, north of Carmel Drive across from site. ELEV. = 841.15 (NAVD88) TBM#3 Cute square in west side of a concrete area light base at the southeast corner of the parking lot west of the site. ELEV. = 844.36 (NAVD88) THESE DOCUMENTS ARE SUBJECT TO PERIODIC REVISIONS BY THE SCHNEIDER CORPORATION. THE HOLDER IS RESPONSIBLE FOR VERIFYING THAT THESE DOCUMENTS ARE THE MOST CURRENT PRIOR TO USE. \\\`\`�11111t11t1I Itllll! /// 1 r 5 } / / / ►�ltlrll �1111111�� DATE: 912,9 � JOB No. 1211.031 FIDE NAME: S: \1211 \031 \dwgs \C100.dwg SHEET OF 16 0 L- _ ��, '��� '�� O ►�1� ,moo \ \ 36 7.31 .sue L- -85.92 .� R-375.00 SS#C , T �� • ��o = R 375.00 A=56"07 17 .�,o � �`� °�� � � �' D 13 °07/38" \, Tan - 199.90 ,,�° '\ T \: _ 0, �� °• E Tan -4 .15 R=375.01 x 0 14`14 51 ,x ,� p .15 rE HO 000 }` Tan -46.87 x 4 X - 375.00 x 12" WATER LINE SHOWN PER \`� SS #A �� - x PLAN NOT MARKED IN FIELD ,'� ��. � 2804448 �� � � �`��$ ��• �- Ta�� 961 ~^ � �. � n x t r a x i 1 j 0 I z ° CD CD �o• L 16 5.69 w o ss#K R 735.00 0 12054 5 � "§S- -MM �� -�`�- _ 00 ��T n-83.2 � FORCE MAIN SHOWN PER 1\13 'S PLANS NOT MARKED IN R=735. 0 FIELD A . 11 1 1 Q � 4\* r` VC / �'��'� X Xx� \'� -� , �a��� �� �1��� POSSIBLE BURIED STRUCTURE rsF - , �� °• �� ,' - ° �, - - -, --x �� ��1� Tan=23 44 l O '� `1,• ''•, Dc I ►� .� -- C ARMEL DRIVE SHOWN PER PLAN �p1 �'� �. °` ; ` ° � , � �`l,• � T 1 � � - 4 338.19 `'� J G �o �'��� 1�1 LANE ASPHAL '70 R7w UNDERGROUND FIBER o• o s �,• 147.0 ^� o`•' �°c /� � x � \ �� .. � -- T __._ � � OPTICS VAULT � S 3.63 X X k=750.00 l �, t1 �� x� I ��._ �R= 6 . 00 ,��• �, ��� - T , - N 89*30 00 E 29100 ........ �5 � x �, �,� �,,�� ��� �,� A-- 1, 14' 05 X O° r _ �_ T T �� o 1- �� �, F -tv ---I ��• �� 1� 8X1 41 x� X X - - ,�_ ���• ,��`� ��- 000 ��- '�• Dc� x - �� ASS. ._� `1. X 00 _. - x X 000 -� ��,� Tan - 7.3.7 7 .��,h X - -\ �� _ . ---- _ _ -- -_. _ i 1 'r - X a n = 46� 9 0 3 x I-*' O0 f X �,. moo• �� x ;,-- --�---- ,�- -�.. ��? _ -�� �j s?'` ''� o^� 93`x. \ o• x x x x \ �, (b S►'.. -_ \_ ��• �`ti x 4 GAS NE PE AN ,� �b� 42 RCP �� 1 X �-- 0 0 1 o TOP OF BANK TYP. o• 36 O �\ x x to x \ ° INV. = 829.69 ( ) �,. �, Ld 6' \\ X NOT MAR ED IN LD '§ O0 x cL�• ��, � INV. = 82 9 cob G 2 GAS LINE PER PLAN Op �o�' �. X� ��,• , ` ��'�• ,� '\ �1 EDGE OF WATER ON oo ` NOT MARKED IN FIELD ��'�•- �x �., o`° X� \ x x °o �\ \�tij / t� w MARCH 18, 2004 �, • ,... \FX ( C , o, D ��, o co X ' \°• N :� X %�� o `� X W CITY OF CARMEL D ��, �. �_ o _, �� �,� ` \ \ ` o� �o� CO) INST. 2003000180 � c`' �`'� '� �'_ �' 27 x o 411 2' ' x � � X �rL`� (°c \ \ ��0 X 93 w x� X% X X X y�• SS #A SS#F TC = 841.44 TC = 842.64 NE INV. = 826 " - .24 (8 PVC) NINV. - 834.69 (8 PVC) � too \, � % � ►� SE INV. = 828.07 (8" PVC) S INV. = 834.82 (8" PVC) x q,�• N88"59'30"E X SW INV. = 826.29 8" PVC SS #F �°`' � 1� �, % X� %� ss#G 204,00' X SS#B TC = 842.76 �`l.� (o x '��' VAC TC = 842.05 N INV. = 835.96 (8" PVC) X "b �e�• �� ��,. ANT ITS\ NW INV. = 828.44 (8" PVC) W INV. = 836.06 (6" PVC) �,lb (e ( ��0 X (GRASS) S INV. = 829.45 (8" PVC) B ��- X� �O �,�� x� �'S°'' M #3 o°` 1°c �' X o� X SS#C TC = 811.50 ��`ti' X X x � TC = 841.97 1 � W INV. 838.30 (12" RCP) oo, ��. NW INV. = 825.57 (8" PVC) � X %Y ��• x� � SE INV. = 825.32 8" PVC 5T I 4V� °� °� x� �` p SW INV. = 825.46 (8 PVC) ; C = 836.80 ,j �' ° X x , W INV. 829.60 (418" RCP) ASPHALT PARKING LOT 41 X ST��f E INV. = 829.60 (48n RCP) I p ^��' �3` x� TC = 842.48 S INV. = 832.10 `12" RCP) X X xLC� N INV. = 834.68 (18" RCP) �1,°� E INV. = 830.53 36" RCP �'' ,� `��' ti � ti-�' INV. = 830.53 (36 RCP) TC = 841.15 X ��`�'• I / _�--" 16 x % NW INV. = 824.45 (10" PVC) 40 1 1�•���g �1, STJ LAT. INV. = 825.95 8" PVC X�°` ��o --'. °o' ��p- �►�- TC = �4a.s2 _ " ) x � od - x X� " SE INV. - 824.37 (10 PVC) ,�e x �1 x r---�� o. �`J X X N INV. - 836.82 '18 RCP _. - ^o,. �l X� OO�i�, X 0.�'� • ¢�'� X X x X S INV. = 836.32 (18 RCP) j! x ' 1 STS p �'�• ,� AR� �o• 1� --4-) x O �.--' f �� �° • ( �,`� �•��' • O'� oar°'\ X 3C x O 93 x LEC IC LINE SHOWN PE ^��'• X� o ��• �,'� -'�f PLAN NOT MARKED I FIE D o� X� 41* °� X �'�� X ��` - -�-- - . '�°�- co X 00 �°' �~J o J X --- X O O ! X r x I ENOX TRACE LENOX TRACE PHASE 111 PHASE VI11 INSTR. #9415876 INSTR. #9535286 Survey Certification I, the undersigned, hereby certify that to the best of my professional knowledge and belief the within plat represents a topographic survey of the real estate shown or described herecn. The nature, size and location of utilities shown on this plat are per plans and /or locations provided by the respective utility companies or their representatives together with field observation as further noted hereon. The topographic data was gathered using standard radial surveying techniques with on electronic total station and data collector and /or using Global Positioning (GPS). Elevations on hard surfaces or structures are accurate to within 0.05 feet, elevations on natural surfaces are accurate to within 0.1 feet. Contours are plotted based upon interpolation of spot elevations shown hereon and are accurate to generally within one half contour interval. The field work for this survey was performed on March 18, 2004. James M. Mulryan Registered Land Surveyor #860013 April 1, 2004 0 ti X v ( 1 . 0 ��'• �o� X 0 �` ' w � � \ (br ? k TC = 83 100 X } x } � 0 X X 1 %)01 X x x o � .Ir�r ►� x ce 1 x 4�, 00 X X X , xt& 00 \ X . POND OHO X Ur, w LO 4" GAS LINE PER PLAN NOT MARKED IN FIELD V� O V ° W CURB INL TC = 83 S INV. = N INV. = 'R =ZO.O � J l�Vl \u 11v1 TC = 83 � � STORM N L TC = 83 41 N INV. = _ = E INV. _ additional topo added -JKR, 6/16/05 SE INV. JKR, 1/27/06 W INV. _ ro 4 00 UJ wM W P r O C> r ■�1 r CURB INL TC = 83 SW INV. CURB INL � !� J l�Vl \u 11v1 TC = 83 3/19/04 ¢ co NE INV. S INV. _ 41 CRV INV. = 829.37 190 orn w 12 CP N j 1' X v`? x �,ftbX �`L INV. = 828.89 o O �,`� a CTRIC LINE SHOWN PER Dc 3 � � ��° �°�' o,�� � AN NOT MARKED IN FIELD ,tiX �o � ��, X -'' 0. 1 - - ____ -- ' �°•' INV. = 5 X X STORM N O �Oc �. ° ( ° NINV. A � � ACCESS COVER eo INV. = 828.13 E INV. = C:) II S INV. 00 00 87" CMP RGP I x r INV. I 828.97 p� 8 ® c ^ \ 3c \ 1- �o• r -- 'Izi O - � 9 5.01' 8 0 tK 240 08 1Z tiJ OC X �-1 X 03` C IR a LENOX TRACE PHASE I INSTR. #9343098 Note: Parcel lines and boundary information are shown for information purposes only. No actual boundary retracement was performed with this topographic survey. BENCHMARKS The vertical location data shown on this survey is based upon a positional solution derived from Global Positioning System (GPS) observations processed by National Geodetic Survey (NGS) utilizing their Online Positioning User Service (OPUS) software. Unless otherwise noted, elevations shown hereon are based upon said OPUS solution and are on the 1988 North American Vertical Datum (NAVD88). It is my opinion that the uncertainty in the elevation of the project benchmark does not exceed 0.10 foot. TBM #1 Cut square on the north side of a concrete area light base at the northeast corner of the parking lot west of the site. ELEV. = 844.46 (NAVD88) TBM #2 Cut "X" in the south rim of sanitary manhole SS #K, north of Carmel Drive across from site. ELEV. = 841.15 (NAVD88) TBM#3 Cute square in west side of a concrete area light base at the southeast corner of the parking lot west of the site. ELEV. = 844.36 (NAVD88) Utilities Gas Indiana Gas Company 15900 All ison vill e Road Noblesville, Indiana 46080 (317)776 -5534 (Don Purdue) Water Carmel Utility Department One Civic Square Carmel, Indiana 46032 (317) 571 -2442 Telephone Ameritech 220 North Meridian Street Indianapolis, Indiana 46204 265 -4878 or 1 -800- 382 -5544 Cable Television Time Warner Cable 516 E. Carmel Drive Carmel, Indiana 4632 (317)848 -4726 (Jason Kirkman) Electric Cinergy (PSI) 1441 S. Gifford Carmel, Indiana 46032 (317)581 -3027 (Mariea Coonce) Sanitary Sewer Clay Township Regional Waste District 10755 North College Avenue Carmel, Indiana 46032 (317) 844 -9200 Storm Sewer City of Carmel City Hall, 1 Civic Square Carmel, Indiana 46032 (317) 571 - 2441 Streets City of Carmel City Hall, 1 Civic Square Carmel, Indiana 46032 (317) 571 -2441 Utility Hotline: within Indiana 1 -800- 382 -5544 Note The nature, size and location of utilities are per plans and locations provided by the respective utility companies. The above list constitutes some, if not all, of the utility companies which may provide service in the area of, and adjacent to, the subject project, based upon the information available through such plans and locations, and any incidental visual inspection. All utility companies should be notified prior to any excavation for field location of services and verification of size and nature of services. ■I L._E(:3EtV ED ®� INLET OR CATCH BASIN d SEWER MANHOLE ® TELEPHONE MANHOLE (D ' ACCESS COVER Q TRAFFIC MANHOLE ® WATER MANHOLE 0 MANHOLE 'COCLEANOUT AREA LIGHT UTILITY POLE WITH GUY WIRE A UTILITY POLE WITH RISER FLAG POLE e TRAFFIC POLE ou UTILITY PEDESTAL OE ELECTRIC METER ® ELECTRIC TRANSFORMER cU CONDITIONING UNIT -►a- UTILITY VALVE HYDRANT O WELL -►�- WATER VALVE Ow WATER METER -><- GAS VALVE OG GAS METER, -U- --v- SIGNS ® MAILBOX TREE, SHRUB BENCHMARK - SOIL BORING - - - - --- -- - - - OVERHEAD UTILITY LINES TV UNDERGROUND TELEVISION E UNDERGROUND ELECTRIC T UNDERGROUND TELEPHONE FO UNDERGROUND FIBER OPTIC F UNDERGROUND FORCE MAIN G UNDERGROUND GAS LINE W UNDERGROUND WATER LINE S SEWER LINE UNDERGROUND STORM SEWER. UNDERGROUND SANITARY SEWER EDGE OF WOODS X -X X FENCE LINE 000 FLOW LINE THE SCHNEIDER CORPORA110N Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 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.: 3/19/04 1211.016 co CHECKED BY- JKR CRV REVISIONS: moved 48" RCP into easement -JKR, 5/5/04 additional topo added -JKR, 6/16/05 removed additional topo from 6/16/05 - JKR, 1/27/06 DRAWING FlLES: S: \1211 \01 6\dwgs\l 211016t.dwg S: \1211 \016 \dwgs \12110161.dwg SHEET NO.: • rM=4 $04 ...-� CQ � a� o 0 0 Cd U z E�q 0 co o w � 0 C.) 0 `�d � o Z F= � QQ a Q z - � W o LL- z o � J DATE: PROJECT NO.: 3/19/04 1211.016 DRAWN BY: CHECKED BY- JKR CRV REVISIONS: moved 48" RCP into easement -JKR, 5/5/04 additional topo added -JKR, 6/16/05 removed additional topo from 6/16/05 - JKR, 1/27/06 DRAWING FlLES: S: \1211 \01 6\dwgs\l 211016t.dwg S: \1211 \016 \dwgs \12110161.dwg SHEET NO.: of 1 Ll I lull I100 I N< 'I Will MnI'Z1� Gas Electric The vertical location data shown on this survey is based upon a Indiana Gas Company Ciner 9y (PSI) positional solution derived from Global Positioning System (GPS) 15900 Allisonvllle Road 1441 S. Gilford observations processed by National Geodetic Survey (NGS) utilizing Noblesville, Indiana 46060 Carmel, Indiana 46032 their Online Positioning User Service (OPUS) software. Unless (317)776 -5534 (Don Purdue) (317)581 -3027 (Mariea Coonce) otherwise noted, elevations shown hereon are based upon said �o Storm Structure Number OPUS solution and are on the 1988 North American Vertical Datum Water Sanitary Sewer (NAVD88). It is my opinion that the uncertainty in the elevation Carmel Utility Department Clay Township Regional Waste District of the project benchmark does not exceed 0.10 foot. One Civic Square 10755 North College Avenue New Water Main Carmel, Indiana 46032 Carmel, Indiana 46032 TBM #1 (317) 571 -2442 (317) 844 -9200 Cut square on the north side of a concrete area light base at the N New Water Valve northeast corner of the parking lot west of the site. Telephone Storm Sewer ELEV. = 844.46 (NAVD88) Ameritech City of Carmel 220 North Meridian Street City Hall, 1 Civic Square TBM #� Indianapolis, Indiana 46204 Carmel, Indiana 46032 Cut X' in the south rim of sanitary manhole SS #K, north of 265 -4878 or 1 -800- 382 -5544 (317) 571 -2441 Carmel Drive across from site. Existing Trees ELEV. = 841.15 (NAVD88) . Cable Television Streets Existing Fievation Time Warner Cable City of Carmel TBM #3 516 E. Carmel Drive City Hall, 1 Civic Square Cute square in west side of a concrete area light ' base at the Carmel, Indiana 46032 Carmel, Indiana 46032 southeast corner of the parking lot west of the site. (317)848 -4726 (Jason Kirkman) (317) 571 -2441 ELEV. = 844.36 (NAVD88) Utility Hotline: within Indiana 1 -800 -382 -5544 Note: The nature, size and location of utilities are per plans and locations provided by the respective utility companies. The above list constitutes some, if not all, of the utility companies which may provide service in the area of, and adjacent to, the subject project, based upon the information available through such plans and locations, and any incidental visual inspection. All utility companies should be notified prior to any excavation for field location of services and verification of size and nature of services. Cx �X r �r Area = 1921.46; ��` 0.044 Ac.' 0 C -- � -- -- Existing Storm Sewer POP. ti l l�l I(� I l III � ,I SSA Ss f X a TC = 841.44 TC = 0`42.64 NE INV. = 826.24 (8n PLC,) N INV. = 834.69 (8' PVC) � SE INV. = 828.07 (8" PVC) 5 INV. = 1334.82 (8" PVC) 1 ._ SIN INV. = 826.29 (8, PVC) JJ11V D� - TC - 842.76 TC = 642.05 N M. = 835.96 (o' PVC) NW NW. = 828.44 (8' I'L'K:) W itJV. - 836.06 (6° PVC) /I � Y � '��C S INV. = 829A.5 (8- PVC) SSF,, TC = 841.50 TC = 841.97 tip' !NV. = 838.30 (12" RCP) �1 � NW INV. 825.57 (8° PVC) SE INV. = 825.32 (V" P VC ) STf�I SW 11MV. = 825.46 (8n PVC) TC = 836.8<J � V irN. = 829.60 (48" RCP) ST u E INV. = 829.60 4$ RCP - TC = 842.4B S INV. = 832.10 (12� RCP) M #3 N INV. - 834.68 (18" RCP' �i E INV. ^ 830.53 (36" RCP) SSrIX �o W Irv. = 830.53 (36" RCP) TC = 841.15 NIN INV. = 824.45 (10" PVC) STS LAT. INV. = 825.95 (8` PVC) 6 TC = 840.62 "E INV. = 824.37 (T" PVC) �J� x I N INV. = 836.82 (18" RCP) \X I S INV. = 836.32 (18' RCP) P.O.B. PARCEL I & EXCEPTION PARCEL BEGINNIM POIN L= o U I.1 0 lnimi 1. ALL RADII AND OTHER DIMENSIONS FOR 6 STANDING CURB AND 2' CHAIRBACK CURB ARE TO THE FACE OF CURB. 2. ALL RADII AND OTHER DIMENSIONS FOR 2' TROLL CURB ARE TO BACK OF CURB. 3. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THE PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATION OF EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER OF ANY CHANGES, OMISSIONS OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 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 BUILDING FOUNDATION WALL. 8. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS. 9. SERVICE WALKS SHALL BE NON - REINFORCED CONCRETE 4" THICK. 10. EXPANSION JOINTS ARE TO BE PLACED AT ALL WALK INTERSECTIONS AND BETWEEN WALKS AND PLATFORMS. SIDEWALK SCORES ARE TO BE EQUALLY SPACED BETWEEN EXPANSION JOINTS. CONTROL JOINTS ARE PERPENDICULAR TO SIDEWALKS AT 5' INTERVALS OR LESS WITH AN EXPANSION JOINT EVERY 20' OR LESS. (� N> I I ti 1. ALL GRADES AT BOUNDARY SHALL MEET EXISTING GRADES. 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THE PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATION 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. 3. STANDARD SPECIFICATIONS FOR THE CITY OF CARMEL, INDIANA SHALL APPLY FOR ALL SANITARY SEWER AND STORM SEWERS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUC1ON ACT1ViT`f ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. 7. REMOVE AND BACKFILL ALL AREAS WHERE ANY FIELD TILE CROSSES PROPOSED BUILDING PADS. ALL FIELD TILES INTERCEPTED TO BE PERPETUATED INTO STORM SEWER SYSTEM OR LAKE. THE SUBCONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER IN ANY CIRCUMSTANCES WHERE THIS CANNOT BE ACCOMPLISHED. 8. ALL FILL AREAS SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY MODIFIED (ASTM D- 1557). 9. ALL A.D.A. PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH SURFACE SLOPES NOT EXCEEDING 1:50 (2%) IN ALL DIRECTIONS TO COMPLY WITH A.D.A. REQUIREMENTS. 10. ALL SIDEWALK CROSS SLOPES SHALL NOT EXCEED 1:50 (2%). t! I III . 1. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THE PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATION OF EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 2. STANDARD SPECIFICATIONS FOR THE CITY OF CARMEL SHALL APPLY FOR ALL SANITARY SEWERS AND STORM SEWERS. 3. ANY PART OF THE SANITARY OR STORM SEWER TRENCHES RUNNING UNDER PAVED AREAS TO BE BACKFILLED WITH GRANULAR MATERIAL. 4. 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. 5. WATER SERVICE LINE TO THE BUILDING SHALL HAVE A SHUTOFF VALVE IN AN ACCESSIBLE LOCATION OUTSIDE OF THE BUILDING. 6. CONTRACTOR TO CONTACT INDIANA GAS COMPANY FOR GAS CONNECTION TO MAIN. MAIN CONNECTION LOCATION IS TO BE COORDINATED WITH GAS COMPANY (776- 5534). 7. WATER METER PIT LOCATION TO BE DETERMINED BY LOCAL WATER COMPANY, 8. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 9. THERE ARE NO DRINKING WATER WELLS WITHIN A 100' RADIUS OF ANY GRAVITY SANITARY SEWER LINES OR MANHOLES ON THIS PROJECT. 101. ALL CASTINGS SHALL BE LABELED: "DUMP NO WASTE DRAINS TO WATERWAY" TOPSOIL NOTE: ALL TOPSOIL SHALL BE REMOVED TO A DEPTH OF 6 INCHES OR AS OTHERWISE INDICATED IN THE SOILS INVESTIGATION REPORT BEFORE REMAINING EARTHWORK ACTIVITIES COMMENCE. ONLY TOPSOIL CAPABLE OF BEING USED ON -SITE MAY BE STOCKPILED ON -SITE IN LOCATION DESIGNATED TSV &BOX BY OWNER. ALL EXCESS TOPSOIL SHALL BE HAULED OFF -SITE AT NO ADDITIONAL COST TO OWNER. (APPROXIMATE TOPSOIL STOCKPILES PLACED ON SITE SHALL BE TEMPORARILY SEEDED WITHIN THREE DAYS OF PILE LOCATION SHOWN) COMPLETION. �= A -off ' \ \ .. -� r. '-• .--ti � r � i � � . -. -.. .. �ti� --^c -rr 'irk "7'�ti _E -. l� _i_"[ -__.•j L CTRI lgAN N INV - E II .1 W ENSII�>. °"W12 °������:�v���� °� -��° Existing Sanitary Sewer -- � -- -- Existing Storm Sewer --�- New Storm Sewer �7 New Sanitary Sewer (Laterals are shown for reference only) ° C. 0. Sanitary Sewer clean -out ------ - - - - -- Subsurface Drain (SSD) �o Storm Structure Number Sanitary Structure Number - - - - - - Utility &Drainage Esmt, Building Setback Line - tl-.- -- - - 4.a -- -°- --� -�- Existing Water Main W W - New Water Main Existing Fire Hydrant New Fire Hydrant Existing Water Valve N New Water Valve ---------- ��--- --- --- -- Existing Fiberoptic Line .- ----- �--- .---- - �-- -a. --- Existing Gas Main - .----- . ----.- r -. -_ Existing Electric Line Existing Telephone Line G New Gas Main E New Electric Line T New Telephone Line Ex.*lsting Utility Pole Existing Trees Existing Contour Existing Fievation 0 -'- 835 - - Proplised Contour 000.00 Propos'ed Finish Grades 000.00 rc Proposed Finish Grades 000.00 GUT (TC =Top of Casting /Curb; GUT= Gutter/Rim) - - Swale Flowline(o r Flow Arrow ---- - y< ---- ; -� Existing Fence Pavement Within Right of Way d % Concrete Pavement P.O.B. PARCEL I & EXCEPTION PARCEL BEGINNIM POIN L= o U I.1 0 lnimi 1. ALL RADII AND OTHER DIMENSIONS FOR 6 STANDING CURB AND 2' CHAIRBACK CURB ARE TO THE FACE OF CURB. 2. ALL RADII AND OTHER DIMENSIONS FOR 2' TROLL CURB ARE TO BACK OF CURB. 3. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THE PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATION OF EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER OF ANY CHANGES, OMISSIONS OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 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 BUILDING FOUNDATION WALL. 8. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS. 9. SERVICE WALKS SHALL BE NON - REINFORCED CONCRETE 4" THICK. 10. EXPANSION JOINTS ARE TO BE PLACED AT ALL WALK INTERSECTIONS AND BETWEEN WALKS AND PLATFORMS. SIDEWALK SCORES ARE TO BE EQUALLY SPACED BETWEEN EXPANSION JOINTS. CONTROL JOINTS ARE PERPENDICULAR TO SIDEWALKS AT 5' INTERVALS OR LESS WITH AN EXPANSION JOINT EVERY 20' OR LESS. (� N> I I ti 1. ALL GRADES AT BOUNDARY SHALL MEET EXISTING GRADES. 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THE PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATION 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. 3. STANDARD SPECIFICATIONS FOR THE CITY OF CARMEL, INDIANA SHALL APPLY FOR ALL SANITARY SEWER AND STORM SEWERS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUC1ON ACT1ViT`f ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. CONTRACTOR SHALL MINIMIZE DAMAGE TO EXISTING TREES. 7. REMOVE AND BACKFILL ALL AREAS WHERE ANY FIELD TILE CROSSES PROPOSED BUILDING PADS. ALL FIELD TILES INTERCEPTED TO BE PERPETUATED INTO STORM SEWER SYSTEM OR LAKE. THE SUBCONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER IN ANY CIRCUMSTANCES WHERE THIS CANNOT BE ACCOMPLISHED. 8. ALL FILL AREAS SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY MODIFIED (ASTM D- 1557). 9. ALL A.D.A. PARKING SPACES AND ACCESS AISLES SHALL BE LEVEL WITH SURFACE SLOPES NOT EXCEEDING 1:50 (2%) IN ALL DIRECTIONS TO COMPLY WITH A.D.A. REQUIREMENTS. 10. ALL SIDEWALK CROSS SLOPES SHALL NOT EXCEED 1:50 (2%). t! I III . 1. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO THE PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATION OF EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER AND THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 2. STANDARD SPECIFICATIONS FOR THE CITY OF CARMEL SHALL APPLY FOR ALL SANITARY SEWERS AND STORM SEWERS. 3. ANY PART OF THE SANITARY OR STORM SEWER TRENCHES RUNNING UNDER PAVED AREAS TO BE BACKFILLED WITH GRANULAR MATERIAL. 4. 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. 5. WATER SERVICE LINE TO THE BUILDING SHALL HAVE A SHUTOFF VALVE IN AN ACCESSIBLE LOCATION OUTSIDE OF THE BUILDING. 6. CONTRACTOR TO CONTACT INDIANA GAS COMPANY FOR GAS CONNECTION TO MAIN. MAIN CONNECTION LOCATION IS TO BE COORDINATED WITH GAS COMPANY (776- 5534). 7. WATER METER PIT LOCATION TO BE DETERMINED BY LOCAL WATER COMPANY, 8. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 9. THERE ARE NO DRINKING WATER WELLS WITHIN A 100' RADIUS OF ANY GRAVITY SANITARY SEWER LINES OR MANHOLES ON THIS PROJECT. 101. ALL CASTINGS SHALL BE LABELED: "DUMP NO WASTE DRAINS TO WATERWAY" TOPSOIL NOTE: ALL TOPSOIL SHALL BE REMOVED TO A DEPTH OF 6 INCHES OR AS OTHERWISE INDICATED IN THE SOILS INVESTIGATION REPORT BEFORE REMAINING EARTHWORK ACTIVITIES COMMENCE. ONLY TOPSOIL CAPABLE OF BEING USED ON -SITE MAY BE STOCKPILED ON -SITE IN LOCATION DESIGNATED TSV &BOX BY OWNER. ALL EXCESS TOPSOIL SHALL BE HAULED OFF -SITE AT NO ADDITIONAL COST TO OWNER. (APPROXIMATE TOPSOIL STOCKPILES PLACED ON SITE SHALL BE TEMPORARILY SEEDED WITHIN THREE DAYS OF PILE LOCATION SHOWN) COMPLETION. �= A -off ' \ \ .. -� r. '-• .