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HomeMy WebLinkAbout07020003 Civil Construction Plans Preliminary NFC no DOCS date stampm � I.E v Emerson O �a � � � a• . Q o v mer so R > Wilso Indus trial D Wc Colle e ay o JRansburg D O Ki h Ln o C I I 6th t Q } v �( 0 0) V v � + 0 � U O v LL _ City Center Drive N v Co v > M Congressio Blv m Z - .0 M Q U > �, z v a 15th t a� t aD � U v E 14t St > N � m Adams Q,, �r 12 th St v L U M V) L y U w v C� W Ca me( Dr ford Ct Len Ln 0 •� a� c � U Woodv' w N Dr L Woodvi w S Dr L m 0 0 a' a� a C 0 V) � L ° nMo. kr,,,, NOT TO SCALE Mea, i! a ° L J a n d � o _ Re PI 16th t - 0 Woodland Dr L� I M TV I I NOT TO SCALE - CARMEL R1'E Y, K ZONEM M -3 LOT 4 MW ww2WMEw M w NED: B -5 p �✓ SCALEe 111c601 i i I SEC. 35, T18N, R3E LJ] - T Pt; U , E V Ei�� L 0 P nn 577---:fi0X0)ID The accuracy of any flood hazard data shown on this report is subject to mcp 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 180157CO5209 F the Flood Insurance Rate Maps for the City of Carmel of Hamilton County, Indiana (maps dated February 19, 2003). The subject tract is M3 (manufacturing park district). Docket No REVISIONS: DATE: I BY: DESCRIPTION: PROJECT ENGINEER: RLD CHECKED BY: ALF 2000 E. 116TH STREET, SUITE 20i CARMEL, INDIANA 46032 PH: 317 -844 -6284 FAX: 317 °580 -9495 CONTACT: Ronald Miller, UPS, MSD Email: t I L DESCRIPTION C100 COVER SHEET TOPOGRAPHICAL � URVEY SITE PLAN JQ) C101 n=1S —> UTILITY PLAN C104 3 d $tom C803 —C806 o C901 —C902 SPECIFICATIONS L101 LANDSCAPE PLAN E -100 I> •- Ito ve As Dr 5t St •� .— x —` > +° Hick Q V 26th S E 1 M iL -v ai i m Winono Dr c Cn 0 3 L UteP r n°. L ° ° B d r No a e D N V) v �> O Z Shoshone D Q 4-. o c� E Car el E Car Dr Static, r IT � T } nMo. kr,,,, NOT TO SCALE Mea, i! a ° L J a n d � o _ Re PI 16th t - 0 Woodland Dr L� I M TV I I NOT TO SCALE - CARMEL R1'E Y, K ZONEM M -3 LOT 4 MW ww2WMEw M w NED: B -5 p �✓ SCALEe 111c601 i i I SEC. 35, T18N, R3E LJ] - T Pt; U , E V Ei�� L 0 P nn 577---:fi0X0)ID The accuracy of any flood hazard data shown on this report is subject to mcp 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 180157CO5209 F the Flood Insurance Rate Maps for the City of Carmel of Hamilton County, Indiana (maps dated February 19, 2003). The subject tract is M3 (manufacturing park district). Docket No REVISIONS: DATE: I BY: DESCRIPTION: PROJECT ENGINEER: RLD CHECKED BY: ALF 2000 E. 116TH STREET, SUITE 20i CARMEL, INDIANA 46032 PH: 317 -844 -6284 FAX: 317 °580 -9495 CONTACT: Ronald Miller, UPS, MSD Email: Historic Fort Harrison Architecture 8901 Otis Avenue Civil Engineering Indianapolis, Indiana Environmental Engineering 46216-1037 Geotechnical Services 317- 826 -7100 GIS * LIS 317- 826 -7200 Fax Home Builder Services ti>imscilneidercorp.com Interior Design Land Surveying Landscape Architecture Transportation Engineering CERTIFIED BY: Robert L. Uoster P.E. E —MAIL ADDRESS: rdoster @schneidercorp.com 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 -Wr- SCNNEIDER CORP0RA-111)N aa1q(CH-Hh6AJRM 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. 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. El EV. = 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) 50 - ii�uarrrrrntrti�ti►�������\\� ,�j DATE: SHEET (C]1(3(9 DATE CHECKED: 02/02/07 © 2007, The Schneider Corporation JOB No. 1211.033 FILE NAME: S: \1211 \033 \dwgs \C100.dwg OF 16 INDEX SHEET No. DESCRIPTION C100 COVER SHEET TOPOGRAPHICAL � URVEY SITE PLAN ONE C101 C102 GRADING PLAN C103 UTILITY PLAN C104 STORMWATER POLLUTION PREVENTION PLAN STORMWATER POLLUTION PREVENTION DETAILS C801 —C802 C803 —C806 GENERAL DETAILS___ C901 —C902 SPECIFICATIONS L101 LANDSCAPE PLAN E -100 SITE LIGHTING PLAN Historic Fort Harrison Architecture 8901 Otis Avenue Civil Engineering Indianapolis, Indiana Environmental Engineering 46216-1037 Geotechnical Services 317- 826 -7100 GIS * LIS 317- 826 -7200 Fax Home Builder Services ti>imscilneidercorp.com Interior Design Land Surveying Landscape Architecture Transportation Engineering CERTIFIED BY: Robert L. Uoster P.E. E —MAIL ADDRESS: rdoster @schneidercorp.com 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 -Wr- SCNNEIDER CORP0RA-111)N aa1q(CH-Hh6AJRM 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. 