--ti � r � i � � . -. -.. .. �ti� --^c -rr 'irk "7'�ti _E -. l� _i_"[ -__.•j L CTRI lgAN N INV - E II .1 W ENSII�>. °"W12 °������:�v���� °� -��° Existing Sanitary Sewer -- � -- -- Existing Storm Sewer --�- New Storm Sewer �7 New Sanitary Sewer (Laterals are shown for reference only) ° C. 0. Sanitary Sewer clean -out ------ - - - - -- Subsurface Drain (SSD) �o Storm Structure Number Sanitary Structure Number - - - - - - Utility &Drainage Esmt, Building Setback Line - tl-.- -- - - 4.a -- -°- --� -�- Existing Water Main W W - New Water Main Existing Fire Hydrant New Fire Hydrant Existing Water Valve N New Water Valve ---------- ��--- --- --- -- Existing Fiberoptic Line .- ----- �--- .---- - �-- -a. --- Existing Gas Main - .----- . ----.- r -. -_ Existing Electric Line Existing Telephone Line G New Gas Main E New Electric Line T New Telephone Line Ex.*lsting Utility Pole Existing Trees Existing Contour Existing Fievation 0 -'- 835 - - Proplised Contour 000.00 Propos'ed Finish Grades 000.00 rc Proposed Finish Grades 000.00 GUT (TC =Top of Casting /Curb; GUT= Gutter/Rim) - - Swale Flowline(o r Flow Arrow ---- - y< ---- ; -� Existing Fence Pavement Within Right of Way d % Concrete Pavement 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. i ASSUMED NORTH SCALE: 1"=50 ' 0' Q 2' Roll Curb &Gutter 2 "o OFj,; 01 5 Walk 6 7 8 C803 Q Handicap Ramp C803 C803 C803 OD Stop Sign 3 r5* C803 Q Subsurface Drain C805 STRUCTURE DESIGN - . a FROTA TO t a L. DI . SLOPE RIA-4 ELF'. DIVERT REV. CO XT f t t STRUC TT.1R.E FRA N iF. ORATE. ICEs t ift� Ill.) . `'��� t? DOWN LTA' Dc =)�n N UP D(-A%�% N. : S E rTE�L�H 622 621 8.11 30 18 6.74 837.65 837.65 833.80 833.59 2.16 2.37 2'x 2' Box R-3501 -T 621 692 3.68 89 18 6.76 837.65 837.85 833.59 832.92 2.37 3.24 2'x 2' Box R- 3501 -T 603 602 22.13 291 24 1.00 843.00 837.85 336.04 833.09 4.77 2.53 60" Diameter R- 1712 -B FRAME 602 601 28.94 28 30 0.60 837.85 838.20 831.12 830.95 3.94 4.46 48" Diameter R- 3501 -LTA 601 600 28.94 54 30 0.60 838.20 830.95 830.63 4.46 AquaSwirl AS-6 CFD Part of Block 11 in the Conditional Secondary Plat Carmel Science and Technology Park, a subdivision in Hamilton County, Indiana, the plat of which is recorded in Plat Book 13, pages 65 thru 71 in the Office of the Recorder of Hamilton County, Indiana, described as follows: BEGINNING at the Southeast corner of Lot 1 of Block 11 per plat thereof recorded as Instrument Number 9109164 in the Conditional Secondary Plat' Carmel Science and Technology Park (the following four courses are along the east lines of said Lot 1); (1)thence North 01 degrees 00 minutes 30 seconds West a distance of 265.00 feet; (2) thence North 88 degrees 59 minutes 30 seconds East a distance of 20.00 feet; (3) thence North 01 degrees 00 minutes 30 seconds West o distance of 190.00 feet; (4) thence North 30 degrees 46 minutes 06 seconds West a distance of 102.20 feet to the southwest corner of a 0.025 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026, said point being on a non- tangent curve to the left having a radius of 652.00 feet, the radius point of which bears North 33 degrees 23 minutes 58 seconds West; thence northeasterly along the southerly line of said tract and along said curve an arc distance of 93.57 feet to the northerly line of said Block 11, being on a non - tangent curve to the right having a radius of 375.00 feet, the radius point of which bears of South 20 degrees 16 minutes 42 seconds East; thence northeasterly along said northerly line and along said curve an arc distance of 188.15 feet to the northwest corner of o 0.056 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026, said point being on a non - tangent curve to the left having a radius of 750.00 feet, the radius point of which bears North 27 degrees 57 minutes 50 seconds East (the following two courses are along the southerly lines of said tract); (1) thence southeasterly along said curve on arc distance of 147.06 feet to a point which bears South 16 degrees 43 minutes 46 seconds West from said radius point; (2) thence South 84 degrees 51 minutes 37 seconds East a distance of 107.03 feet to the aforesaid north line of Block 11, being on a non - tangent curve to the left having a radius of 735.00 feet, the radius point of which bears North 08 degrees 40 minutes 48 seconds East; thence easterly along said north line and along said curve an arc distance of 46.87 feet to a point which bears South 05 degrees 01 minutes 35 seconds West from said radius point; thence South 00 degrees 01 minutes 37 seconds East a distance of 149.95 feet; thence South 28 degrees 22 minutes 49 seconds East a distance of 246.50 feet; thence South 33 degrees 08 minutes 58 seconds East a distance of 109.03 feet; thence North 88 degrees 59 minutes 30 seconds East, parallel with the south line of said Block 11, a distance of 139.43 feet to the east line of sold Block 11; thence South 00 degrees 18 minutes 08 seconds East along said east line a distance of 78.01 feet to a "rebar" at the southeast corner of said Block 11; thence South 88 degrees 59 minutes 30 seconds West along the south line of said Block 11 a distance of 84.80 feet to the BEGINNING POINT, containing 8.00 acres, more or less. CD w �111111111!!!!l!/l�i �N\` �`�i o .......... tilt ,TA { ����ii!!llllli1111111��`` DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) eic! THE SCHNEIDER CORPORA110N Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering r� �i 0 cc � d O z � Q z a w U E C�\2 I- -I E-1 ^ w ran z � O z w DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SH EET TITLE: DEVELOPMENT PLAN DRAWING FILES: : \1211 \031 \dwgs \C101. dwg REF: S:\1211\016\dwgs\1211016t.dwg REF: S: \1211 \016 \dwgs \12110161.dwg REF: S:\1211\TEMP\dwgs\TitIe1.dwg REF: S:\1211\TEMP\dwgs\RoadPlans\016Rd-newbs. REF: S: \1211 \031 \dwgs \031 PLAT- SEPT06.dwg SHEET NO.: Part of Block 11 in the Conditional Secondary Plat Carmel Science and Technology Park, a subdivision in Hamilton County, Indiana, the plat of which is recorded in Plat Book 13, pages 65 thru 71 in the Office of the Recorder of Hamilton County, Indiana, described as follows: BEGINNING at the Southeast corner of Lot 1 of Block 11 per plat thereof recorded as Instrument Number 9109164 in the Conditional Secondary Plat' Carmel Science and Technology Park (the following four courses are along the east lines of said Lot 1); (1)thence North 01 degrees 00 minutes 30 seconds West a distance of 265.00 feet; (2) thence North 88 degrees 59 minutes 30 seconds East a distance of 20.00 feet; (3) thence North 01 degrees 00 minutes 30 seconds West o distance of 190.00 feet; (4) thence North 30 degrees 46 minutes 06 seconds West a distance of 102.20 feet to the southwest corner of a 0.025 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026, said point being on a non- tangent curve to the left having a radius of 652.00 feet, the radius point of which bears North 33 degrees 23 minutes 58 seconds West; thence northeasterly along the southerly line of said tract and along said curve an arc distance of 93.57 feet to the northerly line of said Block 11, being on a non - tangent curve to the right having a radius of 375.00 feet, the radius point of which bears of South 20 degrees 16 minutes 42 seconds East; thence northeasterly along said northerly line and along said curve an arc distance of 188.15 feet to the northwest corner of o 0.056 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026, said point being on a non - tangent curve to the left having a radius of 750.00 feet, the radius point of which bears North 27 degrees 57 minutes 50 seconds East (the following two courses are along the southerly lines of said tract); (1) thence southeasterly along said curve on arc distance of 147.06 feet to a point which bears South 16 degrees 43 minutes 46 seconds West from said radius point; (2) thence South 84 degrees 51 minutes 37 seconds East a distance of 107.03 feet to the aforesaid north line of Block 11, being on a non - tangent curve to the left having a radius of 735.00 feet, the radius point of which bears North 08 degrees 40 minutes 48 seconds East; thence easterly along said north line and along said curve an arc distance of 46.87 feet to a point which bears South 05 degrees 01 minutes 35 seconds West from said radius point; thence South 00 degrees 01 minutes 37 seconds East a distance of 149.95 feet; thence South 28 degrees 22 minutes 49 seconds East a distance of 246.50 feet; thence South 33 degrees 08 minutes 58 seconds East a distance of 109.03 feet; thence North 88 degrees 59 minutes 30 seconds East, parallel with the south line of said Block 11, a distance of 139.43 feet to the east line of sold Block 11; thence South 00 degrees 18 minutes 08 seconds East along said east line a distance of 78.01 feet to a "rebar" at the southeast corner of said Block 11; thence South 88 degrees 59 minutes 30 seconds West along the south line of said Block 11 a distance of 84.80 feet to the BEGINNING POINT, containing 8.00 acres, more or less. CD w �111111111!!!!l!/l�i �N\` �`�i o .......... tilt ,TA { ����ii!!llllli1111111��`` DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) eic! THE SCHNEIDER CORPORA110N Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering r� �i 0 cc � d O z � Q z a w U E C�\2 I- -I E-1 ^ w ran z � O z w DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SH EET TITLE: DEVELOPMENT PLAN DRAWING FILES: : \1211 \031 \dwgs \C101. dwg REF: S:\1211\016\dwgs\1211016t.dwg REF: S: \1211 \016 \dwgs \12110161.dwg REF: S:\1211\TEMP\dwgs\TitIe1.dwg REF: S:\1211\TEMP\dwgs\RoadPlans\016Rd-newbs. REF: S: \1211 \031 \dwgs \031 PLAT- SEPT06.dwg SHEET NO.: DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SH EET TITLE: DEVELOPMENT PLAN DRAWING FILES: : \1211 \031 \dwgs \C101. dwg REF: S:\1211\016\dwgs\1211016t.dwg REF: S: \1211 \016 \dwgs \12110161.dwg REF: S:\1211\TEMP\dwgs\TitIe1.dwg REF: S:\1211\TEMP\dwgs\RoadPlans\016Rd-newbs. REF: S: \1211 \031 \dwgs \031 PLAT- SEPT06.dwg SHEET NO.: x ;\ I `b C it TBM #3 i �o � \1 J+ �x _75 :. � fig % L ✓ ILI�(aLlq_IID --------------- 0.4 ........ 0... .............. W ............... ............... PERMANENT SEEDING .......... .... a .......... --------- - --I SOD OR EROSION CONTROL BLANKET TEMPORARY CONSTRUCTION ENTRANCE 0 qj O INLET PROTECT10N SEE SHEET C801 FOR DETAILS SILT FENCE SEE SHEET C801 FOR DETAILS e o 0 0 0 o CONSTRUCTION LIMITS PERSUs) RESPONSIBLE FOR INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL PRACTICES ��_" ., I_'� = i 4 cb`•-yam .r f _.J {�`} �-�- �.:{�,.� � -' ~~ -�` � ~• �--- �..�___ CONTACT: Jeremy Stephenson REI Investment, Inc. 11711 N. Pennsylvania Street, Suite 200 Carmel, IN 46032 317- 573 -6043 NOTE: 1. SEE LANDSCAPE PLAN FOR PERMANENT SEEDING AREAS. 2. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED IN THE FIELD BY THE INSPECTOR. 3. THERE SHALL BE NO STORAGE OF DIRT, DEBRIS, OR STORAGE MATERIAL IN THE STREET. IA [CTRI AN N .�5 IN V„ i i ASSUMED NORTH SCALE: 1 "= 50 HOLEY MOLEY SAYS "DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. DEVELOPMENT NOTES 1. The Contractor, whether owning the property or acting as the agent of the property owner, shall be responsible for erosion and sediment control requirements associated with activities on site. 2. Contractor shall install and maintain a stable construction site access. 3. Contractor shall install and maintain perimeter soil erosion fence and sediment control measures prior to land disturbance. 4. Contractor shall be responsible for minimizing sediment discharge and tracking from the site throughout the land disturbing activities until permanent stabilization has been achieved. 5. Contractor shall clean up sediment that is either tracked or washed onto roads. Bulk clearing of sediment shall not include flushing the area with water. Cleared sediment must be redistributed or disposed of in a manner that is in compliance with all applicable statues and rules. 6. Adjacent lots disturbed by contractor must be repaired and stabilized with temporary or permanent surface stabilization. GENERAL NOTES 1. This plan shall serve as a guideline for storm water quality. Additional requireme,its may be made in the field if provisions shown prove inadequate in preventing soil eresion and /or storm water pollution. 2. See erosion control sequence on sheet C801 for pre- construction through post- construction requirements. 3. Spill prevention and clean up measures shall be implemented for the storage and handling of materials, such as fuels or hazardous wastes, to minimize the potential for pollutants to contaminate surface or ground water or degrade soil quality. 4. Material handling and storage associated with construction activity shall meet the spill prevention and spill response requirements of the State of Indiana laws governing reporting, containment, and response to spills of hazardous and /or objectionable materials. 5. Contractor shall implement measures to minimize or eliminate wastes or unused building materials, including garbage, debris, cleaning wastes, wastewater, concrete truck washout, and other substances from being carried from a project site by run -off or wind. Identification of areas where concrete truck washout is permissible must be clearly posted at appropriate areas of the site. Wastes and unused building materials shall be managed and disposed of in accordance with all applicable statues and regulations. 6. Public or private roadways shall be kept cleared of accumulated sediment that is a result of run -off or tracking. Bulk clearing of sediment shall not include flushing the area with water. Cleared sediment shall be redistributed or disposed of in a manner that is in accordance with all applicable, statues and regulations. 7. Land alterations which strip the land of vegetation, including regrading, shall be done in a way that will minimize erosion. Whenever feasible, natural vegetation shall be retained and protected. 8. As grading is done, install silt traps, silt fences, slope drains, temporary diversions and other runoff control measures at appropriate locations to keep sediment contained on site. 9. All disturbed areas shall be seeded and straw mulched as shown on the plans immediately after completion of ground activity. For larger projects, this- seeding should be completed in phases as the different areas of the site are completed. 10. The duration of time which an area remains exposed shall be kept to a practical minimum depending upon the weather. If construction activity Is to cease for more than fifteen calendar days, the disturbed areas shall be temporarily seeded or mulched. 11. Permanent and final vegetation or structural erosion control devices shall be installed as soon as practical under the circumstances. 12. All storm sewer inlet protection devices shall be put in place at the time each inlet is constructed. 13. The contractor shall maintain erosion control measures and devices during construction and until siltation of the streets and storm sewers will not longer occur. 14. Vegetated areas with a density of less than seventy percent (70 %) shall be re-- -stabilized using appropriate methods to minimize the erosion potential. 15. Final stabilization of a project site is considered achieved when all land disturbing activities have been completed and a uniform perennial vegetative cover with a density of seventy percent (70 %) has been established on all unpaved areas and areas not covered by permanent structures, or equivalent permanent stabilization measures have been employed. 16. Once onsite erosion and siltation of the streets and storm sewers will no longer occur, the contractor shall remove and dispose of the temporary erosion control devices. 117. Silt fence is required around all soil stockpiles. 18. If wells or septic systems are found on site, abandon according to local, county, and state regulations. 19. During the period of construction activities, all storm water quality measures necessary to meet the requirements of this rule shall be maintained in working order. 20. A trained individual (as demonstrated by certification or experience) shall perform a written evaluation of the project site by the end of the next business day following each measurable storm event, but not less than once a week. 21. The written evaluation reports must address maintenance of storm water quality measures, problems identified at the project site and corrective actions recommended and completed to ensure compliance. Evaluation reports must be made available to the. inspecting authority within 48 hours of a request. - WARNING- THIS SHEET TO BE USED FOR STORMWATER POLLUTION PREVENTION PURPOSES ONLY, FOR ANY OTHER INFORMATION SEE SHEET C101 SEE SHEET C801 -C802 FOR ALL STORMWATER POLLUTION PREVENTION DETAILS 8c NOTES I- J 66 Ulf 0 w `\\` ���� 1 1 1 111 l 1111111 11 .NO \\zo DNA DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) THE SCHNEIDER CORPORAMN Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 --1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechn ical Services GIS *LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: S TO RMWATER POLLUTION PREVENTION PLAN DRAWING FILES: \1211 \031 \dwgs \C102.dwg REF: S:\1211\016\dwgs\1211016t.dwq REF: S:\1211\TEMP\dwgs\Tit1e1.dwg REF: S:\1211\016\dwgs\1211016I.dwg REF: S:\1211\016\dwgs\016PLAT-SEPT06.dwg REF: S:\1211\TEMP\dwgs\RoodPlans\016Rd-newbs. SHEET NO.: M o QD � Q z � Q z a w d � E­1 CD 0,7F CQ CQ w � w � � z w z w Emm-i DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: S TO RMWATER POLLUTION PREVENTION PLAN DRAWING FILES: \1211 \031 \dwgs \C102.dwg REF: S:\1211\016\dwgs\1211016t.dwq REF: S:\1211\TEMP\dwgs\Tit1e1.dwg REF: S:\1211\016\dwgs\1211016I.dwg REF: S:\1211\016\dwgs\016PLAT-SEPT06.dwg REF: S:\1211\TEMP\dwgs\RoodPlans\016Rd-newbs. SHEET NO.: DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: S TO RMWATER POLLUTION PREVENTION PLAN DRAWING FILES: \1211 \031 \dwgs \C102.dwg REF: S:\1211\016\dwgs\1211016t.dwq REF: S:\1211\TEMP\dwgs\Tit1e1.dwg REF: S:\1211\016\dwgs\1211016I.dwg REF: S:\1211\016\dwgs\016PLAT-SEPT06.dwg REF: S:\1211\TEMP\dwgs\RoodPlans\016Rd-newbs. SHEET NO.: Cf? Z CD C/7 W T �4 AT p� `� �. llnl��irrttt� DATE: 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. (2001) THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7300 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering C\2 0 cfl d- Q a . w U � � o N o C\'2 W W E-4 W � w a� DATE: 09/28/06 PROJECT NO.: 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: STREET PLAN & PROFILE Q � O (REF: S:\1211\TEMP\dwgs\TR1e1.dwg ;REF: S:\1211\TEMP\dwgs\016Rd—newbs.dwg ;REF: S:\1211\016\dwgs\1211016t.dwg ;REF: S:\1211\016\dwgs\016PLAT—SEPT06.dwg SHEET NO.: w U a � � v w � o w C\2 0 cfl d- Q a . w U � � o N o C\'2 W W E-4 W � w a� DATE: 09/28/06 PROJECT NO.: 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: STREET PLAN & PROFILE DRAWING FILES: ): \1211 \031 \dwgs \C201.dwg ,REF: S:\1211\TEMP\dwqs\street-dwg (REF: S:\1211\TEMP\dwgs\TR1e1.dwg ;REF: S:\1211\TEMP\dwgs\016Rd—newbs.dwg ;REF: S:\1211\016\dwgs\1211016t.dwg ;REF: S:\1211\016\dwgs\016PLAT—SEPT06.dwg SHEET NO.: I D E VV A L K .� rH COORDINA TE S T 1 S TA w l A T T �I A M EL S ON T REET PROJECT CD 838-03 M E 37 rI 4 5-) 8 d �'�' • •'^.- '-�` -- ^- �'�`~�_,,._ -`� ��� -''"� � f ` i-' �--.� - - -tip i _. ` 1 i ` ,�• V °mot . "was - "..- ..� _�� "�-,`..�- •__•- ••__�.. _ CD _E N4k LC END L d q • 1 � \ --8 7. 0 0 C 0 8�38.1 _ __ f , PARK SIG 8 S7 G X d ---AD -•� d f C - N-- BREA -• �_ I U q ! X 838.28 TC . .............. 837,60GU . ......... \J 837. d q t Y , � SLOPE 3 1 MAX. '` ✓) u 540 .45 1 4 e Q , 5 I u i lip \ r a X I E�TRA�ICE @ CAR�E� DR �E SCALE: 1 " -20' 843.00 840.10 G U T� � CD CUL -DE -SAC CAR�IE� DR �E CT SCALE.- 1 " -20' 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 IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. �1_ CE 8 dolS CL3 18.45 2 +50C :. A [dJ9.03 1TC (12RGU Ci Cn Lij 1� 0 �`� \11111i111i11111� tY 'r 9 510 - NA1.- \`'��``\` s i DATE: 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.( JCiI INNIts �f THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 --1037 Telephone: 317.826.7100 Fax: 317.826.7200 www. sch n eidercorp. com Architecture Civil Engineering Environmental Engineering Geotechn ical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: 09/28/06 TAI DRAWN BY: CHECKED BY: RJS ALF r� INTERSECTION AND CUL —DE —SAC DETAILS DRAWING FILES: : \1211 \031 \dwgs \C301.dwg REF: S: \1211 \016 \dwgs \1211016t.dwg REF: S: \1211 \TEMP \dwgs \Title1.dwg REF: S: \1211 \416 \dwgs \1211a161.dwg REF: S: \1211 \016 \dwgs \016PLAT— SEPT06.dwg C\2 co O cD SHEET NO.: O Z �-i w � W z W DATE: 09/28/06 PROJECT NO.: 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: INTERSECTION AND CUL —DE —SAC DETAILS DRAWING FILES: : \1211 \031 \dwgs \C301.dwg REF: S: \1211 \016 \dwgs \1211016t.dwg REF: S: \1211 \TEMP \dwgs \Title1.dwg REF: S: \1211 \416 \dwgs \1211a161.dwg REF: S: \1211 \016 \dwgs \016PLAT— SEPT06.dwg REF: S: \1211\ TEMP \dwgs \RoadPlans \016Rd— newbs. 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IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. Existing Grade New Grade Granular Backfill ti 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. ALL WYE, LATERAL AND PROFILE STATIONS ARE FROM THE NEAREST DOWNSTREAM MANHOLE. (MH) 6. WYES AND LATERALS TO BE 6" PIPE UNLESS OTHERWISE SPECIFIED. 7. ALL WYE CONNECTIONS SHALL HAVE A MINIMUM OF FIVE (5) FOOT LATERAL EXTENSION CONNECTED TO THE WYE, OR EXTEND TO THE UTILITY AND DRAINAGE EASEMENT OF THE LOT, WHICHEVER IS GREATER, BUT IN NO CASE SHOULD THE END OF THE LATERALS BE CLOSER THAN FIVE (5) FEET TO THE BUILDING LINE, UNLESS NOTED OTHERWISE. THE END OF THE LATERAL SHALL BE PLUGGED OR CAPPED, UNLESS OTHERWISE NOTED. 8. LATERALS RUNNING TO THE OPPOSITE SIDE OF THE STREET SHALL EXTEND TO THE UTILITY AND DRAINAGE EASEMENT OF THE LOT, BUT IN NO CASE SHOULD THE END OF THE LATERALS BE CLOSER THAN FIVE (5) FEET TO THE BUILDING LINE, UNLESS OTHERWISE NOTED. SCALE: 1 " =50' SCALE: HORZO: 1 " =50' VERT,: 1 5 1 •j • 1 j / 835 1 1 815 :1 c1i f AT O DATE: 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. (2001) U%Q�p THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 31.7.826.7300 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering Sheet Number Description C804 5 Precast Reinforced Concrete Manhole C804 3 Sanitary Sewer Bedding Detail C804 C804 9 6 Service Connection for Shallow Sewer Wye & Lateral Capping Detail 0 � ca z SCALE: 1 " =50' SCALE: HORZO: 1 " =50' VERT,: 1 5 1 •j • 1 j / 835 1 1 815 :1 c1i f AT O DATE: 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. (2001) U%Q�p THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 31.7.826.7300 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 0 0 � ca z a w U o H Cn d � O � � O z W z W 0 {n Z o' w \` \�``1111111111t11111!! / / /�j�f�� � 10' 1 �op- AT o� DATE: 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. (2001) C �'I• .f THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826 7100 Fax: 317.826.7300 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering )ATE: 09/28/06 PROJECT NO.: 1211.031 )RAWN BY: CHECKED BY: RJS ALF iH EET TITLE: STORM SEWER PLAN & PROFILE )RAWING FILES: \1211 \031 \dw9s \C601.dwg ?ER S: \1211 \TEMP \dwgs \Title1.dwg w ER S:\1211\TEMP\dwgs\016Rd-newbs.dwg ►EF: S: \1211 \TEMP \dwgs \016Rd— newbs— con cept4. q M 0 cc 'ER S: \1211 \016 \dwgs \12110161.dwg HEET NO.: z a W WQ zC\2 W � O � CD w z )ATE: 09/28/06 PROJECT NO.: 1211.031 )RAWN BY: CHECKED BY: RJS ALF iH EET TITLE: STORM SEWER PLAN & PROFILE )RAWING FILES: \1211 \031 \dw9s \C601.dwg ?ER S: \1211 \TEMP \dwgs \Title1.dwg ?ER STORM.dwg ER S:\1211\TEMP\dwgs\016Rd-newbs.dwg ►EF: S: \1211 \TEMP \dwgs \016Rd— newbs— con cept4. q 'ER S: \1211 \016 \dwgs \1211016t.dwg 'ER S: \1211 \016 \dwgs \12110161.dwg HEET NO.: y 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. Mm132 - Miami Silt Loam, Soil Description and Characteristics: The main soil features that adversely affect engineering uses of this soil are moderate potential frost action, moderate shrink -swell potential, moderate permeability and low strength. In addition, erosion is a hazard during construction. This soil is suitable for building sites, but slope, clayey texture, shrinking and swelling, and low strength are moderate limitations that need to be overcome. This soil has severe limitations for local roads and streets because of low strength. 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. SIGN TO INDICATE THE LOCATION OF THE CONCRETE WASHOUT AREA BERM AROUND PERIMETER 12" 1 COMPACTED EMBANKMENT ' MATERIAL TYP. 15'x15' MIN OR AS REQUIRED TO CONTAIN WASTE CONCRETE a(D Le lk P NOT YO SCALD • O 0 0 0 ° 0 O • o o• 0 0 •o ° . o °Q. ° o°O•o °O• o a0 • o °O • O ° PUBLIC ROAD ° °' ° ° °' ° ° °' ° °'Oa °' ° ° °' ° ° °' S0' MIN} \ O,o° °o° °•000•° °° / •000.000.000.000.00 • o 00 • 0 00 • 0 00 • o 00 • o 00 0 0 a o °O • o °O • o °O • o °O • o °o . o °O . o ° o °O • o °° • o °O • o 'O° • 0 o o•o ° o•o 00 • o °O • ° 00 • 0 °O • 0 00 ° 00 00 00 . 0 00 00 6 0 00 • o a0 ° 0 0 °O °o °°o °°°0 °0 • ° O • O • • O • • 0 • O • 0 °0 . o O • O O • 0 O 0 O • ° 0 • 0 O ° O • 0 O • 000.0 .0 • ° 0 ° 0 0 • a 0 0 O• o 0 O o O o O o ° 0 0• o o Q a a o°o•o oo 0 O 00 0 0 • o 0 O 0 0 o O a O . 0 a 0• o 0 0 0 • o Q O . O 0 a • O 0 O • O O ° o O ° 0 O 0 O 0 O ° o o 0 so 00", o o. a ° 0 0 0 • o 00 00 O o 40 00 ° ° °° O. 00 . a a O • 0 0 0 • 0 00 • 0 00 • 0 00 • 0 00 •° 0 O . °� 0 ° °0 0 °0•o °0 0 °0.0 °0.0 °0.0° e.e O o °° f° ° v O • 0 v O • 0 v O - 0 v° 0 v° ° "0.0. ° °o.O ° 00 . .'o 000 . 000 c 00 • 0 6" aQ 0 ° 0 0 aO.a o ° O O O O • o 0000 00 0 00 0 0 o 00 0 0 eo 0 • o ° ° ° . ° ° • ° ° • o • (MIN) o ° . ° o 0 • o O . o • ° °.O 0 00 0 • � ° °'0 ° 20' (MIN) ° o O 2 " -3" COARSE ° 0 AGGREGATE GEOTEXTILE FABRIC TO STABILIZE FOUNDATION (ESPECIALLY IMPORTANT WHERE WETNESS IS ANTICIPATED) Tri , n nn A n V nnA l C"Mi I ng"n nw I ENTRANCE- DETAIL 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. Figure 5 -2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs/acre Ibs /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 i 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. 12" MIN 3:1 OR FLATTER SIDE SLOPES GROUND SURFACE 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 SILT FENCE X X -� 10 + TYPICAL TYPICAL TOPSOIL STOCKPILE A B C 3' 1 1/2' 1 3' 1 1/2' 3' XX..'.'.'.'.X '. ...:...............: :_ •.. 'X ...... . N ............ .................... ..................... X ::..:.:.:.:.X.:. :..: :.: x :::: ::::. 1 STAPLE PER SO. YD. 1-1/2 STAPLES PER SO. YD. 2 STAPLES PER SQ. YD. GENERAL STAPLE RECOMMENDATIONS ADDITIONAL STAPLES AS 300 275 250 225 200 SLOPE 175 LENGTH 150 (FT.) 125 100 75 50 25 0 .............. ....... '.'.'.'. ............................... :....: .... ::'C : .. ::::::: :C. :::.:. .'.'.'.'. I ....... :B :' ..... A Late summer seeding dates may be extended 5 days SHEET TITLE: if mulch is applied. REQUIRED DUE TO DEPTH OF FLOW. ® x X CHANNEL LININGS UiIUZE STAPLE PATTERN 'C" 4:1 3:1 2 :1 1:1 WITH ADDITIONAL STAPLES ON SIDE SLOPES AT CHANNEL PROJECTED WATER UNE. SLOPE GRADIENT UNING 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 UTIUZED. 1 THE EDGES OF THE BLANKET SHOULD BE BUTTED AGAINST EACH OTHER, THE EDGES OF THE SCC225 SHOULD BE OVERLAPPED 2 ". 2 ON SLOPE APPUCATIONS, 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. 3 - �•_ v 7 4 ROLL BLANKETS THE BLANKET SHOULD NOT BE o OUT IN DIRECTION _ ON LONG SLOPES, THE ENDS OF THE STRETCHED BUT ALLOWED TO LAY - OF WyAU FLOW. ...... BLANKETS SHOULD BE OVERLAPPED r . 4 - 6' IN A 'SHINGLE EFFECT'. LOOSELY ON THE SOIL SURFACE TO � ..•.•'••� �:•::••�• ACHIEVE MAXIMUM BLANKET TO SOIL te CONTACT. .d Q •° 0 7, ' ROLL BLANKETS OUT IN DIRECTION ..... rr' ' \ / r}F WATER n nW 5 IN HIGH VELOCITY CHANNEL APPUCATIONS, CHECK SLOTS SHOULD BE ESTABUSHED EVERY 35 - 40 THE SLOTS SHOULD BE 6' WIDE BY 6" DEEP WITH TH£ BLANKET STAPLED IN THE BOTTOM OF THE SLOT, THEN BACKFlLI -ID AND SEEDED. PREPARATION OF THE SEED BED, INCLUDING APPLICATION OF UME, FM nUZER AND S® SHOULD BE CONDUCTED AS NORMAL PRIOR TO INSTALLATION OF BLANKET. EROSION BLANKET INSTALLATION 6" HIGH, 12" WIDE GEOTECTILE FABRIC FILLED WITH No.2 STONE. (FABRIC -NUTEC 3NW SILT FENCE FABRIC OR APPROVED EQUAL) ONE FOOT OVERLAP ONTO THE CURB RutA OFF CURB INLET CURB INLET SEDIMENT BARRIER NO SCALE CROSSBARS DRAHNAGENCOV RR 24" W W LATHS SILT FENCE MATERIAL \ / SILT FENCE EXTENDS \ \ 6" BELOW FINISHED GRADE W/ N OTE: \ 1. SEE SILT FENCE DETAIL FOR MATERIAL SPECIFICATIONS. 2. SILT FENCE SHALL BE PREASSEMBLED BY SUPPLIER. INLET PROTECTION SILT FENCE Temporary Seeding and Stablization Dates Jan Feb Mar Apr May I Jun I Jul 1Aug Sep Oct INov IDec Wheat or Rye Oats Annual Ryegrass Permanent Seeding Date Non - Irrigated* Irrigated Dormant Seeding ** * Not necessary where mulch is applied. PAVEMENT OC RUN 4Ft 6' HIGH, 12' WIDE GEOTECTILE FABRIC AM �WITH Nat STONE (FABRIC -NUlEC 3NW SILT FENCE FABPoC OR APPROVED EQUAL) PAVEMENT PAVFLIENT r -� RUN OFF PAVED AREA INLET SEDIMENT BARRIER NO scnLe NOTE: START BLANKET AT TOP OF THE SWALE AND ROLL IN THE DIRECTION OF THE WATER FLOW IN THE SWALE. REFER TO MANUFACTURER'S RECOMMENDATIONS FOR CHANNEL PLACEMENT AND STAPLE PATTERNS. VARIES GRADE GRADE (NEW OR EXISTING) 3.25 3.25 E /-(NEW OR EXISTING) � x 540 l I S -75 EROSION CONTROL SEEDED AND I I I BLANKET AS MANU. BY STRAW MULCHED -I NORTH AMERICAN GREEN OR APPROVED EQUAL i` b n C% 1^ A 1 h I OTn ^I .. ♦ -rTl \ 1 R r" T A 11 SCALE: NONE 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. SILT FENCE Silt Fence shall be a machine produced, non-woven geotextile of 100% polypropylene meeting the physical properties below. All stakes shall be 2" X 2" hardwood 36" tall with 24" tall lath stapled to stakes over fabric as reinforcement. All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. FabricWeight ............................ ............................... 4 oz /syd GrabStrength ........................... ............................... Warp 125 lbs. Elongation................................ ............................... Warp 50 PAVBAENT Trapezoidal Tear Strength ........ ............................... 50 lbs. BurstStrength .......................... ............................... 200 psi UV Resistance . ............................... A.O.S ......................................................................... 50 -80 Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft Sediment Retention .................. ............................... 75 STORMWATER POLLUTION PREVENTION SCHEDULE Irrigation needed during this period. To control MAINTENANCE erosion at times other than in the shaded areas, DRAWN BY: use mulch. * Late summer seeding dates may be extended 5 days SHEET TITLE: if mulch is applied. ** Increase seeding application by 50 %. NOTE: MULCHING REQUIRED WHEN ACTUAL CONDTIONS HAMPER THE PRIOR ESTABLISHMENT OF VEGATATIVE GROUND COVER. EXISTING INLET PROTECTION TREE PROTECTION FIGURE 5-3 AS NEEDED AS NEEDED Temporary Seedings Kind of Seed 1000 Sq. Ft. Acre Remarks Wheat or Rye 3.5 lbs. 2 bu. Cover seed 1" to AFTER AFTER 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. PAVEMENT OC RUN 4Ft 6' HIGH, 12' WIDE GEOTECTILE FABRIC AM �WITH Nat STONE (FABRIC -NUlEC 3NW SILT FENCE FABPoC OR APPROVED EQUAL) PAVEMENT PAVFLIENT r -� RUN OFF PAVED AREA INLET SEDIMENT BARRIER NO scnLe NOTE: START BLANKET AT TOP OF THE SWALE AND ROLL IN THE DIRECTION OF THE WATER FLOW IN THE SWALE. REFER TO MANUFACTURER'S RECOMMENDATIONS FOR CHANNEL PLACEMENT AND STAPLE PATTERNS. VARIES GRADE GRADE (NEW OR EXISTING) 3.25 3.25 E /-(NEW OR EXISTING) � x 540 l I S -75 EROSION CONTROL SEEDED AND I I I BLANKET AS MANU. BY STRAW MULCHED -I NORTH AMERICAN GREEN OR APPROVED EQUAL i` b n C% 1^ A 1 h I OTn ^I .. ♦ -rTl \ 1 R r" T A 11 SCALE: NONE 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. SILT FENCE Silt Fence shall be a machine produced, non-woven geotextile of 100% polypropylene meeting the physical properties below. All stakes shall be 2" X 2" hardwood 36" tall with 24" tall lath stapled to stakes over fabric as reinforcement. All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. FabricWeight ............................ ............................... 4 oz /syd GrabStrength ........................... ............................... Warp 125 lbs. Elongation................................ ............................... Warp 50 PAVBAENT Trapezoidal Tear Strength ........ ............................... 50 lbs. BurstStrength .......................... ............................... 200 psi UV Resistance . ............................... A.O.S ......................................................................... 50 -80 Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft Sediment Retention .................. ............................... 75 STORMWATER POLLUTION PREVENTION SCHEDULE EROSION CONTROL MEASURE MAINTENANCE 1211.031 DRAWN BY: INSTALLATION SEQUENCE STONE ENTRANCE AS NEEDED SHEET TITLE: PRIOR TO CLEARING AND GRADING SILT FENCE WEEKLY AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING EXISTING INLET PROTECTION TREE PROTECTION WEEKLY, AFTER STORM EVENTS AND WEEKLY, AFTER STORM EVENTS AND AS NEEDED AS NEEDED PRIOR PRIOR TO CLEARING AND GRADING TO CLEARING AND GRADING TEMPORARY SEEDING PERMANENT SEEDING WATER AS NEEDED WATER AS NEEDED AFTER AFTER ROUGH GRADING FINISH GRADING EROSION CONTROL MATTING WEEKLY AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING Q z° INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER EACH INLET IS PLACED SEED SOD &LANDSCAPE REMOVAL OF STRAW BALES REMOVAL OF INLET PROTECTION REMOVAL OF SILT FENCE WATER AS NEEDED T7A N A N A AFTER AFTER AFTER AFTER FINISHED GRADING AROUND FINISHED UNITS ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED Silt Fence Matc- -' 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 NTS PROVISIONS FOR EROSION AND SEDIMENT CONTROL ON INDIVIDUAL BUILDING LOTS: 1. The individual lot operator, whether owning the property or acting as the agent of the property owner, shall be responsible for erosion and sediment control requirements associated with activities on individual lots. 2. Temporary seeded areas established by the developer shall be maintained by the contractor and his sub - contractors. Silt fences previously installed will be maintained. 3. Installation and maintenance of a stable construction site access drive from the site to the street /alley shall be installed, consisting of Number 2 Stone, 6" thick and a minimum of 12' wide. Top dress as needed. This shall be utilized for access to the building and any mud or dirt tracked into the street /alley shall be promptly removed and placed in a stable area. Water shall not be used to flush silt, mud or debris into the storm sewer system. 4. Installation and maintenance of appropriate perimeter erosion and sediment control measures prior to land disturbance. A silt fence is to be installed along areas where surface runoff leaves the site. The silt fence shall be maintained until permanent vegetation (grass) is established. 5. Sediment discharge and tracking from the lot must be minimized throughout the land disturbing activities on the lot until permanent stabilization has been achieved. 6. Clean -up of sediment that is either tracked or washed onto roads. Bulk clearing of sediment shall not include flushing the area with water. Cleared sediment must be redistributed or disposed of in a manner that is in compliance with all applicable statutes and rules. 7. Adjacent lots disturbed by an individual lot operator must be repaired and stabilized with temporary or permanent surface stabilization. 8. When time is appropriate , and as soon as possible, roof down spout extenders of a non-- perforated drain tile should be extended to the street or other solid outlet until a lawn is established. 9. Final stabilization meeting the criteria of Rule 5 will be achieved when the lot operator: a. Completes final stabilization; or b. Has installed appropriate erosion and sediment control measures for the site prior to occupation of the building by the owner and has. informed the owner of the requirement for, and benefits of, final stabilization. O DER T p � •� G1STE � 1 1 � _ r No. PE1 950026 STATE OF �i.c� iN fl I AN P..� •• \` �/ONAL ����1l1!!! I I t 11111111�� DATE: 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. (2005) THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.710 0 Fax: 317.826.7300 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.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: r-i ALF SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C801- C802.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S: \1211 \TEMP \dwgs \016Rd- newbs.dwg c"D 0 C.0 SHEET NO.: o d � � � Q z w � z� a W w Q z° Cn x � E w z W DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C801- C802.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S: \1211 \TEMP \dwgs \016Rd- newbs.dwg REF: S:\ 1211\ 031\dwgs \O16Rd- newbs- concept6.d SHEET NO.: STORMWATER POLLUTION PLAN INDEX Al Plan Index provided below AZ 11"x17" Plat denoting lot numbers, boundaries and streets is provided separately. A3 Project Type: Construction of Carmel Drive Court and sidewalks to service future developments A4 Vicinity Map: Denoted on Sheet C100 A5 Legal Description of Project Site: See attached Topo /Boundory Survey Sheet B101. LATITUDE: 39'57'53" LONGITUDE: 88'08'35" A6 Location of all lots and proposed site improvements: See sheet C101 to C104. A7 14 Digit Hydrologic Unit Code: 05120201090040 A8 State or Federal water quality permits: None A9 Specific points where stormwater discharge will leave the site: All storm water from the developed site will enter the existing detention pond to the east, see Site Development Plan Sheet C101 for more detail. A10 Location of all wetlands, lakes & water courses on and adjacent to site: Existing Detention Pond to the east of the site that is the headwaters of Carmel Creek, see Site Development Plan Sheet C101 for more detail. All Receiving Waters: WR Fertig Regulated Drain - Carmel Creek -White River Al2 Identification of potential discharges to groundwater. Temporary Lavatory Facility. A13 100 Year Fioodplains, Floodways and Flood Fringes: None per FIRM Map #18057CO209F Dated February 19, 2003. A14 Pre - Construction and Post Construction Peak Discharge to Ex. Detention Pond: 10 year Pre - Developed Peak Discharge = 14f CFS 10 year Post - Construction Peak Discharge = 28.9 CFS A15 Adjacent Land Use (See Stormwater Pollution Prevention Plan Sheet C104 for more information): North: Carmel Drive South: Townhomes /Apartments East: Existing detention pond, Guilford Road West: Commercial, 122nd Street A16 Locations and approximate boundaries of all disturbed areas: See Sheet C104 for locations. A17 Identification of existing vegetative cover: See Stormwater Pollution Prevention Plan Sheet C104. Al 8 Soils Map including descriptions and limitations: See sheet C801 for soils map, descriptions and limitations. A19 Locations, size and dimensions of proposed stormwater systems: See Site Utility Pion Sheet C103 for proposed storm sewer system. A20 Locations, size and dimensions of any proposed off -site construction activities associated with this project: See Site Plan Sheet C101. A21 Locations of Soil Stockpiles: See Stormwater Pollution Prevention Plan Sheet C104 for soil stockpile location(s). A22 Existing site topography. See Site Grading Plan Sheet C102 or Topographic Survey Sheet B101 for existing site topography. A23 Proposed final topography. See Site Grading Plan Sheet C102 for proposed site grading and drainage patterns. B1 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 project site during construction protecting the adjoining properties and the (Insert name of receiving drain /stream /waters). (Insert brief narrative describing characteristics of existing conditions, i.e. "The majority of the existing watershed sheet drains into shallow concentrated flow prior to entering an existing culvert under Hazel Dell Road. The culvert conveys the water to the east into the Kirkendall Drain. ") PRECONSTRUCTiQN ACTIVITIES: 1. Call the Indiana Underground Plant Protection systems, Inc. ( "Holey Maley ") 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. Contact Hamilton County Surveyors office 48 hours prior to start of work to schedule a pre - construction meeting. 3. Evaluate the site for vegetative areas to be saved. See Sheet C104. 4. An orange construction fence shall be constructed along the perimeter of the dripline of the tree preservation areas prior to any earth moving. 5. A silt fence shall be installed at the edges of the project site where there is potential for any stormwater runoff. Potential areas are identified based on existing topography along the perimeters of the site. 6. Evaluate, mark and protect important trees and associated root zones. Evaluate existing vegetation suitable for use as filter strips along the project boundaries. 7. Maintain a 10' minimum grass filter strip along the south boundary. 7. A construction entrance shall be placed per the plan location. S. Install protective devices along existing storm sewer inlets per locations shown on the Stormwater Pollution Prevention Plan Sheet C104. 9. Establish construction staging area for equipment and vehicles as for from detention ponds and swales as possible. 10. Establish onsite location for owner /operator /contractor placement of approved plans and Rule 5 N01 and Rule 5 inspection documentation. CONSTRUCTION ACTiVITI�S: 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. Strip topsoil and temporarily stockpile in location provided on the Stormwater Pollution Prevention Plan Sheet C104. 3 Perform rough grading. 4. After completion of rough grading, final grade and seed pond banks, landscape berms, and common areas immediately after grading is completed. 5. Upon completion of rough grading, install sanitary and storm sewers. As storm sewers are constructed, install inlet protection measures. install riprop upon completion of end section installation at system discharge. Construct building foundation /slab. 6. Install rock dams in pond as indicated per plans and details. 7. Upon completion of sewer installation and inlet protection, proceed with street construction. 8. Liming of paved areas should be done prior to the installation of storm sewers to prevent the transmission of lime dust to ponds or receiving waters. 9. Once pavement and curbs are in place, install curb inlet sediment barriers. 10. Once inlet protection is in place, final grade all areas and spread topsoil. Upon completion of oil grading, verify depth of pond per plan requirement, dredge as needed. B3 Stable construction entrance location(s) and specifications. See Stormwater Pollution Prevention Plan Sheet C104 for location and Sheets C801 -C802 for construction entrance details and specifications. B4 Sediment control measures for sheet flow areas: See Stormwater Pollution Prevention Plan Sheet C104 for locations of sediment control measures and Sheets C801 -C802 construction details and specifications. B5 Sediment control measures for concentrated flow areas: See Stormwater Pollution Prevention Plan Sheet C104 for locations of sediment control measures and Sheets C801 -C802 construction details and specifications. 86 Storm sewer inlet protection measures, locations and specifications: See Stormwater Pollution Prevention Plan Sheet C104 for locations of inlet protection measures and Sheets C801- C802 construction details and specifications. B7 Runoff control measures: See Stormwater Pollution Prevention Plan Sheet C104 for locations of runoff control measures and Sheets C801 -C802 for construction details and specifications. B8 Stormwater outlet protection specifications: See Stormwater Pollution Prevention Plan Sheet C104 for locations of stormwater outlet control measures and Sheets C801 -C802 for construction details and specifications. 