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. El EV. = 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) 50 - ii�uarrrrrntrti�ti►�������\\� ,�j DATE: SHEET (C]1(3(9 DATE CHECKED: 02/02/07 © 2007, The Schneider Corporation JOB No. 1211.033 FILE NAME: S: \1211 \033 \dwgs \C100.dwg OF 16 R= 3%5.60 4 =56 °0717" Ton-1 99-90 L= 9 3:25 R-375.00. ��;•;��f A 1414 51 � Tan -46.87 " SHOWN PER el Q,k 12 WATER L! N E PLAN NOT MARKED IN FIELD'' V�x 122�R REE� G SS #A TC = 841.44 NE INV. = 826.24 (8" PVC) SE INV. = 828.07 (8" PVC) SW INV. = 826.29 (8" PVC) SS #B TC = 842.05 NW INV. = 828.44 (8" PVC) S INV. = 829.45 (8 PVC) SS #C TC = 841.97 NW INV. = 825.57 (8" PVC) SE INV. = 825.32 (8" PVC) SW INV. = 825.46 (8" PVC) ST#D TC = 842.48 N INV. = 834.68 (18" RCP) E INV. = 830.53 (36" RCP) W INV. = 830.53 (36" RCP) ST#E TC = 840.62 N INV. = 836.82 (18" RCP) S INV. = 836.32 (18" RCP) 111 I I VI Vr11 \1VILL INST. #200300018027 SS #F TC = 842.64 N INV. = 834.69 (8" PVC) S INV. = 834.82 (8" PVC) SS#G TC = 842.76 N INV. = 835.96 (8" PVC) W INV. = 836.06 (6" PVC) ST#H TC = 841.50 W INV. = 838.30 (12„ RCP) ST#I TC = 836.80 W INV. = 829.60 (48" RCP) E INV. = 829.60 (48" RCP) S INV. = 832.10 (12" RCP) SS#K TC = 841.15 NW INV. = 824.45 (10" PVC) LAT. INV. = 825.95 (8" PVC) SE INV. = 824.37 (10" PVC) Survey Certification 0' ASPHALT PARKING LOT cz �`1� �D X SS #G x ( °K ST�H 00 X `y^4 x LENOX TRAGt PHASE 111 INSTR. #9415876 K l L-85.92 -� ���• O� R - 375.00, L.LJ 00 13 `0 7'.3 8 °o ,T To n 4 13.15 �f �. 00, J w {y ° ° L=1 65.69 ASSUMED NORTH Fo , C) 15 ATE PHO �\ ,� ss K �, R- 735.00 1 I 1s c \ �. ;� SCALE 1 - 60' 00 x - ��, 1205458 X _ �o' I FORCE MAIN SHOIN"N PER so 0 30 so 120 4)48' ;' 1' �,� �` �°�• TBM #2 T ;- 0' ��Tan =83.20 L =46.87 PLANS NOT MARKED IN `b�°' 51313'`ro - FIELD CURB INl - ).1 R= 735.00 TC = 83 ���• �� �° `L » S INV. 41* �� �/)\ �� A-- 3 3913 \ Q _ An , �, N INV. X x ° o ��° �4' �'�) `�' `ti � 1 POSSIBLE BURIED STRUCTURE °°'��• �� �� \�� 1• Tan =23:44 �� �x � �; CARMEL DRIVE SHOWN PER PLAN � 1 ,- 338.19' 4 BENCHMARKS � T �� o��° � :° `7 0 R W N FI 1 UNDERGROU D BER x ._ _ �� ��, �1 LANE ASPHAL OPTICS VAULT �. , - -147.06. l R 20.0 STORM N t shown on this surve is based u on a ositional solution derived from T� _ The vertical location da U y p p \0 R,=750.00' x N 89 30 00 E 9 100' L= Global Positioning System (GP'�') observations processed by National Geodetic Survey (NGS) A-- 1 14'05" �� x o - a T T o• `��` �- �� �• o� E INV. -- utilizing their Online Positioning User Service (OPUS) software. Unless otherwise noted, elevations x Dc� x Ox o�° h `1, x�' °° - - -- - x x QOO x� SE INV. = shown hereon are based upon said OPUS solution and are on the 1988 North American Vertical '� x ' \ - 835 41* x � Tan=7337�t . � e � � � . _- _ _ _.• ;, _ __ ___ - _ - ._- - 1' �`-'. tx, -- - _- _ - % w INV. = Datum (NAVD88). It is my opinion that the uncertainty in the elevation of the project kX x 45� 3 E `l. V O x av 24 -RCP -MERIDIAN- TECHNOLOGY benchmark does not exceed 010 foot. x ''� �,� gyp.. �� 1 0 o -.x _ - - ��_ -. B30 x - �`�• 3 `�� � CE x %3 '� �^�`°• x 42" RCP x x Q�� 36 C x ° c`L 4" GAS LINE PER PLAN o o INV. = 829.69 TOP OF BANK (TYP.) o`? �`L� NV - 82 .90 TBM #1 - �o x �° , NOT MARKED 1N r-LD �g• p� x ��� ��' I ` Cut square on the north side of a concrete area light base at the northeast corner of the X `'� x ``� ^� W EDGE OF WATER 0 .. t� q 9 I 00� MARCH 18 2004 ��O parking lot west of the site. r ., �. P 9 °• �X ELEV. - 844.46 NAVD88 _ x x l �°� o �� O� x o o p. I TBM #2 �� ��• V x 1 �� O� V�° `� t °O T- �c I �i �7 71 o ��•��, ,, cn x x Cut X in the south rim of sanitary manhole SS #K, north of Carmel Drive across from site. C\J �, x` o �g- o ELEV. •- 841.15 (NAVD88) 00 x TBM # 3 o �°'• ��'• �, a o� x ��• o�� �`�� o Cute square in west side of a concrete a:-ea light base at the southeast corner of the parking X `l.• � I x � x �� �� o °o co ,, ' 11 � , X �, lot west of the site. x � x �°` �°�• ��o• o� w ELEV. - 844.38 NAVD88 1, 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 hereon. 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 an 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 with ;n 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 ■ it 4o• `� �` �f C81 4" GAS LINE PER PLAN ' ; ; . �� CURB INI Utilities `� �c,,• NOT MARKED IN FIELD ` ! TC = 83 _ o° �o SW INV. Gas , x� �, x '��` , ��, '' ! CURB INl Indiana Gas Company TC = 83 15900 Allisonville Road » = NE INV, Noblesville, Indiana 46060 S INV. - C1� ti 0,.� `,, , ` �� � / �� (317)776 --5534 (Don Purrilie) o C6� x' \x ��o, f r� x INV. = 829.37 �. / ¢ Water , l 12 RCP 1 ,�1. o � � r� N Carmel Utility Departrrlei'�1. C6 x ; >rj One Civic Square �� `�cJ' �' I Indiana 4603 r " Carmel, O tiJ r � rx \ � 451" �� o (317) 571- 2 442 X r O 0 ,\P -- �xx,o�` ,� k IN 828 moo,• ;,,,� CTRIC LINE SHOWN PER l ,' �, �, o• N NOT MARKED IN FIELD Telephone x f _ ' � �`�' ��o• x, "Jf. Ameritech o• _ - - - ^��' `��� .f: 830 �. INV. = 5 220 North Meridian Street 4 i � � �. -, �, ` 3 In ana �►�. ° -- %� _ o,. {.; x x o~ -. STORM IV In Indianapolis, ��• - - _X - -. ��' _ 8~ - 800 --382 -5544 TC = 83 26� 4878 or 1 - N INV. - 8 x x cb ^ _ _ _ -- - -- ��,�• ACCESS COVER w INV. = 828.13 E INV. -- Cable Television ( s INV. = Warner Cable E 00 � � Time -- - -- ,,�,.: _ . - RCp -' -- -- f °Q 87" CMP� 516 E. Carmel Drive 0 - r -r - Carmel, _.� _ Cs _ 38 Indiana 46032' �� INV 845 - . = 1 828.97 p cn o (317)848 -4726 (Jason Kirkman) ® I ° 0 _ 95.01' \ -- �� Electric �1b• __ ��• Cinergy (PSI) �. �ijx � 824.`x. � __ x -- �� X -�� -�; x �. 1441 S. Gilford Carmel, Indiana 46032 (317)581 -3027 (Mariea -"oonce) LENOX TRACE Sanitary Sewer PHASE Clay Township Regional Waste District INSTR. #9343098 10755 North College Avenue Carmel, Indiana 46032 (317) 844 -9200 Storm Sewer City of Carmel City Hall, 1 Civic Square Carmel, Indiana 46032 Note: (317) 571 --2441 Parcel lines and boundary information are shown for information purposes only. No actual boundary Streets ur PP y y retracement was P erformed with this topographic City of Carmel survey. City Hail, 1 Civic Square Carmel, Indiana 46032 (317) 571 -2441 Utility Hot pine: within Indiana 1 -800- 382 -5544 Note The nature, size and location of utilities are per pons and locations provided by the respective utility companies. The above list constitutes soine, 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. 1._EE GENED ® ® INLET OR CATCH BASIN O SEWER MANHOLE � TELEPHONE MANHOLE ® ACCESS COVER Q TRAFFIC MANHOLE ® WATER MANHOLE 0 MANHOLE 'COCLEANOUT AREA LIGHT UTILITY POLE WITH GUY WIRE ,R UTILITY POLE WITH RISER '-\_0 FLAG POLE (�) TRAFFIC POLE ou UTILITY PEDESTAL OE ELECTRIC METER ® ELECTRIC TRANSFORMER CONDITIONING UNIT -tea-• UTILITY VALVE 1r HYDRANT o WELL --tea-- WATER VALVE O w WATER METER Ili -fla- GAS VALVE OC GAS METER �- --°- SIGNS MAILBOX TREE, SHRUB BENCHMARK SOIL BORING - - - - - - - - - -• OVERHEAD UTILITY LINES T V 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 ==-- 1iz --= LL� UNDERGROUND SANITARY SEWER EDGE OF WOODS X X X FENCE LINE 000 FLOW LINE THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Tel ep hone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechn ical Services CIS * LIS Horne Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering U r �--� o 0 �CQ ICU r CL) -� Cd oa a� �-+ o 0 co W DATE: a� U 3/19/04 1211.016 R CHECKED BY: JKR x � C adrlition_d. fs19n ridded - &R_, 6 �1_15 /05 removed additional topo from 6/16/05 - JKR, 1/27/06 DRAWING FILES: S: \1211 \016 \dwgs \1211016t. dwg S: \1211 \016 \dwgs \12110161.dwg SHEET NO.: CZ P CZ 0 0 CZ5 0 co 0 Emmm, 0 4­4 CD r-M-111 7 U Of ME CD LLJ U r �--� o 0 �CQ ICU r CL) -� Cd oa a� �-+ o 0 co W DATE: PROJECT NO.: 3/19/04 1211.016 DRAWN BY: CHECKED BY: JKR CRV REVISIONS: moved 48" RCP into easement-&R, 5/5/04 adrlition_d. fs19n ridded - &R_, 6 �1_15 /05 removed additional topo from 6/16/05 - JKR, 1/27/06 DRAWING FILES: S: \1211 \016 \dwgs \1211016t. dwg S: \1211 \016 \dwgs \12110161.dwg SHEET NO.: of 1 n��hNr The ve: Ition data shown on this survey is based upon a positiol Yi derived from Global Positioning System (GPSI observatio►: cessed by National Geodetic Survey (NGS) utilizin: their Online : Jsitioning 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. TB M #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 'Y' in the south rim of sanitary manhole SS�K, north of Carmel Drive across from site. ELEV. = 841.15 (NAVD88) TBh1 #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) _ -1 f STANDARD 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 BY OWNER. ALL EXCESS TOPSOIL SHALL BE HAULED OFF -SITE AT NO ADDITIONAL COST TO OWNER. TOPSOIL STOCKPILES PLACED ON SITE SHALL BE TEMPORARILY SEEDED WiTHIN THREE DAYS OF PILE COMPLETION. D FOR THE USE OF UGUAL FILES THE INFORMATION CONTAINED WITHIN THIS DISK OR ELECTRONIC MAIL IS AS IT APPEARS ON THE SCHNEIDER CORPORATION'S ELECTRONIC FILES. By accepting delivery of this Digital File, the receiver agrees to indemnify and hold harmless The Schneider Corporation, their clients, officers, agents, and employees from and against any damages,. including but not limited to reasonable attorney's fees, resulting from the use, distribution, change, or modification of the informotion contained within without the express written permission from The Schneider Corporation. The receiver further understcnds that the information that may be included within is subject to periodic revisions by The Schneider Corporation or the Client and therefore the information contained within is not warranted in any way. 1 , i f � •1 f _ _ r - _ , 1 J , .. _, _ '- -, •� -.. i ;f , , � r.. � ' , - -- _ _i- - I - - - - -_ z. `rte /� �� , , �X, / „ _ r - k I r X. - X z. • ti. \, X \ , X 'C ti Y Y _ ,.1 . _ __ _..- - _.. ..... ' i- 111 .I /• - , , \`.- -. - 1., , , ~,Yl, r {.. I' 1 I ; i r' - -- _ , • i / I j 1' ' i f 1 III I Vti `` 1t •`'"�,, i I 1 � 1! ) I 1 I ;+ , � t, '4 � '' l 11. i _ � I : I E E ,J I I ri 4 '4 � ♦' �•�' S I r, ' � l IJ i ` t IJj �, 1�' ' j+ �'� 1-- .4,i3.;c.,::c_..L,t.__" •s.,.J.,. �+ . - 1 \ 4 '`, � � _ I I � + i I, Y'•J -:j' s �' �' 838.38 j i M` E •� ` � ' ✓ c I ► EXISTING DETENTION POND ` i k• 838.73 - •- , \ i 1 I :� TC 838.48 838.40 GUTI ' ��- - ' ,� y \ `, .,' -'`, ` \, l i -'_; ► , , 858.8 ITC - - - -- - -- 837.85 qUT ,t , U ? 3 8.05 TC TC 395TC 838.60 r 838.10 GU 838.50 GUT 838.05 GUT i , -' i 839.05 GUT j' j_ 838.70 TC ` I 'Mmomm 839,35 TC 838,35 IT 838.20 ',GU 838.35 TC _/r 838.15 TC ! �; ' .' `' •' . 838.85• GU-T 837.85 GU 837.85 GUT ` 7 839,70 ,� l 1 c 83 65 GUT \, ` CONSTRUCTION r i i; ► ; t _ LIMIT LINE .838.40 �� C' 838.95 TC , , ,, 839 5 T ��• 839.70 _ `- \, `•\ \ .- ~- � � � � i i 838.75 GUT,, 838.45 GUT r \, ! 838.75 TC 838.10 TC . I , 1 839:55 TC >F � ``5 - 3 838.25 GU T 837.60 GUT 8`40.0 839.05 GU 838.35 TC► N, 837.85 GUT'' '; } -'` ; x Y; ? i 839.70 f - 839.85 TC . I I i 839.35 GU T•t! 840.20 - � -r� ', '` `` � � � ' � � •~ I i' 839.35 TC 839.65 TC 839.50 TC 2--�\STOR 840. '�: 839.15' GUT 885 TC ~ 838.85 GUT � PROPOSED GUT 839.00 GU ` 839.50 TC C G 841.45 TC _ to 839. QO GUT ;} ..,'' i'' J % ' ��,'� t •.' 