19 Grade stabilization structure locations and specifications: See Stormwater Pollution Prevention Plan Sheet C104 for locations of grade stabilization control measures and Sheets C801- C802 for construction details and specifications. B110 Location, dimensions, specifications and construction details of each stormwater quality measure: See Stormwater Pollution Prevention Plan Sheet C104 for locations of various stormwater quality measures and Sheets C801 -C802 for construction details and specifications. B11 Temporary surface stabilization methods appropriate for each season: See Stormwater Pollution Prevention Plan Sheet C104 for locations of temporary surface stabilization measures and Sheets C801 -C802 for construction details and specifications. B12 Permanent surface stabilization specifications: See Stormwater Pollution Prevention Plan Sheet C104 for locations of permanent surface stabilization measures and Sheets C801- C802 for construction details and specifications. E. 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, oil refuse, and oil mixed with wastes other than dredged soil. Includes but is not limited to, any spilling, leaking, pumping, pouring, emitting, emptying, or dumping. Navigable waters: Means all waters of the United States that are connected with a navigable stream, lake, or sea. [Note: This definition is usually interpreted to mean any wastewater (even normally dry wash or storm sewer) that eventually drains into a navigable stream]. Plan Review and Amendements: This Plan shall be reviewed and /or amended, if necessary, whenever there is a change in the design of the site, construction, operation, or maintenance which materially affects the site's potential for the discharge of regulated inuteriul AND groundwater contamination. The facility does have city sanitary sewer and city water. Prediction gf Potential S 1. Nearest Navigable Water. Carmel Creek - White River 2. Drainage System: All storm drainage leaves the drive by storm sewer and is conveyed to an existing detention pond to the east. The existing detention pond discharges to the SW under Guilford Road and into Carmel Creek. 3. Possible Spill Sources (During and post construction): Vehicular sources such as leaking fuel or oil, broke fluid, grease, antifreeze; construction trash and debris, biological agents found in trash and debris, fertilizers, household items including but not limited to cleaning agents, chemicals, paint, herbicides and pesticides. 4. Groundwater Contamination: The facility maintains NO above ground or under ground storage tanks at this site. Therefore, it is felt that there is little or no possibility of post construction groundwater contaimination. 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 local Fire Department Phone: 9 -1 -1 d.) Notify the local 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 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. B14 Monitoring and maintenance guidelines for pollution prevention measures: Straw Bale Dam Maintenance Requirements 1. Inspect straw bale dams after each storm event and promptly remove any sediment deposits to insure adequate storage volume for the next rain, taking care not to undermine the entrenched bales. 2. Inspect periodically for deterioration or damage from construction activities and repair immediately. 3. After the contributing drainage area has been stabilized, remove all straw bales and sediment deposits, bring the disturbed area to grade and stabilize it. Silt Fence Maintenance Requirements 1. Inspect the silt fence periodically and after each storm event. 2. If fence fabric tears, starts to decompose or in any way becomes ineffective, replace the affected portion immediately. 3. Remove deposited sediment when it reaches half the height of the fence at it's lowest point or is causing the fabric to bulge. 4. Take care to avoid undermining the fence during cleonout. 5. After the contributing drainage area has been stabilized, remove the fence and sediment deposits, bring the disturbed area to grade and stabilize it. andboo Curb Inlet Barrier Maintenance Requirements 1. Inspect frequently for damage by vehicular traffic and repair if necessary. 2. Inspect after each storm event. 3. Remove sediment, without flushing, when it reaches half the height of the barrier. 4. Deposit removed sediment where it ';41 not enter storm sewer drains. Block and Gravel Curti Inlet Protection Mointenonce Requirements 1. After each storm event remove the sediment and replace the gravel, replace the geotextile fabric if used. 2. Periodically remove sediment and tracked -on soil from the street, without flushing, to reduce the sediment load on the curb inlet protection. 3. Inspect periodically for damage and repair. Keep grates free of debris. 4. After the contributing drainage area has been stabilized, remove the gravel, wire mesh, geotextile fabric and sediment deposits and dispose of them properly. Erosion Control Blanket (Surface Applied) Maintenance Requirements 1. During vegetative establishment, inspect after each storm event for any erosion below the blanket. 2. If any area(s) shows erosion, pull back that portion of the blanket covering it, re -seed the area and relay and staple the blanket. 3. After vegetative establishment check the treated area periodically. Temporary Gravel Construction Entrance Maintenance Requirements 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. Fiushing should only be used if the water is conveyed into a sediment trap or basin. 5. Repair any broken road pavement immediately. B15 Erosion & sediment control specifications for individual building lots: Not applicable. See Sheets C801 & C802 for Construction details and specifications for erosion & sediment control on this site. C1 Description of polluta,its and their sources associated with the proposed land use: Silt and sediment from exposed soils, leaves, mulch, vehicular sources such as leaking fuel or oil, brake fluid, brake dust, grease, antifreeze, metals, rubber fragments, road grit, salts and sands, construction trash and debris, fertilizers, household items including but not limited to cleaning agents, chemicals, paint, miscellaneous home improvement materials, toys, clothing and animal waste, elevated storm runoff temperatures, acid rain pesticides and pathogens. C2 Sequence describing stormwater quality measure implementation: 1. 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. Remove all individual inlet protection and straw bale dams, silt fences, etc. only after seeding and sufficient vegetative growth has been established in each area to a point where sediment /pollutants will not enter the waterway or storm sewer system. 3. Inspection and maintenance is the responsibility of the developer /owner or his designee until project completion and the owner thereby accepts responsibility for the individual lot. C3 Description of proposed post construction stormwater quality measures: Site and facility design for stormwater quality protection on this site employs a multi -level strategy consisting of. 1. Reducing or eliminating post - project runoff. 2. Controlling sources of pollutants. 3. And if needed, treating contaminated stormwater runoff before discharging it into the storm sewer system or receiving waters. Typical stormwater quality measures for reducing, eliminating or controlling pollutants (source controls) include: a. Detention devices b. Reducing Runoff or Direct runoff from impervious areas- existing swale along south property line c. Vegetated strips and /or swales d. Permanent erosion control Feeding and plantings e. Outlet protection & velocity dissipation devices i.e. riprop at pipe outfoll locations f. Mulching g. AquoSwirl model AS -6 CFD It is the invent of this plan that the implementation of the above described storm water quality measures be executed in accordance with the enclosed plans and details in order to meet the requirements of Rule 5 storm water quality. C4 Location, dimensions, specifications and construction details of stormwater quality measures: See Stormwater Pollution Prevention Plan Sheet C104 for locations of permanent stormwater quality measures and Sheets C801 & C802 for construction details and specifications. C5 Description of maintenance guidelines for proposed water quality measures: The storm sewer network will incorporate an AquaSwiri AS -6 CFD on each inlet prior to discharging into the existing Detention Pond to the east. The owner is responsible for following all recommended operation and maintenance guidlines recommended by the manufacturer. See Sheet C806 for more information. ADDIT10NAL STORMWATER POLLUTION PREVENTION MEASURES VEHICLE & 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 on 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 ore suitable on all construction projects where on onsite yard area is necessary for storage and maintenance of heavy equipment and vehicles. Limitations Onsite vehicle and equipment maintenance should only be used where it is impractical to send vehicles and equipment offsite for maintenance and repair. Sending vehicles /equipment offsite should be done in conjunction with a Stabilized Construction Entrance /Exit. Outdoor vehicle or equipment maintenance is a potentially significant source of stormwater pollution. Activities that can contaminate stormwater include engine repair and service, changing or replacement of fluids, and outdoor equipment storage and parking (engine fluid leaks). Implementation If maintenance must occur onsite, use designated areas, located away from drainage courses. Dedicated maintenance areas should be protected from stormwater runon and runoff, and should be located at least 50 ft from downstream drainage facilities and watercourses. Drip pans or absorbent pads should be used during vehicle and equipment maintenance work that involves fluids, unless the maintenance work is performed over on impermeable surface in a dedicated maintenance area. 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 oil 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 oil in a dumpster or pour into a storm drain or watercourse. Properly dispose of or recycle used batteries. Do not bury used tires. Repair leaks of fluids and oil immediately. Listed below is further information if you must perform vehicle or equipment maintenance onsite. Inspection and Maintenance Inspect and verify that BMPs are in place prior to the commencement of associated activities. While activities associated with the BMP are under way, inspect weekly to verify continued BMP implementation. Keep ample supplies of spill cleanup materials onsite. Maintain waste fluid containers in leak proof condition. Vehicles and equipment should be inspected on each day of use. Leaks should be repaired immediately or the problem vehicle(s) or equipment should be removed from the project site. Inspect equipment for damaged hoses and leaky gaskets routinely. Repair or replace as needed. VEHICLE AND EQUIPMENT FUELING Description and Purpose Vehicle equipment fueling procedures and practices are designed to prevent fuel spills and leaks, and reduce or eliminate contamination of stormwater. This can be accomplished by using offsite facilities, fueling in designated areas only, enclosing or covering stored fuel, implementing spill controls, and training employees and subcontractors in proper fueling procedures. Limitations Onsite vehicle and equipment fueling should only be used where it is impractical to send vehicles and equipment offsite for fueling. Sending vehicles and equipment offsite should be done in conjunction with a Stabilized Construction Entrance/ Exit. Implementation Use offsite fueling stations as much as possible. These businesses are better equipped to handle fuel and spills properly. Performing this work offsite can also be economical by eliminating the need for a separate fueling area at a site. Discourage "topping -off" of fuel tanks. Absorbent spill cleanup materials and spill kits should be available in fueling areas and on fueling trucks, and should be disposed of properly after use. Drip pans or absorbent pads should be used during vehicle and equipment fueling, unless the fueling is performed over an impermeable surface in a dedicated fueling area. Use absorbent materials on small spills. Do not hose down or bury the spill. Remove the adsorbent materials promptly and dispose of properly. Avoid mobile fueling of mobile construction equipment around the site; rather, transport the equipment to designated fueling areas. Train employees and subcontractors in proper fueling and cleanup procedures. Dedicated fueling areas should be protected from stormwater runon and runoff, and should be located at least 50 ft away from downstream drainage facilities and watercourses. Fueling must be performed on level -grade areas. Protect fueling areas with berms and dikes to prevent runon, runoff, and to contain spills. Nozzles used in vehicle and equipment fueling should be equipped with an automatic shut 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 Description and PuMose Solid waste management procedures and practices are designed to prevent or reduce the discharge of pollutants to stormwater from solid or construction waste by providing designated waste collection areas and containers, arranging for regular disposal, and training employees and subcontractors. Suitable Applications This BMP is suitable for construction sites where the following wastes are generated or stored: Solid waste generated from trees and shrubs removed during land clearing, demolition of existing structures (rubble), and building construction Packaging materials including wood, paper, and plastic Scrap or surplus building materials including scrap metals, rubber, plastic, glass pieces and masonry products Domestic wastes including food containers such as beverage cans, coffee cups, paper bags, plastic wrappers, and cigarettes Construction wastes including brick, mortar, timber, steel and metal scraps, pipe and electrical cuttings, nonhazardous equipment parts, styrofoom and other materials send transport and package construction materials 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, litter and debris removal from drainage grates, trash racks, and ditch lines should be a priority. Trash receptacles should be provided in the contractor's 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. Full 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. lnsoection 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 mode. Incorporate requirements for concrete waste management into material supplier and subcontractor agreements. Sore 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. 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. Gravity Bag Filter Description: 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. Appropriate Applications: Effective for the removal of sediments (gravel, sand, and silt). Some metals are removed with the sediment. Implementation: 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. Maintenance: 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 stonoed: Inches No. PROBLEM or CONCERN YES NO N/A 1. is the site information posted at the entrance? ALF SHEET TITLE: STORM`VATER POLLUTION 2. Are all necessary permits attained and special provisions being implemented? XREF: S: \1211 \TEMP \dwgs \Tit1e1.dwg XREF: S: \1211 \016 \dwgs \1211016t.dwg co o Co 3. Is a construction entrance installed? Is it effective? Is it enough _< � 4. Public and private streets are clean? Q z 5. Are appropriate practices installed where stormwater leaves the site? Z a w Q 6. Silt fence is entrenched into the round? z � 0. C_.) o 7. Silt fence is upright? Fabric and stakes meet specifications? Fabric is not to torn? z w Z C\2 C�) U) Terminated to higher round? Property oined at ends? 0-:f �� Em-ow, " - 8. Sediment basins and traps are installed according to the Ian? The pipe or rock spillway is functional? E� F-11 &_ i 9. The earthwork for erosion and sediment control practices is properly raded, seeded and /or mulched? _­11 1-." � 5� 10. I Diversions swales and or waterbars are installed to plan and protected? z 11. Perimeter practices have adequate capacity and do not need to be cleaned out? P4 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? z 14. The frame, cross-bracing and/or stakes are adequate and meetspecifications? V-1 15. The fabric straw, mulch and/or stone is intact without holes or tears? 16. 1 Catch basin insert protection is installed where required? 17. Sediment has been removed from the practice? 18. Swoles and ditches have been stabilized or protected? 19. Stormwater outlets are adequately stabilized? 20. Temporary stabilization of distributed round has been addressed? 21. 1 Disturbed areas that will lie dormant for 15 days are planned to be protected? 22. All protected dormant areas meet a minimum 70% coverage 23. Growing vegetation has sufficient water and/or nutrients to row? 24. Permanent stabilization of disturbed ground is progressing through the project? 25. Final grading and stabilization is progressing on completed areas? 26. The soil has been ro erl re ared for seedin ? 27. 1 Hard or soft armorin 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. 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 ACTION 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: A111111111111111111111 1111 U') CD En Of ,.. \N ��R T p %V,,, I I '\'\�, � :;:"\ I'�: 4RQ 0 os G,ST * RF - � . No. �. *: PE19500260 : �r 2 � STATE OF :. 1::c - := _.. .� 0 � � - -. / Q, , �/ONM, %" §\� Y/// / /// I t i l l I I 1 t 11111 \ kN\ DATE: 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. (2005) ^. _%0 .7- ,z - di��\r Schn\, 1 - THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 --1037 Telephone: 317.826.71 00 Fax: 317.826.7300 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.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: STORM`VATER POLLUTION PREVENTION NOTES DRAWING FILES: S: \1211 \031 \dwgs \C801- C802.dwg XREF: S: \1211 \TEMP \dwgs \Tit1e1.dwg XREF: S: \1211 \016 \dwgs \1211016t.dwg co o Co I� 0 _< � � Q z w I Z a w Q CO.) z � 0. C_.) o 11 . � z w Z C\2 C�) U) 0-:f �� Em-ow, " - I . >N-q E� F-11 &_ i w C23 . CD _­11 1-." � 5� z -0� C:) P4 Cv........,.) , z : . Q.) V-1 w &-iiiiiii, DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: STORM`VATER POLLUTION PREVENTION NOTES DRAWING FILES: S: \1211 \031 \dwgs \C801- C802.dwg XREF: S: \1211 \TEMP \dwgs \Tit1e1.dwg XREF: S: \1211 \016 \dwgs \1211016t.dwg XREF: S: \1211 \TEMP \dwgs \016Rd- newbs.dwg SHEET NO.: C(D (u(02 Curb if required gIrlaWnllr lace 9 R) I w I I Pavement SECT] ON A- A 6. SECTION A -A NOTES See Standard Drawing E 604 — SWCR -02 for groove details. 7. See Standard Drawing E 604 — SWCR -02 for details of detectable warnings surface. 8. See Standard Drawing E 604 - SWCR -02 for alternate curb construction. Offim See Standard Drawing E 604 - SWCR -02 for groove details. 70 See Standard Drawing E 604- SWCR -02 for details of the detectable womings. 8. See Standard Drawing E 604 - SWCR --02 for al ernate curb construction. 9. See Standard Drawing E 604- SWCR -02 for typical ramp construction detail. Sidewalk V-0 m1a Min V —D min Sidewalk Slope Slope 12:1 I 9. Curb optional. Shall be used when necessary based on field conditions. r6 SIDEWALK CURB RAMP TYPE K 10. See Standard Drawing E 604- SWCR -02 for typical C803 ramp construction detal. 11. See Standard Drawing E 604- SWCR -01 and -02 for Location Plan and General Notes respectively. @0 Curb or wall shall be used when necessary based on field conditions. 11. See Standard Drawings E 604- SWCR -01 and -02 for Location Plan and General Notes respectively. C m Sidewalk C °oCSe b� °° coarse j`� broomed finish s-0 7 C Curb if required 8 Slope 50:1 max. SIDEWALK �., PAVEMENT 1 SECTI ON C- C Sidewalk less than 6' -0 Curb if required 0 4` a1� ea � t 1P 0 Sidewalk 4' -0 6' -0 O Sidewalk I � min. � Sicpe 12.1 SECTION A —A Utility strip width: Type G - 2' -0 min. 5-0 min. for Type G Varies Type H - 0 6' -0 min. for Type H SECTION B -B L I f% -rr- n - A - R AtA- CURB RAMP 7) H B� SECTION B -B SIDEWALK CURB RAMPS TYPE F 7 C803 o� ,o �o �a o �o A � h�0 B SIDEWALK RAMP TypE G 10• Sidewalk across approach shall be sloped at 50:1 maximum transversely. 6. See Standard Drawing E 604- SWCR -02 for groove details. 11, See Standard Drawing E 604- SWCR -02 for typical ramp construction 7. See Standard Drawings E 604 - SWCR -02 for details of the detail. detectable warning surface. 12. See Standard Drowinq E 604 - SWCR -01 and -02 for Location Plan and 8. See Standard Drawing E 604 - SWCR -02 General Notes respectively. for alternate curb construction. 13. Vertical face curb optional. SIDEWALK CURB'S RAMP'S TYPE G AND TYPE H r08 C803 e B q sod c7 ~ a � r O I Cn D a � r �y o � rn D r vi o� o�o 0 SLOPE TO EXISTING GRADE _1% MIN. 10' 1'1 5' CONCRETE EXISTING GRADE SIDEWALK * FILL LOW AREAS TO MAINTAIN POSITIVE DRAINAGE 50' RIGHT OF WAY *30' BACK TO BACK 1: 4 MAX. SLOPE TO EXISTING GRADE 10' 2 13' 13' 2' 4' 4' 5' 2' ROLL CURB PROFILE GRADE 2' ROLL CURB No 2%'— -2% SLOPE 1/4 PER FOOT MIN SLOPE 1/4 PER FOOT MIN � ...•• •. • •• .p o.e o•o • o f•• a •� f• o. a. 1., •i ��.• I • • f•• •.• f• ••O•e•f•p•f•e•e•••f•••I•••••e•f •p•f •p•f •e•f•p•••••I• f•e•f• •f• • • •• ••f•••f•O Or• I•e ••• •e • ,,.`.,'t �: M•• • ••f•••••••I•e•1•• ■I•••••••••••I •e •f •• ■f•e•f •• ■••••�•••••• ■.• • ■• • • • • • • • • • ■ • • • • • • • • • • • • • ,�••• • ,e ••• •••/•••f � ••�•p•I•p•f•e•O•e•f•••fr••I•••f •e•f •e• /•s•f •p• /r e•�••�f•••f•• ••• f•• f•O ••, ••• • • • • . • •. •. f.e f.• •.• •re •.• •.