840', \95 GU 838.70 24,000 SF '} i`, , �,> ,,r ; ,` X :; \ l 841.20 TC 'l a 839.70 TC •� .F*F.E,=840,20 " tj GUT A 840.70 GUT / J�' 839.90 TC rj ,r 1 -� 839.95 TC DA Parkin 1 GR_D � 839.40 GUT EPA � ~� �' `, ,} •:1- � `` `\� `' `1, , I: _ _ -- ;_...f', . e ; �+ � '• } I i I � A E- 8� 839.45 GUT See Note BREAK e j I I r a► t J' rj ,� s 839.15 I� `- .�: �'' }. `' � ''> �� •t� `'� ` `j 83 0 TC 1 r 111841.60]TC ' 839.95 IT "'. 9.10 GUT i 839.35 �', - ` �, X RIGHT OF WAY :,' r 840.30 TC + =GUT r 839.45 GUT - ► GUILFORD ROAD ,` 1 i r 839.80 GUT r \'.>> r -j.. (WIDTH VARIES) i ,, ",, +, :,;• j r 1V i 841 45 T - _ f C �-&39.1 -5 . \ _ �, Zh20 s = 'x -8MP EASEMENT 3" 8 8 TC 839.7 8 X9.75 0 ` [� TC • t 840.10 ,� , 0 GUT 1 r {. '� 839.25 GUT �y�,~�� /J r' tip '`• 1, r� '• 839.95 �- •-•" " '` ' ~; _ `',�- :\ -: �� ,.: % ,- .k �, ,- � j � TC 839.35 c 39.00 Tom, ./ 837.00 Q 839.45 GUT 83 G i 838.54 T -6 - w 839.0 TC 838.30 GUT p 839.05 TC ` Il - 839 10 G T i i J 839.35 839..E,. - 1 TC . +' _ i r 839.70 TC 838.55 GUT ,\`- 839.10 i r.' \ '`\ \'� '`+ \, \ �J ),ff _ -__. _ _ � k, •� `-, /, r rte'' � � { �ar j �Rt' +'fir Y. � �F1.� _ 840.50 TC 838.85 GUT i r- 8 f -_ r �, . -� .�, 839.70 TL 838 BUT`:.\ r_, _�` ; �, . -- - r 839.20 G j 838.95 = . 0 __ _ - -- f 4 840.00 G T (839.20)G01- .- ,�_. _ _ - - - _M ♦4 / 4'' - _ - - -- - _ _ I �_____ -- _ 839, 20 GU ,'�. , : r ' #i _ -- 838, r 839.35 C i;# �Y�► i ,: 838.1 80 ,TC __- - -:� 839.15 TC _. - - 838.85 G T r,_ �,_ }, 838 T ., _ ,,. _ ,_ .. '\ ��- � -_-__. - -- � r; .__ ` - .� • •. 840.50 T [ _ _ -,j _ - - _ . _ - - - - - r•7 rs _. 839 TC 840.00 GUT r 5 Jr r.•! O i �� I I' `'� 1,•ti 100 1 r' - .,_ l �+ 1 7 -'" 839.40 T _ _ - - -... _...__ _ _ 840.20 TC ' - -- .� i ` - :- j f _ TCL �1 Jf l5 �_ i_� `.1 �. . /'lr l_ ....,.: n 'rl i t I I Z V, i"' /1 ; i : f -.,- F��., (1 r' -" � L} ._._____ T (=GU - ,.-.. -- .�\k`1 - _ , ...._. -- _... - --- - -- - - ---_ -, .. ...,.. ..,r• - .., 1 t C t %� . t, y 838.90 GU __- _ �. , 840 70 �, •,^ .- ,.� ,.�� r,' . .. �'��, , _ C r- , •- 840_.40 T 840.20 T - r} _ I , TI: - _ _ 839.90 GUT: 3 •.> ; fr 839 80 T - -- - l C� T. = r�� 83 .3� GUT _ 839._1.0 ♦ 1 k' _ Li ' ti-} •• ..r -" ,,.., i`I , -' _.. -, r r !"ti' - .._.. , .. _ _,, ... .... -- _s ,_ •. ._ l`l. .. _ - t�. _.. � !1 rt y . -1. ,1 . -..,k ...... :.:. , .k -. I n \r I ( p._ z :� % / t l `•I \ _ t i11 r IOU 1 I. k ,v - •'4 ~ I ( 1 , ''r, l r .: - ,' 1i` -mot_. - _ -... __ - - .. _ _. -.. __- -._ ,_. .- ._ ._. ___... .. __ ... -__ - + (`•,- r ` i c J I r .\ i �IF, I T ASSUMED NORTH SCALE: 1"=40 ' HOLEY MOLEY SAYS DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- X00 -382 -5544 CALL TOLL FREE PER INDIANA STATE LAW 15 -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. TLTR- (( pl�N existing Storm Serer 9 o New Storm Structure Subsurface Drain (sm) Existing Sanitary Sealer �-- �- ---°�- New Sanitary Sower � (Laterals are shown for reference only) g Contour ontour Existin 9 Elevation �-' 835 - - Proposed Contour 000.00 Proposed Finish Grades 000.00 rc Proposed Finish Grades �GUT (TC--Top of Casting /Curb; GUT = Gutter /Rim) ADA Accessible Route --- 00C Swale Flowline(o Flcw Arrow Existing Water Main `- Existing Fire Hydrant ly Existing Water Valve Existing Utility Pole Existing Trees - Existing Fence INN 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 �S STARTED OR RESUMED. 3. STANDARD SPECIFICATIONS FOR THE CITY OF CARMEL , INDIANA SHALL APPLY FOR ALL STORM SEWERS AND CTRWD FOR ALL SANITARY SEWERS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTiVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. 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 ThIIS CANNOT BE ACCOMPLISHED. 8. ALL FILL AREAS SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIP.4UM DRY DENSITY MODIFIED (ASR, 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 %). NOTE: See erosion on control t of sequence en ce on sheet C801 for re- construction through P g post- con stru n requirements. e wre men ts. CITY CENTER DRIVE AND CARMEL DRIVE ROAD IMPROVEMENTS PER CROSSROAD ENGINEERS, PC, USED FOR REFERENCE ONLY. RECEIVED ON 1 -09 -07 BY THE SCHNEIDER CORPORATION. cis CD Cn LIJ 1\�1111111111t!!!!//� N\\X RT G� -0 1z 1:• W y4 h J ` _ V A ICY �-+ ! � /'tom 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. (2007) 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 c� 0 839.85- TC ' 839:35 GUT CQ o � z ! 839.70 TC . .___,. -- •- - _...._ +r ;, =GU 840.15 TC 839:6 5 -G.0 T -' 841.85 TC 841.35` GUT � w COI'JSTRUCTiON LIMIT UNE - 841.85 1 TC __. • 841.35 GUT TC /� t' �- "✓ `� 840.10 GU , CID I , � w ztz� 840.80 TC C:) -840.30• GU ! x C " ` ' \ C� rw J, 4♦ _ 1 .- � ._, -__•_- 1,('., f: }:;.1 j ,, y. „ � mil° n, -� � -r 1 �It , , Vjl- \ M's"rr ''7_�.,e��..�y�..a..•w �� �.. ~ -' `' [�`.1 ___ � 'V\ f" "�• sr ._. __•_7C._. -,:.., {•)l��- °"^.,_._ -; f. l�'4.+- ••�- -. _• .�,. � -. - -- �_..`- � `� ��.�~ �'u-'v,.�_. ~�` ~"`i,- �1� t'\ ~ti'_ k�.G- \' ^.• --_..I i' t .... - _,.- _.- -.- /� 'J• "- "'rli 1. � � f• _ 1' l - �� .. �`` ���\� \ ,`� •'� \ �I` � �\ i_r�,��„ _.r'�.>'••� t 1^ \ r•s, 4 ...ter -s.. _ _ . 0 i ` t IJj �, 1�' ' j+ �'� 1-- .4,i3.;c.,::c_..L,t.__" •s.,.J.,. �+ . - 1 \ 4 '`, � � _ I I � + i I, Y'•J -:j' s �' �' 838.38 j i M` E •� ` � ' ✓ c I ► EXISTING DETENTION POND ` i k• 838.73 - •- , \ i 1 I :� TC 838.48 838.40 GUTI ' ��- - ' ,� y \ `, .,' -'`, ` \, l i -'_; ► , , 858.8 ITC - - - -- - -- 837.85 qUT ,t , U ? 3 8.05 TC TC 395TC 838.60 r 838.10 GU 838.50 GUT 838.05 GUT i , -' i 839.05 GUT j' j_ 838.70 TC ` I 'Mmomm 839,35 TC 838,35 IT 838.20 ',GU 838.35 TC _/r 838.15 TC ! �; ' .' `' •' . 838.85• GU-T 837.85 GU 837.85 GUT ` 7 839,70 ,� l 1 c 83 65 GUT \, ` CONSTRUCTION r i i; ► ; t _ LIMIT LINE .838.40 �� C' 838.95 TC , , ,, 839 5 T ��• 839.70 _ `- \, `•\ \ .- ~- � � � � i i 838.75 GUT,, 838.45 GUT r \, ! 838.75 TC 838.10 TC . I , 1 839:55 TC >F � ``5 - 3 838.25 GU T 837.60 GUT 8`40.0 839.05 GU 838.35 TC► N, 837.85 GUT'' '; } -'` ; x Y; ? i 839.70 f - 839.85 TC . I I i 839.35 GU T•t! 840.20 - � -r� ', '` `` � � � ' � � •~ I i' 839.35 TC 839.65 TC 839.50 TC 2--�\STOR 840. '�: 839.15' GUT 885 TC ~ 838.85 GUT � PROPOSED GUT 839.00 GU ` 839.50 TC C G 841.45 TC _ to 839. QO GUT ;} ..,'' i'' J % ' ��,'� t •.' 840', \95 GU 838.70 24,000 SF '} i`, , �,> ,,r ; ,` X :; \ l 841.20 TC 'l a 839.70 TC •� .F*F.E,=840,20 " tj GUT A 840.70 GUT / J�' 839.90 TC rj ,r 1 -� 839.95 TC DA Parkin 1 GR_D � 839.40 GUT EPA � ~� �' `, ,} •:1- � `` `\� `' `1, , I: _ _ -- ;_...f', . e ; �+ � '• } I i I � A E- 8� 839.45 GUT See Note BREAK e j I I r a► t J' rj ,� s 839.15 I� `- .�: �'' }. `' � ''> �� •t� `'� ` `j 83 0 TC 1 r 111841.60]TC ' 839.95 IT "'. 9.10 GUT i 839.35 �', - ` �, X RIGHT OF WAY :,' r 840.30 TC + =GUT r 839.45 GUT - ► GUILFORD ROAD ,` 1 i r 839.80 GUT r \'.>> r -j.. (WIDTH VARIES) i ,, ",, +, :,;• j r 1V i 841 45 T - _ f C �-&39.1 -5 . \ _ �, Zh20 s = 'x -8MP EASEMENT 3" 8 8 TC 839.7 8 X9.75 0 ` [� TC • t 840.10 ,� , 0 GUT 1 r {. '� 839.25 GUT �y�,~�� /J r' tip '`• 1, r� '• 839.95 �- •-•" " '` ' ~; _ `',�- :\ -: �� ,.: % ,- .k �, ,- � j � TC 839.35 c 39.00 Tom, ./ 837.00 Q 839.45 GUT 83 G i 838.54 T -6 - w 839.0 TC 838.30 GUT p 839.05 TC ` Il - 839 10 G T i i J 839.35 839..E,. - 1 TC . +' _ i r 839.70 TC 838.55 GUT ,\`- 839.10 i r.' \ '`\ \'� '`+ \, \ �J ),ff _ -__. _ _ � k, •� `-, /, r rte'' � � { �ar j �Rt' +'fir Y. � �F1.� _ 840.50 TC 838.85 GUT i r- 8 f -_ r �, . -� .�, 839.70 TL 838 BUT`:.\ r_, _�` ; �, . -- - r 839.20 G j 838.95 = . 0 __ _ - -- f 4 840.00 G T (839.20)G01- .