• •fie •fie •�• •�• •�• •�• •�• •�• PERTAINS TO 30' STREET 1 " #11 HAC SURFACE 5" 5D BASE © PREPARED SUBGRADE PER INDIANA DEPARTMENT PIPE UNDERDRAIN (TYP) OF TRANSPORTATION SPECS. No. 207 SEE DETAIL 7" X53 COMPACTED STONE BASE 0 ALL PAVING SHALL BE COMPLETED IN ONE PAVING SEASON. TYPICAL STREET SECTION 0803 48' BETWEEN EXPANSION JOINTS (MAX.) I 1 \LI 111 \LU JVUVI \r%UL VlllV1U MV I LU ITV r\VVVI \Ur11YVL WITH SECTION 207.02 OF STANDARD INDOT SPECS. CONCRETE .51DEPIALK NO SCALE NOTES: BROOM FINISH AND EDGED CLASS 'A' CONCRETE 5 6" DEPTH OF CONCRETE TO BE USED ACROSS DRIVES C803 IF AGGREGATE IS REQUIRED X53 STONE WILL BE USED AT A MINIMUM OF 4 " 100' TOP OF CURB oo TRANSVERSE EXPANSION JOINTS BOTTOM OF CURB PAVEMENT TRANSVERSE CONTRACTION JOINTS (20' MAX. SPACING) CURB JOINT DETAIL 4 C803 STOP SIGN INSTALLED IN PROJECT NO.: HANDICAP, NO PARKING SIGN NOTE: DRAWN BY: CHECKED BY: c ALF SHEET TITLE: JOINTS SHALL BE CUT z w I I II II 2 W p WITH A JOINTER HAVING A `p X RADIUS 1 •' OF 1 /4" AND FILLED o U z Cn WITH JOINT FILLER. in W w U w rZ � zo 0• STEEL PIPE FILLED W/ CONCRETE 1 6' -0" MAXIMUM DISTANCE OR WIDTH OF WALK IF C-4 O CQ LESS THAN 6' -0" BETWEEN TRANSVERSE JOINTS r- 48' BETWEEN EXPANSION JOINTS (MAX.) I 1 \LI 111 \LU JVUVI \r%UL VlllV1U MV I LU ITV r\VVVI \Ur11YVL WITH SECTION 207.02 OF STANDARD INDOT SPECS. CONCRETE .51DEPIALK NO SCALE NOTES: BROOM FINISH AND EDGED CLASS 'A' CONCRETE 5 6" DEPTH OF CONCRETE TO BE USED ACROSS DRIVES C803 IF AGGREGATE IS REQUIRED X53 STONE WILL BE USED AT A MINIMUM OF 4 " 100' TOP OF CURB oo TRANSVERSE EXPANSION JOINTS BOTTOM OF CURB PAVEMENT TRANSVERSE CONTRACTION JOINTS (20' MAX. SPACING) CURB JOINT DETAIL 4 C803 STOP SIGN INSTALLED IN PROJECT NO.: HANDICAP, NO PARKING SIGN n LANDSCAPE AREA DRAWN BY: CHECKED BY: INSTALLED IN PARKING LOT. ALF SHEET TITLE: GENERAL HANDICAP LOCATIONS 2 -SIDED I I II II XREF: S: \1211 \TEMP \dwgs \Title1.dwg II II WHERE STALLS FACING. I� � 2" STEEL PIPE, ROUND OR SQUARE, Q z SET IN CONCRETE w U w � zo '0"'�6' STEEL PIPE FILLED W/ CONCRETE 1i1 CQ .S Z J II LU �U � a � � a 2' -0" z I I cum) E-o� W a- MIN. TO W CURB N NM Q En Ca LOWING EDGE GRA PAVING BASE F5 cr_ Cf CONCRETE FOOTING CD .j� ... % CONCRETE FOOLING 10" 180 . TRAFFIC SIGN AGE r3 NO SCALE C803 o -Q z � n � M O rn o (� r �• n c c M O Ln O o --i o > zo � Z D 3' TOP SOIL COMPACTED BACKFlLL EXISTING GRADE — / 7 �. 4-z 2e UINUUM 18' RADIUS CONCREX ROLL CURB &GUTTER NO SCALE NOTES: INTEGRAL CURB Y1TH CONCRETE PAVEMENT SHALL BE SP.JIAR SHAPE CURE ALL EPOSED SURFACES CONTRACTION JOINTS SHALL BE 'IbOLm OR SAWED IN CONTINUOUSLY POURED CURBS TO A AUNIAIUId DEPTH OF 1/2' DAMPEN SUBGRADE BEFORE RACING CONCRETE CONTROL J0ZNT5 EVERY 5' MINIMUM ON RADII OTHERWISE EVERY 10' IdINIbIUAI NO BAgff1WNG OR COMPACTION MAY OCCUR 12' FROM CURB UNTIL 5 FULL DAYS HAVE PASSED AFTER PLACING CONCRETE r2" C803 z 0 w `\ \`\\\\011111IIII1111/// iT ZZ X ATE, O �/ uI111111111u DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) U U (ar THE SCHNEIDER CORPORATION Historic' Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com I� Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C803— C805.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S: \1211 \031 \dwgs \as6std.dwg SHEET NO.: I� � � Q z w U w � zo CQ � z w � � a z cum) W DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C803— C805.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S: \1211 \031 \dwgs \as6std.dwg SHEET NO.: NOTE: SEPARATION BETWEEN WYE FITTING: A. OPPOSITE SIDE LATERALS BELL MINIMUM 8' MINIMUM 2) BELLTO SPG O OT MAY BE ADJACENT (TYPICAL ALL LATERALS �Z B. SAME SIDE LATERALS GREATER THAN 12' 1) 5' MINIMUM SEPARATION DEEP) 6' MINIMUM { (TYPICAL ALL LATERALS SHALLOWER THAN 12' RIGHT -OF -WAY DEEP) I (TYPICAL ALL OR EASEMENT LINE LATERALS) t i FOR SEPARATION SEE NOTE ONE PIECE TEE -WYE REQUIRED j� NOTE: ,�� ,_.. - u, ; T�� . ,; -�° RIGHT -OF -WAY ALL WYES AND LATERAL PIPE FROM 12' -20' FEET DEEP — OR EASEMENT LINE SHALL BE SDR 26 (MINIMUM PIPE STIFFNESS OF 115).�''tt�;�- ALL LATERALS OVER 20' DEEP SHALL BE SDR 23.5 s : „ (MINIMUM PIPE STIFFNES OF 153) AND WYES SHALL BE 6 SDR 35 OR SDR 26. SCH 40 PVC PIPE `It�,I (ALL LATERALS SHALLOWER MAIN SEWER LINE �} t`� THAN 12') * BEDDING TO BE PLACED ON UNDISTURBED -� EARTH COMPACTION OF #8 STONE NOTE: PLACE A MINIMUM 8" DIAMETER HDPE PIPE AROUND LATERAL PRIOR TO BACKFILLING. HDPE PIPE TO EXTEND INTO CONCRETE. 22.5' OR 45' 4' MINIMUM i y1 IS CRITICAL UNDER ALL JOINTS AND FITTINGS. �T IF PROPER COMPACTION CANNOT BE ACHIEVED, r� -` 11 THEN PLACE A MINIMUM OF 6" OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH CONCRETE PLAN VIEW O AR ON STABLE GROUND (PER ENGINEER} PAINTED GREEN 2" X 4" DEPTH TO LATERAL TO BE SOLID PVC OR HDPE CAP OR S.S. BANDED RUBBER BOOT. SHOWN ON MARKER. (TYPICAL ALL LATERALS) A MINIMUM OF 8" OF #8 STONE OVER RIGHT –OF –WAY THE CONCRETE CAPPED WYE SHALL BE OR EASEMENT LINE PLACED PRIOR TO BACKFILLING, 4' FINISHED GRADE 2' MINIMUM 4' MINIMUM 22.5' OR 45' \i j�j / 5' MINIMUM – 8' MAXIMUM (TYPICAL ALL LATERALS) 75' OR LESS FOR SHORT SIDE LATERALS 45' OR LESS FOR LONG SIDE ? ``r CAP FOR LATERALS THIS ANGLE MUST BE 45' OR FUTURE CONNECTION 'a ' LESS FOR ALL LATERALS (TYPICAL ALL LATERALS) ' SHALLOWER THAN 12 FEET. MINIMUM 4" CONCRETE CAP REQUIRED, NOT TO EXCEED BEYOND FIRST PIPE JOINT OF �— 6" MINIMUM MINIMUM FALL– 1/8" PER FOOT MAY NEED TO BE DEEPER FOR WYE. IF A WYE IS 11 TO 12 DEEP, THEN T CONCRETE CAP IS REQUIRED AT THE t (TYPICAL ALL LATERALS) LONG BUILDING LATERALS OR ENGINEER'S DISCRETION. MINIMUM FINISHED GRADES SLOPING AWAY CONCRETE STRENGTH OF 3500 PSI, 28 FROM SEWER. DAY COMPRESSIVE STRENGTH. NOT REQUIRED FOR DUCTILE IRON TEE. SECTION FOR LATERALS GREATER THAN 12' NOTE: DEEP, INSTALL ONE PIECE TEE –WYE. ALL LATERAL BEDDING SHALL BE ALL FITTINGS SHALL BE OF ONE PIECE AGAINST UNDISTURBED TRENCH. CONSTRUCTION. MORE THAN 12' DEEP LESS THAN 12' DEEP NOTE: DEPTH OF SERVICE LATERAL SHALL BE MEASURED FROM FINISHED GRADE TO THE TOP OF MAIN SEWER LINE. ALL PIPING FROM WYE TO 45'/22' FITTING AT 5-8' BELOW GRADE SHALL BE SDR 26 TO 20' DEEP OR SDR 23.5 GREATER THAN 20' DEEP. SERVICE LATERAL DETAIL 6 C804 I PLACE 1/2- DIA EXTRUDABLEy IF 'B' IS PREFORMED GASKET MATERIAL IN EACH KEYWAY (SEE DETAIL). 18" OR MORE PLAN VIEW NO SPECIAL PIPE MATERIAL OR GRADE REQUIREMENTS LESS THAN 18' 63' PVC (EITHER ASTM D 2241 (SDR 21) OR ANSI /AWWA C900 (DR 18) OR ANSI /AWWA C905 (DR 21) OR DUCTILE IRON (CLASS 51 MINIMUM) PRECAST CONCRETE ADJUSTING RING OR WIN. 12' FLANGE OF CASTING ........... .:D: 4 " -12' :' ::.:.: :v::• ::•:::•: ::: NOMINAL 1/2" BUTYL RUBBER 24" I.D. BASE EXTRUDABLE PREFORMED GASKET MATERIAL (TYP) � � � "O.D. SEE DPW SPECS. 34 GASKET DETAIL SECTION A —A 7 ADJUSTING RING DETAIL C804 (FIGURE 5 -4B) SANITARY SEWER BENCH SLOPE= 1/2" PER FOOT FLOW CHANNEL DETAIL 8 (804 I I A MINIMUM 4" DIA PIPE CLEANOUT SHALL BE INSTALLED WITHIN THREE (3) FEET OF OUTSIDE BUILDING WALL A PLUG SPECIFIED BY THE PIPE MANUFACTURER SHALL BE USED TO ENSURE 100% WATERTIGHTNESS. I1/8 BEND 3' FROM �I BUILDING kvo) NOTE: CASTING SHALL BE INSTALLED SO THAT THEY DO NOT CONTACT THE LATERAL OR LATERAL CAP. 20 VESTAL CASTING WITH 12” LID, LETTERED "SEWER" WITH PENTAGONAL BOLT /LOCK HDPE PIPE TO EXTEND 6" PVC C MINIMUM 3" ABOVE STONES 20 "0 FRATCO HDPE METER PIT, / 7.2 LBS /FT, MIN. 3' DEEP OR EQ UAL \i 6" FROM TOP OF PIPE TO BOTTOM OF METER PIT. CONTRACTOR SHALL NOT ALLOW METER PIT TO CONTACT LATERAL /TEE –WYE CONCRETE CAP. TRUNK LINE LATERAL MIN, SIZE 6 "-\ /8 BEND *COMPACTION OF GRANULAR BACKFILL IS CRITICAL UNDER WYE AND BEND. IF PROPER COMPACTION CANNOT BE ACHIEVED, PLACE A MIN. OF 6" OF CLASS B CONCRETE AROUND 1/8 BEND. ' SERVICE WYE BLDG LATERAL MIN SIZE =4" FLOW —� MINIMUM 1" & MAXIMUM 4" NOTE: CONCRETE APRON AND CASTING SHALL BE CLEARANCE FROM TOP OF INSTALLED SO THAT THEY DO NOT CAP TO BOTTOM OF CASTING CONTACT THE LATERAL OR LATERAL CAP. NEENAH R- 1972 –AL OR EAST JORDAN V- 1601 -1 WITH SEWER ON CASTING FINAL GRADE \C5/1\73\, \ ,�, 6" PVC CAP 6 CLEARANCE FROM TOP OF PIPE 36 x 36 x 6'0 CONCRETE TO TOP OF #8 STONE APRON WITH FIBERMESH 6 MINIMUM (TYP.) REINFORCEMENT. jv 6" SDR35 PVC PIPE (6 X 6 X 6) TEE –WYE/ CLEANOUT TYPE -3 (GRASS OR LANDSCAPE SURFACES BEYOND THREE FEET OF BUILDING) I I ' ,1Ir 111 ,111 �l(r ,, lr, II, .Ilr ,111, ,1j! PLAN VIEW C.I. LOCATOR ROD OR MAGNETIC TAPE INSTALLED PER SECTION 7.02 -C. I MIN. FAIT 30' RIGHT -OF -WAY LINE I 1 /4 „ /FT I /BELL HOLES SHALL BE PROVIDED UNDER PIPE I ELEVATION SERVICE CONNECTION FOR SHALLOW SEWERS LESS THAN 15' DEEP (FIGURE 7 -4) 2 CONCEALED NEENAH R- 1077 —A COVER WITH PICKHOLES 0 180' NEENAH R- 1712 —B —SP FRAME WITH (N9204 —A OR CITY SELF — SEALING APPLICATION OR APPROVED EQUAL) a 13 0 4 EQUAL PER SECTION 5.04 (G) M E3 0 1313 00 Ba tv 8§ 2' LETTERS, RECESSED, M0000 FLUSH WITH SURFACE vOOP FRAM AND COVER MACHINE BEARING 'SELF — SEALING" (FIGURE 5-7) —SURFACE APPLICATION 1n i- • X PRECAST CONCRETE ADJUSTER 5 24" DIA (SEE DETAILSI) DPW SPECS BUM RUBBER BASE) ECCENTRIC CONE SECTION EXTERIOR BACKPLASTER MATERIAL 1/4' ±1/16" MIN. THICKNESS FROM d 2" BELOW TOP OF CONE TO CASTING, PER NOTE: DPW SPECS. MANHOLE CONFORMS TO ASTM C -478 JOINT CONFORMS TO 48" OR 60" DIA ASTM C -443 SEE SECTION 5.041( DPW SPECS SEWER PIPE TO MANHOLE CONNECTIONS SHALL v. FOLLOW SECTION 5.04 M OF THE DPW SPECS SNF SHALL BE: FLEXIBLE BOOT KOR —N —SEAL 1 OR 2, FLEXIBLE in CONNECTOR, CAST —IN —PLACE DURA —SEAL 0 —RING GASKET BETWEEN GASKET, "A" —LOCK GASKET OR AN APPROVED ALL RISER AND CONE EQUAL SECTIONS, PLUS 1/2" EXTRUDABLE GASKET MIN. 1/2" PER (KENT" SEAL OR EQUAL) FOOT SLOPE PRECAST CONCRETE • • SECTIONS • : :.. ... .d. •.... ti : :: 3 . • .;..` <.1 . #4 REBAR ®12" O.C.—B.W. 3" y ......... ..A....a 6. 6" OR 8" PER SECTION 5.04E DPW SPECS 6- BEDDING: MATERIAL 6" #2 STONE FLOW CHANNELS —THE FLOW CHANNELS WITHIN MANHOLES SHALL BE AN INTEGRAL PART OF THE PRECAST BASE. THE CHANNELS SHALL BE SHAPED AND FORMED FOR A CLEAN TRANSITION WITH PROPER HYDRAULICS TO ALLOW THE SMOOTH CONVEYANCE OF THE FLOW THROUGH THE MANHOLE. THE BENCH WALL SHALL BE FORMED TO THE CROWN OF THE INLET AND OUTLET PIPES TO FORM A "U" SHAPED CHA NgL THE BENCH WALL SHALL SLOPE BACK FROM THE — — — — _ CROWN AT 1%2 PER FOOT TO THE MANHOLE WALL. (FIGURE 5 -1) NOT SANTARY MANHOLE SHALL INCLUDE STEPS. MANHOLE STEPS SHALL BE POLYPROPYLENE, POLYPROPYLENE COATED STEEL REINFORCING OR AN APPROVED NON — CORROSIVE FIBERGLASS MATERIAL. THE COPOLYMER POLYPROPYLENE SHALL MEET THE REQUIREMENTS OF ASTM D -4101 REINFORCED WITH DEFORMED 318" MIN. DIAMETER REINFORCING STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A -615, GRADE 60. NON — COATED CAST IRON STEPS ARE NOT ACCEPTABLE. STEPS SHALL BE A MAXIMUM OF 24" FROM TOP, 24" FROM BOTTOM AND 16" SPACING BETWEEN. FLOW MINIMUM 1" CLEARANCE FROM TOP OF CAP TO BOTTOM OF CASTING FINAL GRADE 6" PVC PIPE TEMPORARY \ \/ GLUED CAP / (6" X 6" X 6 ") TEE –WYE 6" SEWER LATERAL \ �\ \ ' \ \ \ \ \ 6" SEWER LATERAL #8 STONE BELOW CONCRETE APRON TO PREVENT CLEANOUT TYPE 2 SETTLING. EXTEND TO UNDISTURBED EARTH. ( HARDSCAPE SURFACES AND ALL OTHER INSTALLATIONS BEYOND THREE FEET OF BUILDING) FINISHED r'oAnr 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. 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 3. SHORTEST, MOST DIRECT ROUTE FROM THE BUILDING TO THE 6" PVC CAP EXISTING LATERAL STUB. ,II �lr FINAL GRADE FOUNDATION �•.`{ . � ��� � \� \ \� \/� �' . (FOOTER) • ' r 6" PVC PIPE 3' MIN. 3 MINIMUM (6" X 6" X 6 ") TEE -WYE FLOW —� 4" SEWER 6 MINIMUM. SEE SANITARY 6" SEWER LATERAL SEWER TRENCHING, BEDDING AND BACKFILL DETAIL 6" x 4" REDUCER GLUED WITHIN 3' OF THE FOUNDATION OR GASGETED OUTSIDE OF THE FOUNDATION CLEANOUT TYPE 1 (ONLY LANDSCAPED SURFACES WITHIN THREE FEET OF BUILDING) NOTEDUTSIDE 3' OF THE FOUNDATION ALL CLEANOUTS ARE TO BE 6" SDR 35 GASGETED PIPE ALL CLEANOUT FITTINGS ARE TO BE SDR 26 TYPICAL CLEANOUT DETAILS NOTE: �\ \ WATER MAINS SHALL NOT BE LOCATED IN THE SAME TRENCH \ AS SANITARY SEWERS. �j \ \� 'A" i SANITARY SEINER 10' MINIMU 10' MINIMUM WATER MAIN JOINT JOINT SANITARY SEWER "A" FLOW CATER MAIN IF 'A' IS IF 'B' IS THEN SANITARY SEWER PIPE SEGMENT SHALL BE 18" OR MORE 10' OR MORE NO SPECIAL PIPE MATERIAL OR GRADE REQUIREMENTS LESS THAN 18' LESS THAN 10' PVC (EITHER ASTM D 2241 (SDR 21) OR ANSI /AWWA C900 (DR 18) OR ANSI /AWWA C905 (DR 21) OR DUCTILE IRON (CLASS 51 MINIMUM) WIN. 12' /8 CRUSHED STONE OR APPROVED EQUIV. CLEANOUT TYPE -3 (GRASS OR LANDSCAPE SURFACES BEYOND THREE FEET OF BUILDING) I I ' ,1Ir 111 ,111 �l(r ,, lr, II, .Ilr ,111, ,1j! PLAN VIEW C.I. LOCATOR ROD OR MAGNETIC TAPE INSTALLED PER SECTION 7.02 -C. I MIN. FAIT 30' RIGHT -OF -WAY LINE I 1 /4 „ /FT I /BELL HOLES SHALL BE PROVIDED UNDER PIPE I ELEVATION SERVICE CONNECTION FOR SHALLOW SEWERS LESS THAN 15' DEEP (FIGURE 7 -4) 2 CONCEALED NEENAH R- 1077 —A COVER WITH PICKHOLES 0 180' NEENAH R- 1712 —B —SP FRAME WITH (N9204 —A OR CITY SELF — SEALING APPLICATION OR APPROVED EQUAL) a 13 0 4 EQUAL PER SECTION 5.04 (G) M E3 0 1313 00 Ba tv 8§ 2' LETTERS, RECESSED, M0000 FLUSH WITH SURFACE vOOP FRAM AND COVER MACHINE BEARING 'SELF — SEALING" (FIGURE 5-7) —SURFACE APPLICATION 1n i- • X PRECAST CONCRETE ADJUSTER 5 24" DIA (SEE DETAILSI) DPW SPECS BUM RUBBER BASE) ECCENTRIC CONE SECTION EXTERIOR BACKPLASTER MATERIAL 1/4' ±1/16" MIN. THICKNESS FROM d 2" BELOW TOP OF CONE TO CASTING, PER NOTE: DPW SPECS. MANHOLE CONFORMS TO ASTM C -478 JOINT CONFORMS TO 48" OR 60" DIA ASTM C -443 SEE SECTION 5.041( DPW SPECS SEWER PIPE TO MANHOLE CONNECTIONS SHALL v. FOLLOW SECTION 5.04 M OF THE DPW SPECS SNF SHALL BE: FLEXIBLE BOOT KOR —N —SEAL 1 OR 2, FLEXIBLE in CONNECTOR, CAST —IN —PLACE DURA —SEAL 0 —RING GASKET BETWEEN GASKET, "A" —LOCK GASKET OR AN APPROVED ALL RISER AND CONE EQUAL SECTIONS, PLUS 1/2" EXTRUDABLE GASKET MIN. 1/2" PER (KENT" SEAL OR EQUAL) FOOT SLOPE PRECAST CONCRETE • • SECTIONS • : :.. ... .d. •.... ti : :: 3 . • .;..` <.1 . #4 REBAR ®12" O.C.—B.W. 3" y ......... ..A....a 6. 6" OR 8" PER SECTION 5.04E DPW SPECS 6- BEDDING: MATERIAL 6" #2 STONE FLOW CHANNELS —THE FLOW CHANNELS WITHIN MANHOLES SHALL BE AN INTEGRAL PART OF THE PRECAST BASE. THE CHANNELS SHALL BE SHAPED AND FORMED FOR A CLEAN TRANSITION WITH PROPER HYDRAULICS TO ALLOW THE SMOOTH CONVEYANCE OF THE FLOW THROUGH THE MANHOLE. THE BENCH WALL SHALL BE FORMED TO THE CROWN OF THE INLET AND OUTLET PIPES TO FORM A "U" SHAPED CHA NgL THE BENCH WALL SHALL SLOPE BACK FROM THE — — — — _ CROWN AT 1%2 PER FOOT TO THE MANHOLE WALL. (FIGURE 5 -1) NOT SANTARY MANHOLE SHALL INCLUDE STEPS. MANHOLE STEPS SHALL BE POLYPROPYLENE, POLYPROPYLENE COATED STEEL REINFORCING OR AN APPROVED NON — CORROSIVE FIBERGLASS MATERIAL. THE COPOLYMER POLYPROPYLENE SHALL MEET THE REQUIREMENTS OF ASTM D -4101 REINFORCED WITH DEFORMED 318" MIN. DIAMETER REINFORCING STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A -615, GRADE 60. NON — COATED CAST IRON STEPS ARE NOT ACCEPTABLE. STEPS SHALL BE A MAXIMUM OF 24" FROM TOP, 24" FROM BOTTOM AND 16" SPACING BETWEEN. FLOW MINIMUM 1" CLEARANCE FROM TOP OF CAP TO BOTTOM OF CASTING FINAL GRADE 6" PVC PIPE TEMPORARY \ \/ GLUED CAP / (6" X 6" X 6 ") TEE –WYE 6" SEWER LATERAL \ �\ \ ' \ \ \ \ \ 6" SEWER LATERAL #8 STONE BELOW CONCRETE APRON TO PREVENT CLEANOUT TYPE 2 SETTLING. EXTEND TO UNDISTURBED EARTH. ( HARDSCAPE SURFACES AND ALL OTHER INSTALLATIONS BEYOND THREE FEET OF BUILDING) FINISHED r'oAnr 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. 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 3. SHORTEST, MOST DIRECT ROUTE FROM THE BUILDING TO THE 6" PVC CAP EXISTING LATERAL STUB. ,II �lr FINAL GRADE FOUNDATION �•.`{ . � ��� � \� \ \� \/� �' . (FOOTER) • ' r 6" PVC PIPE 3' MIN. 3 MINIMUM (6" X 6" X 6 ") TEE -WYE FLOW —� 4" SEWER 6 MINIMUM. SEE SANITARY 6" SEWER LATERAL SEWER TRENCHING, BEDDING AND BACKFILL DETAIL 6" x 4" REDUCER GLUED WITHIN 3' OF THE FOUNDATION OR GASGETED OUTSIDE OF THE FOUNDATION CLEANOUT TYPE 1 (ONLY LANDSCAPED SURFACES WITHIN THREE FEET OF BUILDING) NOTEDUTSIDE 3' OF THE FOUNDATION ALL CLEANOUTS ARE TO BE 6" SDR 35 GASGETED PIPE ALL CLEANOUT FITTINGS ARE TO BE SDR 26 TYPICAL CLEANOUT DETAILS NOTE: �\ \ WATER MAINS SHALL NOT BE LOCATED IN THE SAME TRENCH \ AS SANITARY SEWERS. �j \ \� 'A" i SANITARY SEINER 10' MINIMU 10' MINIMUM WATER MAIN JOINT JOINT SANITARY SEWER "A" FLOW CATER MAIN IF 'A' IS IF 'B' IS THEN SANITARY SEWER PIPE SEGMENT SHALL BE 18" OR MORE 10' OR MORE NO SPECIAL PIPE MATERIAL OR GRADE REQUIREMENTS LESS THAN 18' LESS THAN 10' PVC (EITHER ASTM D 2241 (SDR 21) OR ANSI /AWWA C900 (DR 18) OR ANSI /AWWA C905 (DR 21) OR DUCTILE IRON (CLASS 51 MINIMUM) WIN. 12' /8 CRUSHED STONE OR APPROVED EQUIV. 4" SEWER 6 MINIMUM. SEE SANITARY 6" SEWER LATERAL SEWER TRENCHING, BEDDING AND BACKFILL DETAIL 6" x 4" REDUCER GLUED WITHIN 3' OF THE FOUNDATION OR GASGETED OUTSIDE OF THE FOUNDATION CLEANOUT TYPE 1 (ONLY LANDSCAPED SURFACES WITHIN THREE FEET OF BUILDING) NOTEDUTSIDE 3' OF THE FOUNDATION ALL CLEANOUTS ARE TO BE 6" SDR 35 GASGETED PIPE ALL CLEANOUT FITTINGS ARE TO BE SDR 26 TYPICAL CLEANOUT DETAILS NOTE: �\ \ WATER MAINS SHALL NOT BE LOCATED IN THE SAME TRENCH \ AS SANITARY SEWERS. �j \ \� 'A" i SANITARY SEINER 10' MINIMU 10' MINIMUM WATER MAIN JOINT JOINT SANITARY SEWER "A" FLOW CATER MAIN IF 'A' IS IF 'B' IS THEN SANITARY SEWER PIPE SEGMENT SHALL BE 18" OR MORE 10' OR MORE NO SPECIAL PIPE MATERIAL OR GRADE REQUIREMENTS LESS THAN 18' LESS THAN 10' PVC (EITHER ASTM D 2241 (SDR 21) OR ANSI /AWWA C900 (DR 18) OR ANSI /AWWA C905 (DR 21) OR DUCTILE IRON (CLASS 51 MINIMUM) NOTE: SEPARATION DISTANCES FROM WATER SUPPLIES AND PIPE CLASSIFICATIONS SHALL CONFORM TO INDIANA STATE BOARD OF HEALTH'S 'ON -SITE WATER SUPPLY AND WASTEWATER DISPOSAL FOR PUBLIC AND COMMERCIAL ESTABLISHMENTS - BULLETIN S.E. 13" WELL /WATER SUPPLY & SEWER CROSSING DETAIL �01 NOTE: TO BE USED WHEN CLEAR DISTANCE (FROM EXTERIOR PIPE DIAMETER TO EXTERIOR PIPE DIAMETER) BETWEEN SANITARY SEWER PIPING (MAINS, LATERALS, FORCE MAINS, ETC.) AND ALL OTHER PIPES IS 18" OR LESS, PER ENGINEER'S DIRECTION, OR WHERE NOTED ON THE CONSTRUCTION PLANS. A MINIMUM CLEAR DISTANCE OF 3" MUST BE PROVIDED TO MAINTAIN STRUCTURAL INTEGRITY OF THE CONCRETE. CONCRETE MUST NOT COME INTO CONTACT WITH FORCE MAIN. AT LEAST 3" OF SAND MUST BE PLACED AS A CUSHION AROU THE FORCE MAIN. IF THE CONFLICT IS BETWEEN A WATER MAIN AND ANY SANITA SEWER PIPING, 18" CLEARANCE MUST BE MAINTAINED OR NOTE ABOVE APPLIES AND ONLY GRANULAR FILL MAYBE USED. �V �1V 4, �V � VV vv `� 3500 PSI CONCRETE B0170M OF TRENCH --/ CONCRETE CRADLE DETAIL 71 1 i CURB, GUTTER OR SIMILAR STRUCTU IN THE PUBLIC R �• �� r a r a OR SIMILAR STRUCTURE 'B' BORROW OR EQUIV. MIN. 1.25 Bc+12' GRANULAR MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY #B CRUSHED STONE OR APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE 6c WITHIN 5' OF EDGE OF PAVEMENT NOTE: ALL BEDDING do INITIAL BACKFILL SHALL BE INSTALLED IN 6' TO 12' BALANCED LIFTS A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE TRENCH DETAIL PLASTIC PIPE (PVC do HDPEI Perspective View -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH TOPSOIL TO ENSURE GRASS GROWTH REGLUR BACKFILL IVz REGULAR BACKFILL M MK 1.25 Bcl•12' MIN. 12" WIN. 12' /8 CRUSHED STONE OR 'B' BORROW OR EQUIV. MIN. 1.25 Bc+12' GRANULAR MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY #B CRUSHED STONE OR APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE 6c WITHIN 5' OF EDGE OF PAVEMENT NOTE: ALL BEDDING do INITIAL BACKFILL SHALL BE INSTALLED IN 6' TO 12' BALANCED LIFTS A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE TRENCH DETAIL PLASTIC PIPE (PVC do HDPEI Perspective View -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH TOPSOIL TO ENSURE GRASS GROWTH REGLUR BACKFILL IVz REGULAR BACKFILL M MK 1.25 Bcl•12' MIN. 12" WIN. 12' /8 CRUSHED STONE OR APPROVED EQUIV. NOTE: ALL BEDDING do INITIAL BACKFILL SHALL BE INSTALLED IN 6' TO 12' BALANCED LIFTS A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE TRENCH DETAIL PLASTIC PIPE (PVC do HDPEI Perspective View -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH TOPSOIL TO ENSURE GRASS GROWTH REGLUR BACKFILL IVz q• CLASS I BEDDING MATERIAL _ HAND TAMPED OR WALKED INIM PLACE BC GREATER THAN 5' FROM EDGE OF PAVEMENT NOTE ' C ALL BEDDING & INITIAL BACKFILL LEGEND SHALL BE INSTALLED IN 6' _ TO 12• BALANCED LIFTS Bc = OUTSIDE DIAMETER II ETER A MINIMUM 9' OF CLEARANCE SHALL D = INSIDE DIAMETER BE PROVIDED ON EACH SIDE OF d = DEPTH OF BEDDING T4E INSTALLED PIPE MATERIAL BELOW PIPE 3 TRENCH DETAIL (804 PLASTIC PIPE (PVC do HDPE) LEGEND Bc = OUTSIDE DIAMETER D - INSIDE DIAMETER d = DEPTH OF BEDDING MATERIAL BELOW PIPE 0i z 0 L,-i x` \\� ? IR'T,u,,n 107 ...T . AT 0. p IIIII{11111���� Cj DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schnei'eder THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering r� C\2 O � Q � � z w O W ,:�, C\2 Q r N N O � Z nw Z W 4 DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY. CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C803– C805.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S:\1211\031\dwgs\as6std.dwg SHEET NO.: REGULAR BACKFILL M MK 1.25 Bcl•12' MIN. 12" WIN. 12' /8 CRUSHED STONE OR APPROVED EQUIV. LEGEND Bc = OUTSIDE DIAMETER D - INSIDE DIAMETER d = DEPTH OF BEDDING MATERIAL BELOW PIPE 0i z 0 L,-i x` \\� ? IR'T,u,,n 107 ...T . AT 0. p IIIII{11111���� Cj DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) Schnei'eder THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering r� C\2 O � Q � � z w O W ,:�, C\2 Q r N N O � Z nw Z W 4 DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY. CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C803– C805.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S:\1211\031\dwgs\as6std.dwg SHEET NO.: DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY. CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \dwgs \C803– C805.dwg XREF: S: \1211 \TEMP \dwgs \Title1.dwg XREF: S:\1211\031\dwgs\as6std.dwg SHEET NO.: *Please see accompanied Aqua -Swirl specification notes. s shown), ax 10411 Pipe coupling Plan View by Contractor. Cover 12" long Stub -out by Manufacturer. 