- ,�_. _ _ - - - _M ♦4 / 4'' - _ - - -- - _ _ I �_____ -- _ 839, 20 GU ,'�. , : r ' #i _ -- 838, r 839.35 C i;# �Y�► i ,: 838.1 80 ,TC __- - -:� 839.15 TC _. - - 838.85 G T r,_ �,_ }, 838 T ., _ ,,. _ ,_ .. '\ ��- � -_-__. - -- � r; .__ ` - .� • •. 840.50 T [ _ _ -,j _ - - _ . _ - - - - - r•7 rs _. 839 TC 840.00 GUT r 5 Jr r.•! O i �� I I' `'� 1,•ti 100 1 r' - .,_ l �+ 1 7 -'" 839.40 T _ _ - - -... _...__ _ _ 840.20 TC ' - -- .� i ` - :- j f _ TCL �1 Jf l5 �_ i_� `.1 �. . /'lr l_ ....,.: n 'rl i t I I Z V, i"' /1 ; i : f -.,- F��., (1 r' -" � L} ._._____ T (=GU - ,.-.. -- .�\k`1 - _ , ...._. -- _... - --- - -- - - ---_ -, .. ...,.. ..,r• - .., 1 t C t %� . t, y 838.90 GU __- _ �. , 840 70 �, •,^ .- ,.� ,.�� r,' . .. �'��, , _ C r- , •- 840_.40 T 840.20 T - r} _ I , TI: - _ _ 839.90 GUT: 3 •.> ; fr 839 80 T - -- - l C� T. = r�� 83 .3� GUT _ 839._1.0 ♦ 1 k' _ Li ' ti-} •• ..r -" ,,.., i`I , -' _.. -, r r !"ti' - .._.. , .. _ _,, ... .... -- _s ,_ •. ._ l`l. .. _ - t�. _.. � !1 rt y . -1. ,1 . -..,k ...... :.:. , .k -. I n \r I ( p._ z :� % / t l `•I \ _ t i11 r IOU 1 I. k ,v - •'4 ~ I ( 1 , ''r, l r .: - ,' 1i` -mot_. - _ -... __ - - .. _ _. -.. __- -._ ,_. .- ._ ._. ___... .. __ ... -__ - + (`•,- r ` i c J I r .\ i �IF, I T ASSUMED NORTH SCALE: 1"=40 ' HOLEY MOLEY SAYS DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- X00 -382 -5544 CALL TOLL FREE PER INDIANA STATE LAW 15 -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. TLTR- (( pl�N existing Storm Serer 9 o New Storm Structure Subsurface Drain (sm) Existing Sanitary Sealer �-- �- ---°�- New Sanitary Sower � (Laterals are shown for reference only) g Contour ontour Existin 9 Elevation �-' 835 - - Proposed Contour 000.00 Proposed Finish Grades 000.00 rc Proposed Finish Grades �GUT (TC--Top of Casting /Curb; GUT = Gutter /Rim) ADA Accessible Route --- 00C Swale Flowline(o Flcw Arrow Existing Water Main `- Existing Fire Hydrant ly Existing Water Valve Existing Utility Pole Existing Trees - Existing Fence INN 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 �S STARTED OR RESUMED. 3. STANDARD SPECIFICATIONS FOR THE CITY OF CARMEL , INDIANA SHALL APPLY FOR ALL STORM SEWERS AND CTRWD FOR ALL SANITARY SEWERS. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTiVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. 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 ThIIS CANNOT BE ACCOMPLISHED. 8. ALL FILL AREAS SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE MAXIP.4UM DRY DENSITY MODIFIED (ASR, 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 %). NOTE: See erosion on control t of sequence en ce on sheet C801 for re- construction through P g post- con stru n requirements. e wre men ts. CITY CENTER DRIVE AND CARMEL DRIVE ROAD IMPROVEMENTS PER CROSSROAD ENGINEERS, PC, USED FOR REFERENCE ONLY. RECEIVED ON 1 -09 -07 BY THE SCHNEIDER CORPORATION. cis CD Cn LIJ 1\�1111111111t!!!!//� N\\X RT G� -0 1z 1:• W y4 h J ` _ V A ICY �-+ ! � /'tom 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. (2007) 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 c� 0 CIO C/D CQ o � z COO) w � w 0 CID � w ztz� C:) rw 0 0 0 C\2 - _ LWMA 1 6 111 �� 1 1 I (� (� I � - .- - . - N - Telephone -_ - - Gas Electric Storm Sewer Ameritech Indiana Gas Company Cinergy (PSI) City of Carmel 220 North Meridian Street 15900 Allisonville Road 1441 S. Gilford City Hall, 1 Civic Square Indianapolis, Indiana 46204 Noblesville, Indiana 46060 Carmel, Indiana 46032 Carmel, Indiana 46032 265 -4878 Or 1- 800 -382 -5544 (317)-/76-5534 (Don Purdue) (317)581 -3027 (Mariec Coonce) (317) 571 -2441 Cable Television Water Sanitary Sewer Streets Time 'Varner Cable Carmel Utility Department Clay Township Regional Waste District City of Carmel 516 E. Carmel Drive One Civic Square 10755 North College Avenue City Hall, I Civic