3" TyP• __ _____ ___ _ __ Paving - ___________ -==---- - - - - -- Paving --------___----- 9:=-== ------- - - - - -- =_________-- _______ 711 • '.. , :.p .:: Frame 101f Concrete 4 a� Concrete " °' '' •' ! • �,' • -' 4' ., 1/211 {/�11 1/211 ` L 1 L Manhole Frame and Rim elevations to match finished Cover by Manufacturer. grade. HDPE risers can be field (See Details) 3211 cut by Contractor. Grade (Rim) Varies Riser 6811 1 48" 1 Vent Arched Baffles AquaShleld1j" liTO RMWATER TR EATM L'NT 130LLITIONB Phone (888) 344 -9044 www.a uashieldinc.com Riser 6 Section A- I III "'4 C805 -11 This is a Sample Detail, Please contact AquaShield, Inc. for more Information Manhole Frame & Cover Detail - Document: AS -6 STD For H -20 Traffic Loading Areas it j AquaShield Drawn B : LZJ NTS WATER TREATMENT BOLLI TIO N9 Scale: 1:20 2733 hone (8 Drive, Suite 4 Chattanooga, 0- 3734 Date: 02/24104 Aqua -Swirl Concentrator Model A Standard Detail Phone (888)344 -9044 Fax (423)870 -1005 www.a uashieldinc.com U.S. Pantent No. 6524473 and other Patent Pending WTH OR SIDEWALK SXFACE CONCRETE CURB OR CURB & GUTTER A MAX 4" ADJUSTING RING PAVEM04T (SEE ADJUSTING RING DETAIL) �o 00 0 ROLL CURB & GUTTER 15 — NEENAH TYPE CASTING U�o 0 Wo 0 UNDERDRAIN TRENCH .'.;`. S• AGGREGATE FLUSH IMTH BAO( OF •/: GRADE • E• TYPICAL SECTION r- ASPHALT 48 31 r— ASPHALT 60 34 INSTALL FILTER FABRIC ON 60 38 PERIMETER 1 'li M AND 1 11'I C805 OVERLAP AT SUBGRADE LEVEL z 1 44 42 60 d SIMILAR STRUCTURE (0 DOUBLE WALL PIPE J8 WASHED AGGREGATE BUTYL RUBBER SEAL AT IN THE PUBLIC R /W JOINTS. UNDER PAVEMENT RECAST CONCRETE SECTIONS CLASS I BEDDING MATERIAL PREFORMED HOLE TO u ► MAX OF PIPE O.D. +6' SUBSURFACE DRAIN NO SCALE NOTES: PIPE SHALL CONFORM TO SPEC REQUIREMENTS OF SECTION 718 OF STANDARD spianCA m 7 INSTALLATION REQUIRED: BOTH SIDES OF PAVEMENT C805 CITY OF CARMEL STANDARDS STANDARD DRAWING SUBSURFACE DRAIN 10 -9 Gravel Backfill shall extend at least 3.5 feet outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 24" Backfill =W4 "I i Undisturbed Soil I- 24" . A MAX 4" ADJUSTING RING 00 00 00 � o0 00 (SEE ADJUSTING RING DETAIL) �o 00 0 ROLL CURB & GUTTER 15 — NEENAH TYPE CASTING U�o 0 Wo 0 4• R- 3501 -T OR .'.;`. APPROVED EQUAL NEENAH TYPE CASTING GRADE GRADE _ T. C. -1 1 I � r- ASPHALT CONCRETE GROUT IN ANY OPEN SPACES LEFT FROM PLACEMENT OF ADJUSTING RING. 36"x 24" M 1' ` (PRECAST ►: a C0 C.) F o 4' ADJUSTING RING I I VAR. PIPE S1ZE L I I (27" MAX.) :::.::::• ::. �; :•::: :: ..; 'CO 4'6 "x3'6" BASE STONE BEDDING TYPE V ROLL CURB INLET NO SCALE r 5 C805 v....'o.':..a....e.... OPENING c.'. A ALTERNATE CASTING — CURB PIPE UNDERDRAIN 15' IN _r 'EACH DIRECTION UNDER PAVEMENT. SEE DETAIL 36" CONCRETE COLLAR \I EACH STREET CENTERLINE o0 00 o� �o ROLL CURB & GUTTER GRADE NEENAH TYPE CASTING RIM R- 3501 -T OR 1_ APPROVED EQUAL 0 OPENING DIMENSIONS (INCHES) 000000 A MAX B I.D. 000000 12 36 000000 15 36 U�o 0 Wo 0 ROLL CURB & GUTTER 48 25 NEENAH TYPE CASTING GRADE T.C. R- 3501 —T OR APPROVED EQUAL 48 31 r— ASPHALT v....'o.':..a....e.... OPENING c.'. A ALTERNATE CASTING — CURB PIPE UNDERDRAIN 15' IN _r 'EACH DIRECTION UNDER PAVEMENT. SEE DETAIL 36" CONCRETE COLLAR \I EACH STREET CENTERLINE o0 00 o� �o ROLL CURB & GUTTER GRADE NEENAH TYPE CASTING RIM R- 3501 -T OR 1_ APPROVED EQUAL 0 OPENING DIMENSIONS (INCHES) NEENAH R- 1077 -A COVER WITH A MAX B I.D. C (MIN) 12 36 APPROVED EQUAL 15 36 21 18 48 25 21 48 28 24 48 31 27 60 34 30 60 38 33 60 C805 36 60 1 44 42 60 d STORM MANHOLE DETAIL r4 NO SCALE TYP E C �O5 PLACE 1/2- DIA EXTRUDABLE -V NEENAH R- 1077 -A COVER WITH PREFORMED GASKET MATERIAL IN NEENAH R- 1712 -B FRAME WITH EACH KEYWAY (SEE DETAIL). SELF - SEAUNG APPLICATION OR PLAN VIEW APPROVED EQUAL UP TO 60' 63* PRECAST CONCRETE 24' DIA RINGS IF NEEDED (4 MAX.) ADJUSTING RING OR FLANGE OF CASTING .'•'• • • • • • •' b 4' -12" ASPHALTIC MASTIC OR AS REQUIRED BY SITE CONDITIONS. NOMINAL 1/2- BUTYL RUBBER 24' I.D. 1- BASE EXTRUDABLE PREFORMED GASKET MATERIAL (TYP) 34"0 -D- SEE DPW SPECS. —I GASKET DETAIL SECTION A —A ADJUSTING RING DETAIL (FIGURE 5 -4B) ri FOR PIPES 24 "0 AND LESS MANHOLE CONFORMS TO C805 MANHOLE SIZE NEENAH R- 1077 -A COVER WITH PIPE TURNS NEENAH R- 1712 -B FRAME WITH "SELF- SEAUNG' SELF - SEAUNG APPLICATION OR APPUCATION APPROVED EQUAL UP TO 60' PRECAST CONCRETE ADJUSTER 42' 24' DIA RINGS IF NEEDED (4 MAX.) B4' ECCENTRIC CONE OR REDUCER CAP ASPHALTIC MASTIC OR AS REQUIRED BY SITE CONDITIONS. BUTYL RUBBER SEAL — — — — — CONE TOP TO MATCH ADJUSTING BETWEEN JOINTS. L RING PROFILE Z.- —I _ -- - - - - -� MIN. 1.25 Bc +12' ' 48 "0 MANHOLE NOTE. GRANULAR MATERIAL FOR PIPES 24 "0 AND LESS MANHOLE CONFORMS TO FULL HEIGHT ASTM C -478 JOINTS CONFORM TO MANHOLE STEPS AS 60 "0 MANHOLE AS1M C -443 SPECIFIED. FOR PIPES 27" - 36" 0 d SIMILAR STRUCTURE O-RING GASKET 16" TYP. 5" MIN. ASPHALTIC MASTIC OR BUTYL RUBBER SEAL AT IN THE PUBLIC R /W JOINTS. UNDER PAVEMENT RECAST CONCRETE SECTIONS CLASS I BEDDING MATERIAL PREFORMED HOLE TO MAX OF PIPE O.D. +6' MIN. 12' W/ NON- SHRINK CEMENT IB CRUSHED STONE OR GROUT BENCH WALLS AT MIN. V�. 1/2' PER FOOT SLOPE APPROVED EQUIV. '. A. 14 REBARS 0 12' O.C. INTO PLACE • EACH WAY (STEEL MESH Be AREA =0.12 SQ. IN. /SG. rA �i 'a °i ' a • •' 6' FT. OR APPROVED MIN" 8" BASE EQUAL) 6" HAND TAMPED OR WALKED _ MANHOLE BASE SET ON 6. OF #8 STONE MANHOLE SIZE PIPE PIPE TURNS 96' 48' GREATER THAN 45' TO 90' 96' 54 " -66' UP TO 60' 84' 42' GREATER THAN 45' TO 90' B4' 48' UP TO 45' 72' 42' -48' UP TO 45' 60' 33' -36' STRAIGHT THRU 60' 24 " -33' GREATER THAN 45' TO 90' PRECAST REINFORCED CONCRETE MANHOLE 2 NOTE STORM SEWER C805 f MANHOLE STEPS SHALL BE MADE FROM A STEEL REINFORCING ROD ENCAPSULATED IN A COPOLYMER POLYPROPYLENE RESIN. THE MANHOLE STEPS SHALL EQUAL OR EXCEED OSHA REQUIREMENTS. MANHOLE STEPS, MANUFACTURED BY M.A. INDUSTRIES, INC., PS -1 -PF, CLAY & BAILEY MFG. CO., OR EQUAL ARE ACCEPTABLE. TRENCH DETAIL REINFORCED CONCRETE PIPE (RCP) C.A.M. # 5Ox-05 TRENCH DETAIL REINFORCED CONCRETE PIPE (RCP) C.A.M. # 500-06 EDGE OF PAVEMENT, MIN. 6' TOPSOIL 1211.031 EDGE OF PAVEMENT, MIN. 6' TOPSOIL MIN. 6' TOPSOIL SIMILAR STRUCTURE 5' OR LESS TO ENSURE GRASS DETAILS CURB, GUTTER OR GREATER THAN 5' TO ENSURE GRASS GROWTH (C (OU(DC5 U O REGULAR BACKFILL SIMILAR STRUCTURE Z GROWTH EDGE OF PAVEMENT, 'B' BORROW OR EQUIV. MIN. 6' TOPSOIL MIN. 1.25 Bc +12' ' IN THE PUBLIC R/W GRANULAR MATERIAL MIN. 1.25 Bc+12' CURB, GUTTER 5' OR LESS TO ENSURE GRASS COMPACTED TO 95% MIN. If d SIMILAR STRUCTURE GROWTH IF NOT Z w T IN THE PUBLIC R /W - UNDER PAVEMENT CLASS I BEDDING MATERIAL E-4 MIN. 12' O IB CRUSHED STONE OR HAD TAMPED DR WALKED , APPROVED EQUIV. INTO PLACE O Be CLASS I BEDDING MATERIAL rA MIN. 1.25 Bc HAND TAMPED OR WALKED _ MIN. 125 Bc+12' 4• Z INTO PLACE BC / WITHIN 5' OF EDGE OF PAVEMENT GREATER THAN 5' FROM EDGE OF PAVEMENT REGULAR BACKFILL NOTE NOTE ALL BEDDING & INITIAL BACKFILL 'B' BORROW OR EQUIV. _ 'B' BORROW OR EQUIV. SHALL BE INSTALLED IN 6' A MINIMUM 9' OF CLEARANCE SHALL GRANULAR MATERIAL TO 12' BALANCED LIFTS BE PROVIDED ON EACH SIDE OF GRANULAR MATERIAL COMPACTED TO 95% THE INSTALLED PIPE d = DEPTH OF BEDDING COMPACTED TO 95% 1/6 Be MATERIAL BELOW PIPE STANDARD PROCTOR - BE PROVIDED ON EACH SIDE OF STANDARD PROCTOR DENSITY BC d DENSITY Be = OUTSIDE DIAMETER d = DEPTH OF BEDDING / MATERIAL BELOW PIPE Bc / d d = DEPTH OF BEDDING MATERIAL BELOW PIPE TRENCH DETAIL GREATER THAN 5' FROM EDGE OF PAVEMENT PLASTIC PIPE (PVC & HDPE) WITHIN 5' OF EDGE OF PAVEMENT NOTE NOTE ALL BEDDING & INITIAL BACKFILL ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6' SHALL BE INSTALLED IN 6' DEPTH OF BEDDING TO 12' BALANCED LIFTS DEPTH OF BEDDING TO 12' BALANCED LIFTS MATERIAL BELOW PIPE MATERIAL BELOW PIPE LEGEND A MINIMUM 9' of CLEARANCE SHALL A MINIMUM 9' OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF D d MIN. BE PROVIDED ON EACH SLIDE OF THE INSTALLED PIPE D fALkL THE INSTALLED PIPE Be = OUTSIDE DIAMETER D = INSIDE DIAMETER 27' & SMALLER 3' 2T & SMALLER Y d = DEPTH OF BEDDING 30' TO 60' 4' 30' TO 60' a MATERIAL BELOW PIPE 66' & LARGER 6' 66' & LARGER 6' TRENCH DETAIL REINFORCED CONCRETE PIPE (RCP) C.A.M. # 5Ox-05 TRENCH DETAIL REINFORCED CONCRETE PIPE (RCP) C.A.M. # 500-06 3 C805 TRENCH DETAIL PLASTIC PIPE (PVC & HDPE) EDGE OF PAVEMENT, EDGE OF PAVEMENT, MIN. 6' TOPSOIL 1211.031 CURB, GUTTER OR MIN. 6' TOPSOIL GREATER THAN 5 SIMILAR STRUCTURE 5' OR LESS TO ENSURE GRASS DETAILS IN THE PUBLIC R/W GROWTH XREF: S:\1211\031\dwgs\as6std.dwg GROWTH (C (OU(DC5 U O REGULAR BACKFILL Z 'B' BORROW OR EQUIV. MIN. 1.25 Bc +12' ' GRANULAR MATERIAL MIN. 1.25 Bc+12' COMPACTED TO 95% MIN. If d --I iW1- STANDARD PROCTOR Z w W &-4 T DENSITY - CO CLASS I BEDDING MATERIAL E-4 MIN. 12' O IB CRUSHED STONE OR HAD TAMPED DR WALKED APPROVED EQUIV. INTO PLACE O Be CLASS I BEDDING MATERIAL rA HAND TAMPED OR WALKED _ 4• Z INTO PLACE BC / WITHIN 5' OF EDGE OF PAVEMENT GREATER THAN 5' FROM EDGE OF PAVEMENT NOTE NOTE ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6' LEGEND TO 12' BALANCED LIFTS SHALL BE INSTALLED IN 6' A MINIMUM 9' OF CLEARANCE SHALL Be = OUTSIDE DIAMETER TO 12' BALANCED LIFTS BE PROVIDED ON EACH SIDE OF D = INSIDE DIAMETER THE INSTALLED PIPE d = DEPTH OF BEDDING MATERIAL BELOW PIPE Bc = OUTSIDE DIAMETER 3 C805 TRENCH DETAIL PLASTIC PIPE (PVC & HDPE) EDGE OF PAVEMENT, PROJECT NO.: MIN. 6' TOPSOIL 1211.031 CURB, GUTTER OR SIMILAR STRUCTURE CHECKED BY: GREATER THAN 5 TO ENSURE GRASS SHEET TITLE: IN THE PUBLIC R/W DETAILS DRAWING FILES: S: \1211 \031 \d wgs\C803— C805. d wg GROWTH XREF: S:\1211\031\dwgs\as6std.dwg C\2 CD co (C (OU(DC5 U O REGULAR BACKFILL Z Q Z REGULAR BACKFILL MIN. 1.25 Bc+12' MIN. If d --I iW1- #8 CRUSHED STONE OR Z w W &-4 T APPROVED EQUIV. - CO CLASS I BEDDING MATERIAL E-4 O HAD TAMPED DR WALKED INTO PLACE O Be rA _ 4• Z / •1""i GREATER THAN 5' FROM EDGE OF PAVEMENT NOTE ALL BEDDING & INITIAL BACKFILL SHALL BE INSTALLED IN 6' LEGEND TO 12' BALANCED LIFTS LEGEND A MINIMUM 9' OF CLEARANCE SHALL Bc = OUTSIDE DIAMETER BE PROVIDED ON EACH SIDE OF D = INSIDE DIAMETER THE INSTALLED PIPE Be = OUTSIDE DIAMETER d = DEPTH OF BEDDING D = INSIDE DIAMETER MATERIAL BELOW PIPE d = DEPTH OF BEDDING MATERIAL BELOW PIPE TRENCH DETAIL PLASTIC PIPE (PVC & HDPE) z 0 (n LLJ O �I &• c� Tk o DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) .5chne*ider THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 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.: 09/28/06 1211.031 DRAWN BY- CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \d wgs\C803— C805. d wg XREF: S: \1211 \TEMP \dwgs \Tit1e1.dwg XREF: S:\1211\031\dwgs\as6std.dwg C\2 CD co (C (OU(DC5 U O Z Q Z I d --I iW1- -I--•{ Z w W &-4 T n w CO E-4 O � O w Z •1""i DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY- CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S: \1211 \031 \d wgs\C803— C805. d wg XREF: S: \1211 \TEMP \dwgs \Tit1e1.dwg XREF: S:\1211\031\dwgs\as6std.dwg SHEET NO.: (C (OU(DC5 J IAN UAK .l STANDARD TEE U v/11C V/-\LVG INSTALLATION PARALLEL TO MAIN PUMPER NOZZEL VALVE BOX COVER MARKED "WATER"j 3' -0" 4' -0" CAST IRON VALVE BOX HYDRANT HYDRANT 2 -2 &'I 2' HOSE NOZZL S -FINISH GRADE DEPTH VARIES, 4' -6" MINIMUM 1/2 CUBIC YARD OF CRUSHED STONE =1 � — UNDISTURBED EARTH 6" GATE VALVE CONCRETE THRUST BLOCK (DO NOT LENGTH VARIES COVER DRAIN HOLE) NO BENDS PREFERRED SECTION FIRE HYDRANT DETAILS 5 NO SCALE C806 OUTSIDE FACE AREA NOT LESS THAN VAWES GIVEN IN TABLE FOR 22 1/2' do 11 1/4' BENDS. PLAN STRAP IRON ANCHORS 2' WDE x 1/2- THICK- :4 OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR 90' & 45' BENDS. PLAN BRANCH PIPE CPWG 'C' I \ 15 I II II 11 II II OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES do WYES. - FOR PLUGS. PLAN 2 4 �I 3/4'8' o �..; a ANCHOR BOLTS x1 I + - o s :. I II IFI 5' DIAM. WASHER, 1' THICK .I 1 1 11I =_I ANCHOR BLOCK TO BE OF \ SECTION "D -D" CLASS 'B' CONCRETE OUTSIDE FACE AREA AS NOTED DOWNWARD BEND IN TABLE. SECTION "C -C" NOTE: ALL CONCRETE BLOCKING TO CONSIST OF CLASS 'B' CONCRETE POURED AGAINST FIRM GROUND. BLOCKING FOR PLUGS & BENDS BLOCKING FOR TEES & WYES PIPE SIZE w OUTSIDE FACE AREA SQ. FT. 30' SIZE OF RUN WE OF BRANCH OUTSIDE FACE AREA SO. FT. PLUG 90' BEND 45' BEND 22 1/2' 11 1/4- 20' 16 25 1.4 7 4 20' OR 16" 16, 12 24' 6' 16' 12 16 9 5 3 1 8' 6' 12' 7 9 5 3 2 2 3/4 " 10' 4 7 4 2 1 12' OR LESS 1,500 " 24 8' 3 5 3 2 1 10 6 1,800 =1 6" 2 3 2 1 1 - 14 1/2" 4' 2 3 2 1 1 4' 2.9 DETAIL - CONCRETE BLOCKING NO SCALE I.D. +1' -3" I.D. +1' -3" MINIMUM MINIMUM j.�< ' j;/ ti II' III I' \ \ . �% ,�.\ �\ \\% j ; , ;- \ III III I j jII III III iX Ld LLJ CL I III I I ;j III III I j\ ° -j 111 III I I I-1 I I III �� j I I III I I I j EXCAVATED T jj III III I j Ln F GRANULAR MATERIAL AS SPECIFIED j I I I II I I jj _ ° o 4 j jII III III j \ jLOWER LIMIT OF ROCK BACKFILL \ j co SAND CUSHION EACH JOINT TO UNDER PIPE BE DUG OUT TO PROVIDE A FIRM BEARING ON UNDISTURBED SOIL ROCK EXCAVATION EARTH EXCAVATION WATER MAIN INSTALLATION DETAILr6�� NO SCA9 C806 =r, CAIN r r -I EXISTING MAIN I j TAPPING SLEEVE I I I I VALVE & BOX PIPE OR BEND AS REQUIRED- - - - - ! I NOTE: f I BENDS & FITTINGS AS REQUIRED. I I SEE PLAN SHEETS FOR DETAILS. I I CONNECTION. TO EXISTING MAIN. SET TOP FLUSH WITH FINISHED GRADE VALVE SPECIFICATION: 4* M` • .i, i i. i. i, �w I rAT PIPE IRECT10N CULVERT F .�.�. NOTES 1. MINIMUM THICKNESS OF RIPRAP TO BE 12°. 2. GEOTEXIILE TO BE POLYFELT TS700 OR APPROVED EQUAL L° OR TO EDGE OF SAFETY LEDGE PLAN VIEW PIPE SIZE 8 La w SM d50 48' if 30' 20' 12' 42' 105 25' 18' 12' 36' 9' 20' 15' 9' 30' 7.5' 15' 17 9' 24' 6' 12' 10' 6' 12' -21' If 10' 1 8' 6' z PIPE ¢ W END RIPRAP & GEOTEX11LE CULVERT n SECTION (SEE NOTES) RIPRAP & GEOTEXTILE UNDER END SECTION 2' TOE ANCHOR 2' CROSS SECTION RIPRAP DETAIL @ END SECTION FIRE HYDRANT VALVE 3" AND LARGER SHALL BE L_<j ADJUSTABLE VALVE BOX IRON BODY NON- RISING STEM GATE (COVER TO BE MARKED \ 7 VALVE. VALVES SHALL BE RESILIENT "WATER" SEATED GATE VALVES AND SHALL } // MEET THE REQUIREMENTS OF I \,�� \� j It PAVEMENT ANSI /AWWA C -509 AND SHALL HAVE MECHANICAL JOINTS AND ACCESSORIES SHALL MEET THE CI VALVE BOX REQUIREMENTS OF ANSI /AWWA C-111/A21.11. �- WATER MAIN 8" -WATER MAIN GATE VALVE AND BOX- e NO scams C906 CONCRETE BLOI FIRE HYDRANT NO SCALE 9 �01 (FINAL) a_ PLAN VIEW Grooved end on outlet end tongue end on inlet end \. r D o _ r v? J DIA T (MIN) A C D << S� K OP I R2 APPROX. WEIGHT I PIPE I 2" CONCRETE CULVERT I I 6' -2" END SECTION 1.3 10 1 /8" �RIPAPBE COMPUTED LENGTH OF CULVERT PLACED PAY LENGTH END SECTION ON SIDE SLOPE WHEN OF CULVERT t LENGTH (D) CALLED FOR ON PLANS SLOPE DETAIL 1 1/2"r A Q I r-► o a a o 3" I Groove (or tongue) to f "C- be the some as on standard reinforced concrete pipe ASTM designation C76 I A CLASS 'A' CONCRETE LONGITUDINAL SECTION SECTION Y -Y 1 1 /2 "r I L l: To l: MAX.SPACING HOOK BOLTS 0 CLASS CONCRETE E +2T r -li SECTION A -A CONCRETE PIPE TOE ANCHOR DIMENSIONS OF CONCRETE END SECTIONS FOR ROUND PIPE DIA T (MIN) A C D E K R1 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„ 15 1/2" 12„ 1,300 2 3/4 " 11 " " 3' -6 6 ' -3 " 1.8 3'-6- 2.1 16 1/8 21 13 1,500 " 24 3" 1 -0 " , 2 -8 ,, " 6 i -3 " 4'- 0 2.3 „ 16 3 16 14" 1,800 27" 13 1/4" V -1" 2' -5" 1 6' -3" 4' -6" 2.6 18 1/2" 14 1/2" 2,100 30" 3 1/2" 1' -2" V -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" 3.1 18 1/2" 17 1/2" 4,100 36" 4" 1' -5" 3' -1" 8' -3" 6' -0" 3.4 23 3/4" 20" 4,200 48" 5" 2' -0" 2' -2" 8' -2" 7' -0" 128 1/8" 22" 1 6,500 * TOLERANCE +/- 1" PRECAST CONCRETE END SECTIO Cn z \o\\\\\� IRITI�u��u�,, % AT 0 } � � 11111111111111����\\\ DATE: THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2006) n THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: —i 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S:\1211\031\dwgs\C803-C805.dwg XREF: S:\1211\TEMP\dwgs\Titlel.dwg XREF: S: \1211 \031 \dwgs \as6std.dwg C\2 c� O (C (a CD o M w I a W z CO � Ua H Cn W CD ~ z co O C14 z DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: GENERAL DETAILS DRAWING FILES: S:\1211\031\dwgs\C803-C805.dwg XREF: S:\1211\TEMP\dwgs\Titlel.dwg XREF: S: \1211 \031 \dwgs \as6std.dwg SHEET NO.: (C (a CD EARTHWORK SANI 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 shall be buried on site, or removed off site, and disposed by the contractor. All surplus excavated material not required shall be stockpiled on site where designated by the Engineer. 3. Provide and place any special fill material from off the site as may be required. Fill obtained from off site shall be of kind and quality as specified 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 site shall be buried onsite or removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The location of on site bury pits shall be designated by the owner or the Engineer. 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, ect. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company and the Engineer. 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. Adjust subgrade elevations for topsoil thickness for areas receiving topsoil and seed. C. Compaction Requirements 1. All building pad areas shall be compacted to standards specified by local and /or state building codes. Minimum compaction shall be 95%%% Modified Proctor Density. 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 balance earthwork 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 accomplished 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. TARY SEWER SYSTEMS TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY 2002 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 12454B. 3. PVC sewer fittings shall conform to the requirements of ASTM D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in cne piece with elastomeric joints and minimum socket depths as specified in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or fabricated in accordance with section 7.11 with manufacturers standard pipe bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in section 7.4.1 of specifications. Gaskets for elastomeric joints shall be molded with a minimum crosssectional area of 0.20 square inches and conform to ASTM F -477 specification. Fittings shall be manufactured by Harco or equal. 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. O -rings shall conform to C -443. Kent Seal or equivalent s;,all also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers recommendations and performance specifications which have been provided by the manufacturer and accepted by the Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made and the vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating shall be applied around each manhole joint from 6- inches above to 6- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precaat plug material. 6. The manhole chimneys, including all riser rings shall be sealed using Infi - Shield Uniband or approved equal. Prior to placement, the top 4- inches of the manhole cone and casting frame shall be cleaned and primed. The Uniband shall extend from 3- inches below the top of the cone section to 2- inches over the flange of the manhole casting frame. 7. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineers representative should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12-- inches. 8. Backfill around all structures and all cuts under paved areas with granular material. Trenches opening within 5 -feet of paved roadways shall be backfilled with granular material in accordance with Section 211. Backfill under sidewalks shall be granular, unless the walks are constructed a minimum of 6 months after backfill has been in place. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. The Contractor shall be required to furnish the developer's Engineer with a set of prints, marked in red pencil, showing actual sewer location and invert, to include lateral location, dopth and length. Such osbuilt prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line being tested. 12. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: cone. °te pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 327 IAC 3 -6 -9. 17. Trench shall be opened sufficiently ahead of pipe laying to reveal obstruction, and shall be properly protected and /or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (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 sewerp have been completed and the lines have passed all punch lists. 19. All sewer laterals installed by the mainline Contractor shall be bedded the some as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing ony testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R 1642A or equal) and be self - sealing type. The costing flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15-inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be traced with a minimum size of 14 gauge wire from the wye to the terminus. The contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. CLAY TOWNSHIP REGIONAL WASTE DISTRICT SUMMARY OF LATERAL INSTALLATION REQUIREMENTS 1. Ail 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 ofoll 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 and filled with earthen material in a safe and sanitary manner. Please contact the appropriate County Board of Health for further information. 6. Acceptable Pipe Materials: PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE GASKETS JOINTS ASTM D 3212 GASKETS ASTM F -477 FITTINGS - SDR -26 DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS. CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND NO MORE THAN 100 FEET APART. 7. Bedding: Use Number 8 crushed stone or Number 8 fractured face aggregate Fill material is to be placed from 6 inches below to 6 inches above the pipe. The trench should be a minimum of 18 inches wide 8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR 21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District and the District ?s engineer prior to installation. 9. Where a transition is made between SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical coupling shall be used. 10. Laterals shall terminate within 3 feet of the building unless the conditions in item #3 above are met. No glued pipe shall be installed outside of building foundation walls. 11. Additional information on District standards and specifications may be obtained from the District ?s office during business hours of 8:00a.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at http://www.ctrwd.org/. Clay Township Regional Waste District 10701 North College Suite A. Indianapolis, Indiana 46280 Phone: 844 -9200 Fox. 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.01 -1 3-06cf SUMMARY OF REQUIREMENTS FOR CORE DRILLING MANHOLES 1. A current certificate of insurance is required to be on file prior to the work starting. 2. Before starting to dig check manhole for level. If questionable, plumb -bob manhole, notify General Contractor & CTRWD. 3. The manhole shall be properly supported during the core drilling process. 4. No coring, cutting, or drilling is permitted within six inches (6 ?) of a barrel joint. The hole edge shall be a minimum of six inches (6 ?) from any joint. 5. Any holes cut in the field shall be smoothly and cleanly drilled with a core - drillor in a manner acceptable to CTRWD. The hole shall be wiped clean. Boot shall meet ASTM C -923 specifications. Boot to be for ASTM 3034 - SDR -35 pipe. 6. Boot installation shall be flush top to bottom inside manhole. Inside Wedgeband shall be tightened to seventy -five (75) foot - pounds (torque). Retorque after fifteen (15) minutes. 7. Lube pipe with approved water dispersible lube at four (4) points very lightly (90- 180 -270 -360 degrees). Insert twisting and pushing pipe to proper depth. Tighten the outside stainless steel clamp to sixty (60) foot - pounds torque. 8. For cored holes, penetrations and /or other opening through a manhole or other sanitary structure, a separation of greater than eighteen (18) inches between the outer edge of resilient connectors is desired. If a separation of less than eighteen (18) inches exists, then additional reinforcement will be required in the structure or the structure diameter shall be enlarged to provide the required separation. 9. Cored holes, penetrations and /or other opening through a manhole or other sanitary structure shall have a minimum separation of eight (8) inches from the outer edge of resilient connectors. TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Diameter In. Minimum Time, min:s Length for Minimum Time, ft Time for Longer Length, S Specification Time for Length (L) Shown, min:s CHECKED BY: t� ALF SHEET TITLE: 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 5:40 386 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 15:49 17:48 12 11 :20 199 3.418 L 11 :20 11:20 11:24 14:15 17:05 19:58 22 :47 25:38 16 14:10 158 5.342 L 14:10 14 :10 17:48 22:15 26:42 31 :09 35:36 40:04 18 17:00 133 7.682 L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41 21 19:50 114 10.470 L 18:60 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 28:20 80 21.388 L 35:37 53:26 71:13 89:02 108:50 124:38 142:25 160:15 33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129:18 150:43 172:21 193:53 38 34:00 86 30.788 L 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46 STORM SEtR SYSTEMS 1. SCOPEOF WORK The wo< under this section includes all storm sewers, storm ater inlets, and related items, including excovang and backfilling, necessary to complete the work sbwn on the drawings. 2. MATERI LS A. Strm Sewers I. Reinforced concrete sewer pipe shall confirm to ASTM C -76 latest revision, with joints conforming to ASTM C -443 latest revision. 2. Corrugated PE Pipe and Fittings: AASHTO M 294, Type S, with smooth waterway coupling joints. A. Silttight Couplings: PE sleeve with ASTM D 1056, Type 2, Class A Grade 2 gasket material that mates with pipe and fittings to form silttight joints. B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot - blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints - Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. C. SUBDRAINS 1. Perforated plastic pipe subdrains shall conform to ASTM F -405. 3. APPLICATION A. Permits and Codes - The contractor's bid on contractor's bid on the work covered herein shall be based upon the drawings and specifications and compliance with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. B. Local Standards - the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. See also Earthwork Note 6.C. D. Workmanship - To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipelaying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports - Whenever in the opinion of the Engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling - for a depth of at least 12 inches above the top of the pipe, backfill with earth or granular material free from large stones, rock fragments, roots or sod. Tamp this backfill thoroughly, taking care not to disturb the pipe. For the remaining trench depth, backfill with earth or ranular material containing 9 t g stones or rocks not larger than 4 inches. Backfill under and within 5' of walks, parking areas, driveways and street shall be granular material only - thoroughly compacted by approved methods. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi - circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains - All subdrains shall be of the size shown on the plans and shall be constructed to the grades shown. J. Utilities - It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. K. Contractor to grout joints inside storm structures where pipes enter or exit and between structure and casting. WATER SYSTEMS CITY OF CARMEL - WATER DISTRIBUTION DEPARTMENT SPECIFICATIONS 11/2 " - 2" OUTSIDE METER PIT SET REVISED 11/03 1. METER PIT COVER. 20x36 STD METER BOX COVER. FORD # MC -36 -T 2. COPPER SETTERS FORD 11/2" - VBB76- 18B -44 -66 2" - VBB77- 18B -44 -77 MUELLER 11/2" -B -2423 18" MUELLER 2" -B -2423 18" 3. METER PIT 36 x 36" - FRATCO METER PITS. 36" - LENGTH OF N -12 OR EQUAL. 4. SERVICE LINE. ALL 11/2" AND 2" SERVICE LINES MUST BE COPPER. 5. BALL TYPE CURB STOP. MUST HAVE COMPRESSION TYPE FITTINGS ON BOTH ENDS AND BE SUPPORTED BY A CONCRETE BLOCK. Mueller- 25155 -3, Ford- 11/2" B44 -666 2" B44 -777. 6. SERVICE BOX with SERVICE BOX ROD. DEPTH OF BURY WILL VARY. 7. CORPORATION STOP. CORPORATION STOP SHOULD BE TAPPED DIRECTLY TO THE WATER MAIN AT THE HORIZONAL POSITION 3 O'CLOCK. 11/2 " - 2" DUCTAL IRON or PLASTIC- repair clamp with Threaded 11/2" or 2 ". SMITH -BLAIR # 238 FULL CIRCLE REPAIR CLAMP SINGLE BAND N OTES 1. Service lines require compression couplings only. 2. No meter pit shall be installed in a traffic area, driveway, or side walk. 3. There shall be no buried joints or couplings, except for the corporation stop on the 4. Main and the curb stop valve. 5. Care should b e take n "hen establlshling fin6 grade. The meter pit cover is expected to be at grade. 6. Using bricks or blocks to raise the meter pit cover will not be accepted. 7. Any questions should be directed to the Carmel Water Distribution Department at 571 -2648. 6" Fire Service Specifications: CITY OF CARMEL UTILITY PIPE INSTALLATION All work shall be in the best practices of the water utility industry and the American Water Works Association, and in accordance with all applicable Federal, State, and local codes and regulations. Furthermore: 1) Any damage done to the City of Carmel Utility ?s system by the Contractor /Developer or his affiliates shall immediately be repaired, to the satisfaction and direction of the City of Carmel Utility by the Contractor /Developer at his own expense. 2) Should the Contractor /Developer propose to depart from the specifications contained herein, he shall submit samples and /or specifications of such alternatives to the City of Carmel Utility before proceeding. 3) No work shall be performed under conditions which in the opinion of the City of Carmel Utilities would adversely affect the quality of the finished job. 4) The Contractor /Developer shall conduct his work so as not to interfere with the =present operation of the existing City of Carmel Utility ?s water /sanitary sewer system. If any work interference is encountered between the City of Carmel Utility and the Contractor /Developer, the City of Carmel Utility will receive priority in scheduling. City of Carmel Water Utility Approved List of Construction Materials 1. Water Main: Shall be Ductile Iron Pressure Class 350. 2. Reflective Warning Tape: Shall be installed 18in above pipe. 3. Tracing Wire (10 or 12 gage): To be installed with all water mains. There must be access to the tracer wire at each valve box, with enough wire in the valve box to insure the proper connection to the locating machine. 4. Fire Hydrants: Shall be Mueller or American Darling (Safety Yellow, M.A.B. # 0433291, Sherwin Williams # F75YP2) 5. Valves: Shall be resilient seat gate valve, Mueller, American, and Dezurik. Butterfly valves shall be used for sizes over 12in. 6. Fittings: Shall be Union, Tyler Revised 5/19/05 7. Mechanical Joints: Shall be made with Megalugs. 8. Valve Boxes: Shall be Union, Tyler 9. Posi Caps or Boxloks: Shall be installed, with each valve. 10. Curb Boxes: Shall be Union, Tyler 11. Tapping Sleeves: Shall be Smith Blair or Romac. 12. Repair Clamps: Shall be full circle stainless steel with ductile lugs. Smith Blair 226, Ford F -1, Mueller equal. 13. Tapped Repair Clamps: (For ?,1 in, 11/2 in, and 2in taps on PVC, 11 /2in and 2in on Ductile Iron and service repairs) shall be 12in long, full circle stainless steel with ductile lugs and tapered threads. Smith Blair, Ford, Mueller. 14. Sample Stations: Shall be installed at the utilities request. (GIL Industries model # EH101). 15. Service Lines: 3 /4in, 1 in, 11 /2in, 2in, Shall be K ? Copper. 16. Brass: Compression Fittings. (See Meter Pit Specs. For Make and Model #) 17. Joint Restrains: Shall be Field Lock Gaskets or Mechanical Bell Joint Restraints. 18. HDPE Sleeves: Shall be used for services that cross major city streets. 19. Additional Kickers: Shall be solid block and brick. No poured concrete. cii z CD Cn of �Sl" P 95 TES c f �luntittina����` DATE: 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. QC COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 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.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: t� ALF SHEET TITLE: GENERAL SPECIFICATIONS DRAWING FILES: S:\1211\031\dwgs\C90l.dwg REF: S: \1211 \TEMP \dwgs \Titlel.dwg SHEET NO.: C\2 0 F� o Z z W Z Z W � CQ r , Tv� n r4 U1 r -- En �--, 4 Z O W Z DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: GENERAL SPECIFICATIONS DRAWING FILES: S:\1211\031\dwgs\C90l.dwg REF: S: \1211 \TEMP \dwgs \Titlel.dwg SHEET NO.: STREETS 1. SCOPE OF WORK The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including but not limited to: All streets, parking areas in contract limits Curbs and gutters Sidewalks and concrete slabs, exterior steps H. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. I. Bituminous Pavement - Hot asphalt concrete pavement shall be as specified in Section 402 and must comply with Section 401.05 of the Indiana Department of Transportation Specifications latest revisions. Paving will not be permitted during unfavorable weather or when the temperature is 40 degrees F. and falling. J. Compacted Aggregate Subbase - the thickness shown 2. MATERIALS on the drawings is the minimum thickness of the limited to a maximum fully compacted subbase. Compaction shall be A. Concrete - Concrete shall be ready -mixed concrete accomplished by rolling with a smooth wheeled and shall be a mix of proportioned fine and roller weighing 8 to 1Q tons. Compact to 90% coarse aggregates with Portland cement and water. compaction using Standard Testing rocedures. 9 Minimum cement content shall be 6 bags per cubic Along curbs, headers and walls and at all placed yard of concrete and maximum water content shall not accessible to the roller, the aggregate be 5.5 U.S. gallons per sock of cement, including material shall be tamped with mechanical tampers moisture in the aggregate. Slump for normal or with approved hand tampers. weight concrete shall be a maximum of 4 inches ,__� and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. P--a Compressive strength of concrete at 28 days shall I be 4000 psi. All exterior concrete shall have z Z air entrainment of 5% to 8% by volume per ASTM C U �4 -260. Retempering of delivered concrete will not ­4 Z � be allowed. Concrete shall be composed of: v o 1. Portland cement - Conforming to ASTM C -150, Type IA or Type I I I A. Z w 2. Aggregates: Conformin to ASTM C -33 9 li--� 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non - extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1 -1 /2" 100 1 " 80 -100 3/4" 70 -90 1/219 55 -80 #4 35 -60 #8 25 -50 #30 12-30 #200 5 -10 3. APPLICATION A. Grading - Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades, after final compaction, to the required grades and sections for site improvement. B. Preparation of Subgrade - Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving. C. Compaction of Subgrade - The first 6 inches below the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the provisions of AASHO T -99 or 95% Modified (ASTM D- 1557). Water shall be prevented from standing on the compacted subgrade. D. Utility Structures - Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or have made, any necessary adjustments in Such structures. E. Placing Concrete 1. Subgrade - Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. 2. Forms - All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed. Forms shall be clean and smooth immediately before concreting. 3. Placing Concrete - Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F. or less, paragraph 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. F. Concrete Curb 1. Expansion Joints - Shall be 1/2 inch thick premoulded between storm structures & curb. 2. Contraction /Control Joints - Unless otherwise provided, contraction joints shall be sawed or scored joints spaced 10 feet on center, except for intersection radii where joints shall be placed 5' o.c. 3. Finish - Tamp and screed concrete as soon as placed, and fill any honey combed places. Finish square corners to 1/4" radius and other corners to radii shown. G. Concrete Walks and Exterior Steps 1. Slopes - Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. 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. City of Carmel Right -of -Way Paving Policy 1) General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, spreading, finishing, compaction and other work necessary to prepare foundations, instl 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 pats. 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 remedie 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 Stcdord 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 governingbodies 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. 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)Fmbankments shall be constructed in accordance with Section 203 of the Standard Spe6fica';ons. (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 e i n S ct o 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. C) Soil Subgrades i) Subgrades shall be prepared 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 ali ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or hot mix asphalt pavements are constructed. A proofroll shall be conducted in accordance with Section 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 the Aggregate Base. D) Existing Pavement i) Milling of existing pavement surfaces shall be in accordance with Section 306.02, 306.03, 306.05, 306.07 and 306.08 of the Standard Specifications. ii) Localized weak areas of the existing pavement section uncovered during the milling process shall be repaired in accordance with Section 304.02, 304.03, 304.05 or 305 of the Standard Specifications. iii) Prior to opening milled areas to traffic, the milled areas shall be cleaned of all material, debris and dust resulting from the operation. iv) Milled areas that remain open to traffic longer than those times stipulated in Section 306.05 of the Standard Specifications shall be subject to liquidated damages outlined in Section 306.05 of the Standard Specifications. The Contractor shall be responsible for payment of these liquidated damages. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted aggregate on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes segregation and moisture loss. v) Aggregate Bases shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. B) Temperature and Seasonal Limitations i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii} Frozen material shall not be placed. iii) Aggregate Bases must be placed and pass proof 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 subgrode 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 Specificotions. 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 proofrolls maybe 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 thicknesses equal or greater than those indicated on the approved construction documents. iii) Materials used in the production of the HMA mixtures shall be in accordance with Section 401.03 of the Standard Specifications. iv) Equipment for HMA operations, including but not limited to production, hauling /transportation, loydown, 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 documer; ,2 nor the entire area to be paved must be completed in the same paving season. vi) Widening operations shall comply with the following: (1)The outside face of the excavated area shall be left as nearly vertical as the nature of the material will permit and not wider than the outside limits of the widening section. (2) The existing pavement adjacent to the widening area shall be sawcut to a clean edge. (3) The subgrade in the widened area shall be compacted in accordance with this policy. (4) Widening mixtures shall comply with the pavement section indicated on the approved construction documents. (5) Compaction of the widening shall be in accordance with Section 304.05 of the Standard Specifications. B) Preparation i) The Aggregate Base shall be subject to additional proof rolls in accordance with Section 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) Tack Coat material shall be distributed with equipment meeting the requirements of Section 409.03(a) of the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the ambient temperature and the temperature of the surface on which it is to be placed is 457 (7'C) or above. The Engineer shall determine the ambient temperature. There shall be no provision for low temperature compaction allowed by Section 402.16 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade. iii) Under no circumstances shall 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 loydown equipment in accordance with Section 409.03(c) of the Standard Specifications. ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted. Corrective action shall be taken to prevent continuation of these conditions. Segregated or flushed or bleeding HMA mixtures shall be removed if directed. iii) All areas showing an excess or deficiency of binder shall be removed and replaced. iv) All HMA mixtures that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced. E) Joints i) Joints shall conform to the requirements of Section 401.15 of the Standard Specifications. F) Compaction i) The HMA mixture shall be compacted with equipment in accordance with Section 409.03(d) of the Standard Specifications immediately after the mixture has been spread and finished. 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 is necessary to confirm compliance with standards of quality or thickness, pavements shall be cored and tested at the expense of the Contractor. The average thicknesses of all courses must equal or exceed the minimum prescribed by the approved construction documents, and no single core shall show a deficiency greater than one half inch (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 the final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. H) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. 1) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of any phase of construction, the Engineer shall determine if the improvements are 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 CURBING POLICY 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)lf 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: a)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. 0) Under no circumstances shall extruded type curb be installed within the corporate limits of the City of 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 6C5.03(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, firal compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specification ^,s. C) Soil Subgrades I) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be located under the pavement are completed. Trench backfilling work of these installations shall be in accordance with the City of Carmel Trench Backfilling specifications. ii)The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. IV) Subgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs are constructed. A proofroll shall be conducted in accordance with Section 2.03.26 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 satisfactor;ly 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)Aggregote 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 Aggregcte 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)Aggregote 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 ony Aggregate Base is placed. D) Spreading and Finishing I) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii)The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii) Concrete curb shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of concrete curb shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer, additional proof rolls may be required. 4) Concrete Curb A) General I) This work shall consist of placing concrete curbing on prepared 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 cr 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)AII displacement or rutting of the soil subgrade or Aggregate Base shall be repaired prior to placing concrete curbing. C) Weather and Seasonal Limitations I) Concrete curbing shall only be placed in accordance with Section 502.11 of the Standard Specifications. There shall be no provision for installation below the temperatures specified. ii)No mixture shall be placed on a frozen subgrade or Aggregate Base. iii) Under no circumstances shall concrete curb be placed between December 15 and March 30. iv) If a soil subgrade or Aggregate Base over which concrete curb is to placed, is placed and approved by the City prior to November 30, placement of the concrete curb will be allowed up to December 15, provided that the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. . v)lf 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 --ontractor 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 cur placement g g p b p ace ent 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 some 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 sh II I' I including i r a be app led to all exposed surfaces inc ud ng s des 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. 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 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. (A z 0 V) w \ \\ \ \,\ \`ICI ►1111DIIT1111/, . \\\ \ \ \\ �0.�11 1 I- � , F , _ � o r 4�1 \, TE� y c` V, Al- \\ X :�_, - * 1-ti C, - " 11111111111111 \\ \\ II DATE: 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. (2005) Schneider THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: r`I 09/28/06 1211.031 DRAWN BY: CHECKED BY: T---q I ALF SHEET TITLE: . GENERAL SPECIFICATIONS � 1 Is-! REF: S: \1211 \TEMP \dwgs \Titlel.dwg SHEET NO.: C\2 co 0 cn F� 0 d- _<11 � ��, ,__� Z M P--a W I z Z W � U �4 . �4 ­4 Z � � E�-4 v o W z Z w � li--� � TU V 1 Fri w �2i � r� ll._� >--, U 1-_� &- &- CQ � W C..�) Q 10-4 w = z �:_ vn Z i w U Co � Q-4 �1:i U V-4 .- r 4 T-11 DATE: PROJECT NO.: 09/28/06 1211.031 DRAWN BY: CHECKED BY: RJS I ALF SHEET TITLE: . GENERAL SPECIFICATIONS DRAWING FILES: \1211 \031 \dwgs \C901.dwg REF: S: \1211 \TEMP \dwgs \Titlel.dwg SHEET NO.: (C S) (a THIS INSTRUMENT WAS PREPARED BY EDWARD D. GIACOLETTI REGISTERED LAND SURVEYOR INDIANA #S0560 THE SCHNEIDER CORPORATION HISTORIC FORT HARRISON 8901 OTIS AVENUE INDIANAPOLIS, INDIANA 46216 TELEPHONE (317) 826 -7100 41 ti L= 188.15 R= 375.00, " (EXCEPTION) CITY OF CARMEL INST. #200300018026 0.025 AC. f \ L= 93.57' R= 652.00' X8'13'23" �O r � X00 Cam, `'rl LOT 1 OF BLOCK 11 0 ;r,lm TECHNOLOGY CENTER rn o ASSOCIATES II, LLC r- 41.03' INST. #9109164 39.89' S67'30'05 "E 6.07 AC. f C -2 o C,, I O PLAT OF- CARMEL -- gC.fss F D SCNCE & M v ° `" N SF 0 I I� TECHNOLOGY PARK, P.B.13, 0 132.87' 745.00' LOT 2 0 5° 00' Z PG. 65 -71 N88959'30 "E LO cp 20.00' 0 Lj N 11 SUBDIVISION BOUNDARY MONUMENTS SHALL BE 4 "X4 "X36" CONCRETE o 2.589 AC. 20.00' CD C7 Vi CV 0 0 Sri cD N 0 0 0 Z BEGINNING POINT - - - _- _- _ - _- _ -_ -_ -_ 528.50_ - - (S.E. COR. LOT 1 OF - - 30' REAR YARD SETBACK 35' REGULATED BLOCK 11) 30' U.E. � DRAIN EASMENT 333.43' LOTS 27 37 4 AND 5 OF BLOCK 11 EIS, CARMEL SCIENCE AND TECHNOLGY PARK 1016 3rd AVENUE SW, SUITE 100 CARMEL, INDIANA 46032 , (317) 846 -6641 FAX (317) 814 -2231 SECONDARY PLAT PART OF THE N.W. 1/4 OF SECTION 36 -T18N -R3E HAMILTO COUNTY, INDIANA DOCKET NUMBER SP P L= 147.06' R= 750.00' (EXCEPTION) a= 11'14'05" CITY OF CARMEL A--28 44 48 �o INST. #200300018026 40.g �oF 0.056 AC. f _ _ 00 r- 137.14 20' U.E. \ �o �� c�R111 S8L�'5 ' » 737E ---�2o e .0 -, \� DRI L 10 7.03' LOT 3 53,987 S.F. 1.239 AC. q� ASS _S7tD C -7 \ _ -6241, 4.4 i/7 , STEVE SCHUTZ SURVEYOR N THE SCHNEIDER CORPORATION HISTORIC FORT HARRISON _ 8901 OTIS AVENUE INDIANAPOLIS, IN 46216 ( ASSUMED NORTH 317) 826 -7100 SCALE: 1 „= so' LEGEND 60 0 30 60 120 O - INDICATES STREET CENTERLINE MONUMENTATiON - SEE NOTE SHEET 1 ® - INDICATES CONCRETE MONUMENT - SEE NOTE SHEET 1 © - INDICATES 518' REBAR WITH CAP STAMPED 'SCHNEIDER FIRM #0001' D.U.&S.E. - DRAINAGE UTILITY AND SEWER EASEMENT L=46.87' B.L. - BUILDING LINE R= 735.00' S.F. - SQUARE FOOTAGE 1-- 3'39' 13" R/W - RIGHT -OF -WAY (NR) - NON - RADIAL U.E. - UTILITY EASEMENT ° o R.D.E. - REGULATED DRAIN EASEMENT L0 cx: I j' - INDICATES PLATTED RIGHT -OF -WAY 43,066 S.F. N 00 � (� Ln I M I� � 500 01 ' 0.989 AC. CD �IM 1 ��I _ o °0��� 80.6 Q\ Iz vas\ 20 B.S.L. ' CURVE DATA TABLE CURVE N 0 B.S.L. 25.16' 25.08' CHORD BRG �� - -- C -1 41.03' A 39.89' S67'30'05 "E 20' U.E. PER R THE - p � C -2 o C,, I 39.89' PLAT OF- CARMEL -- gC.fss F D SCNCE & M v ° `" N SF 134.05' I I� TECHNOLOGY PARK, P.B.13, °z 132.87' 745.00' LOT 2 0 5° 00' R W PG. 65 -71 112,796 � - 0 Lj N 11 43,066 S.F. N 00 � (� Ln I M I� � 500 01 ' 0.989 AC. CD �IM 1 ��I _ o °0��� 80.6 Q\ Iz vas\ 20 B.S.L. ' CURVE DATA TABLE CURVE LENGTH RADIUS CHORD CHORD BRG DELTA C -1 41.03' 50.00' 39.89' S67'30'05 "E 47'00'51" C -2 41.03' 50.00' 39.89' S65'29'05 "W 47'00'51" C -3 134.27' 670.00' 134.05' S50'55'48 "E 11 °28'57" C -4 132.87' 745.00' 132.69' S79'55'56 "E 1 10'13'07" LOT 4 106,045 S.F. 2.434 AC. CARMEL SOOO ao.35' J' \\ CR � �'S MONUMENTS WITH IRON OR COPPER DOWEL SET FLUSH WITH TOP OF MONUMENT, ON TOP WITH 600 DRIVE �`' R. � \ u' a �o SCORED A CROSS. SEE PLAT FOR LOCATIONS. '59'30 "W R R. s88 ,w s8a'SS'3o "w o N \ 170.00' 209.15' CD COURT c-2 \ LOT5 NOTE C'sr \ 5 D.U. &S.E. 149.05 SUBDIVISION MONUMENTS ARE REQUIRED PER TITLE 865 (STATE BOARD OF REGISTRATION FOR LAND SURVEYORS) IAC 1- 12 -18. F 3.S.L. / No °o_ UNLESS OTHERWISE REQUIRED BY LOCAL ORDINANCE THE INSTALLATION OF AFOREMENTIONED MONUMENTS MAY BE DELAYED FOR UP TO TWO \\ o. STREET CENTERLINE MONUMENTS SHALL BE 5/8- DIA. BRASS, IRON OR STEEL PIN W/ 1 1/2' DIA. CAP STAMPED ' SCHNEIDER FIRM NO. 0001-. \\ o 112,796 S.I [� . \\ { (.P SUBDIVISION BOUNDARY MONUMENTS SHALL BE 4 "X4 "X36" CONCRETE LOT 4 106,045 S.F. 2.434 AC. S88'59 '30 "W -ip SHEET 1 OF 2 JOB # 1211.031 S:\ 1211 \031 \DWGS \031PLAT- SEPT06.DWG 9/27/06 OW EPJSUBDiVDER I.E. INVESTMENTS, LLC THIS INSTRUMENT WAS PREPARED BY 1016 3rd AVENUE SW, SUITE 100 EDWARD D. GIACOLETTI CARMEL, INDIANA 46032 > > REGISTERED LAND SURVEYOR (317) 846 -6641 FAX (317) 814 -2231 INDIANA #50560 STEVE SCHUTZ THE SCHNEIDER CORPORATION HISTORIC FORT HARRISON 8901 OTIS AVENUE SURVEYOR SECONDARY PLAT INDIANAPOLIS, INDIANA 46216 S2 ' THE SCHNE]DER CORPORATION HARRISON TELEPHONE (317) 826 -7100 AVENUE 8901 OTIS PART OF THE N.W.1/ 4 OF SECTION 36 -T18N -R3E HAMILTON INDIANAPOLIS, IN 46216 (317) 826 -7100 COUNTY, INDIANA SURVEYOR'S CERTIFICATE LAND DESCRIPTION DEDICATION CERTIFICATE Part of Block 11 in the Conditional Secondary Plat Carmel Science and Technology Park, a subdivision in Hamilton County, Indiana, the plat of which THE UNDERSIGNED, TECHNOLOGY CENTER ASSOCIATES II, LLC, AN INDIANA LIMITED LIABILITY COMPANY, BY REI REAL ESTATE SERVICES, LLC, ITS is recorded in Plat Book 13, pages 65 thru 71 in the Office of the Recorder of Hamilton County, Indiana, described as follows: MANAGER, BEING THE OWNER OF THE WITHIN DESCRIBED REAL ESTATE, DOES HEREBY LAYOFF, PLAT AND SUBDIVIDE THE SAME INTO LOTS AND STREETS IN ACCORDANCE WITH THE WITHIN PLAT. THE WITHIN PLAT SHALL BE KNOWN AND DESIGNATED AS "LOTS 2, 3, 4 AND 5 OF BLOCK 11 BEGINNING at the Southeast corner of Lot 1 of Block 11 per plat thereof recorded as Instrument Number 9109164 in the Conditional Secondary Plat CARMEL SCIENCE AND TECHNOLOGY PARK ", A SUBDIVISION IN HAMILTON COUNTY, CLAY TOWNSHIP, INDIANA. Carmel Science and Technology Park (the following four courses are along the East Lines of said Lot 1); (1) thence North 01 degrees 00 minutes 30 seconds West a distance of 265.00 feet; (2) thence North 88 degrees 59 minutes 30 seconds East a distance of 20.00 feet; (3) thence North 01 ALL RIGHTS -OF -WAY SHOWN ON THIS PLAT AND NOT HERETOFORE DEDICATED ARE HEREBY DEDICATED TO THE PUBLIC. degrees 00 minutes 30 seconds West a distance of 190.00 feet; (4) thence North 30 degrees 46 minutes 06 seconds West a distance of 102.20 feet IN WITNESS WHEREOF, TECHNOLOGY CENTER ASSOCIATES II, LLC, AN INDIANA LIMITED LIABILITY COMPANY, BY REI REAL ESTATE SERVICES, LLC, ITS to the Southeasterly Line of a 0.025 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026, MANAGER, HAS HEREUNTO CAUSED HIS NAME TO BE SUBSCRIBED, THIS DAY OF said point being on anon- tangent curve to the left having a radius of 652.00 feet, the radius point of which bears North 33 degrees 23 minutes 58 seconds West; thence Northeasterly along the Southeasterly Line of said tract and along said curve an arc distance of 93.57 feet to the Northerly Line of said Block 11 (said point being on a non - tangent curve to the right having a radius of 375.00 feet, the radius point of which bears of South 20 degrees 16 minutes 42 seconds East); thence Easterly along said Northerly Line and along said curve on arc distance of 188.15 feet to the Western most Corner of a 0.056 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026 (said point being on a non - tangent curve to the left having a radius of 750.00 feet, the radius point of which bears North 27 degrees 57 minutes 50 seconds East)(the following two (2) described courses are along the Southerly Lines of said tract); (1) Southeasterly along said curve an arc distance of 147.06 feet to a point which bears South 16 degrees 43 minutes 46 seconds West from said radius point; (2) South 84 degrees 51 minutes 37 seconds East a distance of 107.03 feet to the aforesaid North Line of Block 11 (said point being on a non - tangent curve to the left having a radius of 735.00 feet, the radius point of which bears North 08 degrees 40 minutes 48 seconds East); thence Easterly along said North Line and along said curve an arc distance of 46.87 feet to a point which bears South 05 degrees 01 minutes 35 seconds West from said radius point; thence South 00 degrees Ol minutes 37 seconds East a distance of 149.95 feet; thence South 28 degrees 22 minutes 49 seconds East a distance of 246.50 feet; thence South 33 degrees 08 minutes 58 seconds East a distance of 109.03 feet; thence North 88 degrees 59 minutes 30 seconds East, parallel with the South Line of said Block 11, a distance of 139.43 feet to the East Line of said Block 11; thence South 00 degrees 18 minutes 08 seconds East along said East Line a distance of 78.01 feet to the Southeast Corner of said Block 11; thence South 88 degrees 59 minutes 30 seconds West along the South Line of said Block 11 a distance of 824.80 feet to the BEGINNING POINT, containing 7.988 acres, more or less. THIS SUBDIVISION CONSISTS OF 4 LOTS NUMBERED 2 THROUGH 5 TOGETHER WITH STREETS AND EASEMENTS AS SHOWN HEREON. THE SIZE OF LOTS AND WIDTHS OF STREETS AND EASEMENTS ARE SHOWN IN FIGURES DENOTING FEET AND DECIMAL PARTS THEREOF. 1, the undersigned, hereby certify that I am a registered land surveyor, licensed in compliance with the laws of the State of Indiana and that the within plat represents a subdivision of the lands surveyed within a survey plat recorded as Instrument Number 200400035734 in the office of the recorder of Hamilton County, Indiana, and that to the best of my knowledge and belief there hove been no changes from the matters of survey revealed by said plat on any lines that are common with this new subdivision. I further certify that the within subdivision plat was prepared under my direct supervision and control and that it is true and correct to the best of my professional knowledge and belief. WITNESS MY SIGNATURE THIS DAY OF \\\oo� EDWARD D. GIACOLETTI : REGISTERED LAND SURVEYOR ' INDIANA - #S0560 _ NO. �- * S0560 STATE OF •' STATE OF INDIANA %mil ••. °NpIp,�1P,.:''���\ 0 COUNTY OF _ �� / / / / / /llltllllll111�\1 \����� BEFORE ME, THE UNDERSIGNED NOTARY PUBLIC, PERSONALLY APPEARED EDWARD D. GIACOLETTI AND ACKNOWLEDGED THE EXECUTION OF THE FOREGOING INSTRUMENT AS HIS VOLUNTARY ACT AND DEED FOR THE PURPOSE EXPRESSED HEREIN. WITNESS MY HAND AND SEAL THIS DAY OF NOTARY PUBLIC (NOTARY NAME - PRINTED) MY COMMISSION EXPIRES: _ COUNTY OF RESIDENCE I affirm, under penalties for perjury, that I have taken reasonable care to redact each Social Security Number in this document, unless required by law. Edward D. Giacoletti. TECHNOLOGY CENTER ASSOCIATES II, LLC AN INDIANA LIMITED LIABILITY COMPANY BY. REI REAL. ESTATE SERVICES, LLC ITS MANAGER BY: TITLE: STATE OF INDIANA PRINTED: SS COUNTY OF HAMILTON ) BEFORE ME, THE UNDERSIGNED NOTARY PUBLIC, IN AND FOR THE COUNTY AND STATE, PERSONALLY APPEARED AND ACKNOWLEDGED THE EXECUTION OF THE ABOVE AND FOREGOING AS HIS VOLUNTARY ACT AND DEED FOR THE USES AND PURPOSES THEREIN EXPRESSED. NOTARY PUBLIC M", COMMISSION EXPIRES COUNTY OF RESIDENCE PRINTED NAME CERTIFICATE OF PLAN COMMISSION UNDER AUTHORITY PROVIDED BY INDIANA CODE 36 -7 -4 -710, AND ORDINANCES ADOPTED BY THE COMMON COUNCIL OF THE CITY OF CARMEL INDIANA, THIS PLAT WAS GIVEN APPROVAL BY THE CITY OF CARMEL AS FOLLOWS: GRANTED ADMINISTRATIVE APPROVAL BY THE DEPARTMENT OF COMMUNITY SERVICES PURSUANT TO ARTICLE XI OF THE CARMEL /CLAY PLAN COMMISSION'S RULES OF PROCEDURE ON BY: MICHAEL P. HOLLIBAUGH, DIRECTOR, DEPARTMENT OF COMMUNITY SERVICES CARMEL, !NDIANA BOARD OF PUBLIC WORKS AND SAFETY This Plat was approved by the Board of Public Works and Safety of the City of Carmel, Indiana, at a meeting held on the day of 2004. James Brainard, Mayor Lori Watson, Member Mary Ann Burke, Member Diana Cordray, Clerk /Treasurer SHEET 2 OF 2 JOB # 1211.031 S: \1211 \031 \DWGS \031 PLAT- SEPT06.DWG 9/27/06 J J' \\ CR � �'S MONUMENTS WITH IRON OR COPPER DOWEL SET FLUSH WITH TOP OF MONUMENT, ON TOP WITH \ �� SCORED A CROSS. SEE PLAT FOR LOCATIONS. LOT CORNER MONUMENTS SHALL BE 5/8" X 36° METAL ROD W /CAP LOT5 C'sr \ STAMPED "SCHNEIDER ENG FIRM #0001-. `� \ UNLESS OTHERWISE REQUIRED BY LOCAL ORDINANCE THE INSTALLATION OF AFOREMENTIONED MONUMENTS MAY BE DELAYED FOR UP TO TWO \\ o 112,796 S.I [� . \\ YEARS FROM RECORDATION OF THE PLAT PER STANDARDS AS SET FORTH Q o 2.589 AC. \ IN TITLE 865 IAC 1 -12 -18 SUBSECTION (b)(1)(2). �� Q' P V) - � ' v', 000, Q EP- ° r0 `<1�s\ \ N88059 30 "E ° °\ \ 139.43' O \ R.D.E 139.43 � f N 593 E 150.00' w 88' w co l Q r- O w w T- °° o _ - - - - - ____-- - �-_-� 30' _REAR _ YARD SETBACK "' tD U.E. o Un U.E. �30' �30' 491.37' LA S88'59 '30 "W -ip SHEET 1 OF 2 JOB # 1211.031 S:\ 1211 \031 \DWGS \031PLAT- SEPT06.DWG 9/27/06 OW EPJSUBDiVDER I.E. INVESTMENTS, LLC THIS INSTRUMENT WAS PREPARED BY 1016 3rd AVENUE SW, SUITE 100 EDWARD D. GIACOLETTI CARMEL, INDIANA 46032 > > REGISTERED LAND SURVEYOR (317) 846 -6641 FAX (317) 814 -2231 INDIANA #50560 STEVE SCHUTZ THE SCHNEIDER CORPORATION HISTORIC FORT HARRISON 8901 OTIS AVENUE SURVEYOR SECONDARY PLAT INDIANAPOLIS, INDIANA 46216 S2 ' THE SCHNE]DER CORPORATION HARRISON TELEPHONE (317) 826 -7100 AVENUE 8901 OTIS PART OF THE N.W.1/ 4 OF SECTION 36 -T18N -R3E HAMILTON INDIANAPOLIS, IN 46216 (317) 826 -7100 COUNTY, INDIANA SURVEYOR'S CERTIFICATE LAND DESCRIPTION DEDICATION CERTIFICATE Part of Block 11 in the Conditional Secondary Plat Carmel Science and Technology Park, a subdivision in Hamilton County, Indiana, the plat of which THE UNDERSIGNED, TECHNOLOGY CENTER ASSOCIATES II, LLC, AN INDIANA LIMITED LIABILITY COMPANY, BY REI REAL ESTATE SERVICES, LLC, ITS is recorded in Plat Book 13, pages 65 thru 71 in the Office of the Recorder of Hamilton County, Indiana, described as follows: MANAGER, BEING THE OWNER OF THE WITHIN DESCRIBED REAL ESTATE, DOES HEREBY LAYOFF, PLAT AND SUBDIVIDE THE SAME INTO LOTS AND STREETS IN ACCORDANCE WITH THE WITHIN PLAT. THE WITHIN PLAT SHALL BE KNOWN AND DESIGNATED AS "LOTS 2, 3, 4 AND 5 OF BLOCK 11 BEGINNING at the Southeast corner of Lot 1 of Block 11 per plat thereof recorded as Instrument Number 9109164 in the Conditional Secondary Plat CARMEL SCIENCE AND TECHNOLOGY PARK ", A SUBDIVISION IN HAMILTON COUNTY, CLAY TOWNSHIP, INDIANA. Carmel Science and Technology Park (the following four courses are along the East Lines of said Lot 1); (1) thence North 01 degrees 00 minutes 30 seconds West a distance of 265.00 feet; (2) thence North 88 degrees 59 minutes 30 seconds East a distance of 20.00 feet; (3) thence North 01 ALL RIGHTS -OF -WAY SHOWN ON THIS PLAT AND NOT HERETOFORE DEDICATED ARE HEREBY DEDICATED TO THE PUBLIC. degrees 00 minutes 30 seconds West a distance of 190.00 feet; (4) thence North 30 degrees 46 minutes 06 seconds West a distance of 102.20 feet IN WITNESS WHEREOF, TECHNOLOGY CENTER ASSOCIATES II, LLC, AN INDIANA LIMITED LIABILITY COMPANY, BY REI REAL ESTATE SERVICES, LLC, ITS to the Southeasterly Line of a 0.025 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026, MANAGER, HAS HEREUNTO CAUSED HIS NAME TO BE SUBSCRIBED, THIS DAY OF said point being on anon- tangent curve to the left having a radius of 652.00 feet, the radius point of which bears North 33 degrees 23 minutes 58 seconds West; thence Northeasterly along the Southeasterly Line of said tract and along said curve an arc distance of 93.57 feet to the Northerly Line of said Block 11 (said point being on a non - tangent curve to the right having a radius of 375.00 feet, the radius point of which bears of South 20 degrees 16 minutes 42 seconds East); thence Easterly along said Northerly Line and along said curve on arc distance of 188.15 feet to the Western most Corner of a 0.056 acre tract of land described in a deed to the City of Carmel recorded as Instrument Number 200300018026 (said point being on a non - tangent curve to the left having a radius of 750.00 feet, the radius point of which bears North 27 degrees 57 minutes 50 seconds East)(the following two (2) described courses are along the Southerly Lines of said tract); (1) Southeasterly along said curve an arc distance of 147.06 feet to a point which bears South 16 degrees 43 minutes 46 seconds West from said radius point; (2) South 84 degrees 51 minutes 37 seconds East a distance of 107.03 feet to the aforesaid North Line of Block 11 (said point being on a non - tangent curve to the left having a radius of 735.00 feet, the radius point of which bears North 08 degrees 40 minutes 48 seconds East); thence Easterly along said North Line and along said curve an arc distance of 46.87 feet to a point which bears South 05 degrees 01 minutes 35 seconds West from said radius point; thence South 00 degrees Ol minutes 37 seconds East a distance of 149.95 feet; thence South 28 degrees 22 minutes 49 seconds East a distance of 246.50 feet; thence South 33 degrees 08 minutes 58 seconds East a distance of 109.03 feet; thence North 88 degrees 59 minutes 30 seconds East, parallel with the South Line of said Block 11, a distance of 139.43 feet to the East Line of said Block 11; thence South 00 degrees 18 minutes 08 seconds East along said East Line a distance of 78.01 feet to the Southeast Corner of said Block 11; thence South 88 degrees 59 minutes 30 seconds West along the South Line of said Block 11 a distance of 824.80 feet to the BEGINNING POINT, containing 7.988 acres, more or less. THIS SUBDIVISION CONSISTS OF 4 LOTS NUMBERED 2 THROUGH 5 TOGETHER WITH STREETS AND EASEMENTS AS SHOWN HEREON. THE SIZE OF LOTS AND WIDTHS OF STREETS AND EASEMENTS ARE SHOWN IN FIGURES DENOTING FEET AND DECIMAL PARTS THEREOF. 1, the undersigned, hereby certify that I am a registered land surveyor, licensed in compliance with the laws of the State of Indiana and that the within plat represents a subdivision of the lands surveyed within a survey plat recorded as Instrument Number 200400035734 in the office of the recorder of Hamilton County, Indiana, and that to the best of my knowledge and belief there hove been no changes from the matters of survey revealed by said plat on any lines that are common with this new subdivision. I further certify that the within subdivision plat was prepared under my direct supervision and control and that it is true and correct to the best of my professional knowledge and belief. WITNESS MY SIGNATURE THIS DAY OF \\\oo� EDWARD D. GIACOLETTI : REGISTERED LAND SURVEYOR ' INDIANA - #S0560 _ NO. �- * S0560 STATE OF •' STATE OF INDIANA %mil ••. °NpIp,�1P,.:''���\ 0 COUNTY OF _ �� / / / / / /llltllllll111�\1 \����� BEFORE ME, THE UNDERSIGNED NOTARY PUBLIC, PERSONALLY APPEARED EDWARD D. GIACOLETTI AND ACKNOWLEDGED THE EXECUTION OF THE FOREGOING INSTRUMENT AS HIS VOLUNTARY ACT AND DEED FOR THE PURPOSE EXPRESSED HEREIN. WITNESS MY HAND AND SEAL THIS DAY OF NOTARY PUBLIC (NOTARY NAME - PRINTED) MY COMMISSION EXPIRES: _ COUNTY OF RESIDENCE I affirm, under penalties for perjury, that I have taken reasonable care to redact each Social Security Number in this document, unless required by law. Edward D. Giacoletti. TECHNOLOGY CENTER ASSOCIATES II, LLC AN INDIANA LIMITED LIABILITY COMPANY BY. REI REAL. ESTATE SERVICES, LLC ITS MANAGER BY: TITLE: STATE OF INDIANA PRINTED: SS COUNTY OF HAMILTON ) BEFORE ME, THE UNDERSIGNED NOTARY PUBLIC, IN AND FOR THE COUNTY AND STATE, PERSONALLY APPEARED AND ACKNOWLEDGED THE EXECUTION OF THE ABOVE AND FOREGOING AS HIS VOLUNTARY ACT AND DEED FOR THE USES AND PURPOSES THEREIN EXPRESSED. NOTARY PUBLIC M", COMMISSION EXPIRES COUNTY OF RESIDENCE PRINTED NAME CERTIFICATE OF PLAN COMMISSION UNDER AUTHORITY PROVIDED BY INDIANA CODE 36 -7 -4 -710, AND ORDINANCES ADOPTED BY THE COMMON COUNCIL OF THE CITY OF CARMEL INDIANA, THIS PLAT WAS GIVEN APPROVAL BY THE CITY OF CARMEL AS FOLLOWS: GRANTED ADMINISTRATIVE APPROVAL BY THE DEPARTMENT OF COMMUNITY SERVICES PURSUANT TO ARTICLE XI OF THE CARMEL /CLAY PLAN COMMISSION'S RULES OF PROCEDURE ON BY: MICHAEL P. HOLLIBAUGH, DIRECTOR, DEPARTMENT OF COMMUNITY SERVICES CARMEL, !NDIANA BOARD OF PUBLIC WORKS AND SAFETY This Plat was approved by the Board of Public Works and Safety of the City of Carmel, Indiana, at a meeting held on the day of 2004. James Brainard, Mayor Lori Watson, Member Mary Ann Burke, Member Diana Cordray, Clerk /Treasurer SHEET 2 OF 2 JOB # 1211.031 S: \1211 \031 \DWGS \031 PLAT- SEPT06.DWG 9/27/06 J