Square Carmel, Indiana 46032 Carmel, Indiana 46032 Carmel, Indiana 46032 Carmel, Indiana 46032 (317)848-4'/26 (Jason Kirkman) (3117) 571 -2442 (317) 844 - ,i200 (317) 571 -2441 Utility Hotiine: within Indiana 1--846 -382 -5544 R- 301 0 -A 601 600 Note: 18 0.50 83x-.00 The nature, size and Location of utilities are per plans and locations provided by the respective 831G utility companies. The above list constitutes some, if not all, of the utility companies which 1 may provide service in the area of, and adjacent to, the subject project, based upon the 0 information available through such plans and locations, and any incidental visual inspection. All - - - - -._ �.7 , I- �' _-.- --- x - �'_r'^' utility companies should be notified prior to any excavation for field location of services and 1 - verification of size and nature of services. ! f i I. -....- I I THRUST BLOCK (AS REQUIRED) _NN41. I I I Fit. _­­ "I ��� ­­ ., ­ � S'YRL1C'TL_RE t_�f'ST�ZF,r FYI T)c_)� r'�iSTRF, =� N'1 (.. tt �I,>'� A. . i I..t_)I'F r Q R(�f F1.F�-, [ �[ f3( - I N iit;�iERT t1 T' F,f__F`r'. t)( )\%'' N LI I'S TRF:,A %4 STR [,j('Tt_ RF SIZE t_It?S•Tf`_EA,1 FP,,,k a1\1 F: & (_IR,\ TT NEI -NA I i_ 604 603 182 12 0.70 837.50 838.15 834.33 833.06 2' x 2' R-3472 003 002 142 18 O.50 838.15 8 38, 30 832.5E 831.85 36" Dia. R -3472 602 601 12 18 0.50 838.30 837.00 o31.7 5 831.69 36" Dia. R- 301 0 -A 601 600 40 18 0.50 83x-.00 Q a 831G 831,39 AS4 -OFD 1 I I 4, a � � ' « - "': - - � I MI ��� :� '"10 ­_ -1 M THE INFORMATION CONTAINED WITHIN THIS DISK OR ELECTRONIC MAIL IS AS IT APPEARS ON THE SCHNEIDER CORPORATION'S ELECTRONIC FILES. By accepting delivery of this Digital File, the receiver agrees to indemnify I 1? - .- I and hold harmless The Schneider Corporation, their clients, officers, agents, ..= and employees from and against any damages, including but not limited to - reasonable attorney's fees, resulting from the use, distribution, change, or modification of the information contained within without the express written I , permission from The Schneider Corporation. - _- The receiver further understands that the information that may be included within is subject to periodic revisions by The Schneider Corporation or the Client and therefore the information contained within is not warranted in any way. u `/ - ,I , I i.. I . ,. ,- \ _ - \; _ I" - _ J ti - __ _ - . \ .__ - - /� f _ _ -_ �' - h - .., _ - - _ _ _- - .. -_ - - - .. .. .. _ _ ___________.­1 % _ f - ". - - - - - -' u _ - Y _ . I - r �' \ f 1 �r _ _ _ - _ I - - - • _ r - - _ i \ i / • _ I : _ _ _ .... -.. _.-- . - - -__ __ -- . _____ r • _ _ I - -- - _ .. , , �\ /\ - i - - _ - ti _ t r - . , �, /, - \, y _ Y'' _ - _ _.. ..._ �" I -- - `a _ - _ , _t _-,, _ �. - J, - �,```�- . - �{ / - - l • I i ;. { _ ' w i � A ♦ ... - _ / \ , r` I .11 -t , , i ;, r I - - - -- -- - - _ _ _ _ - - - -- .. - - _ .. . - -- - - I . __ - y \� -r`.- f �- w _ - �: _ \ f 7 r %� _ _ -. _ I_ -- - �\ L _. _ \ '� / \{ :> / I - . _.. .I __ N. 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INVERTS AND SIZES OF UTILITIES \ \�- - / ��I � + J J % 'I Il f 1 M AT THE BUILDING. \N -_11 \ Iii I i o,. �Jf` I l ! . i!� 1 �. \ 600 `� TRANSFORMER I t f I �, \\ "' I i i' c�," D i I (J,' -', D J I ,r, ; fr1 '-' ; 142 LF 18" RCP 0.50 i, `� �� 18" RCP END SECTION ' I; °Ii1 r - ! =l ,r �i 't; 0 \ 0Ti `>✓AR11__I)- i 4 t j �_ . ; \ \ Y `1 \, INV - 831.39 r r C i 'i ;�, I )` jj \ ` �. j ll C� i 11/ ` �( Jf J 66 �t:y r r-i l , 1; ! I � o : It} 20 X20 - I ,,q "yX, j ? f i O \ BMP EASEMENT ! r f I � p . c j_, \ O- - s- BMP STRUCTURE J i` �� i 01 . ' �- - '�, \\ \ .� AQUASWIRL AS4 CFD r\ , . A", 1 'n- � :, �� Co 1- ) '- �, f 11 1, l j -f 6021 -x- �. f 't- z', w o� of •: \ ! ,_ !f; ifs >> *wool -1 6 SSD \-�, t,. ; r , �Yo� I.. . t -41. ----- - -t , 12 LF 18 RCP @ 0.50 603 1 ` I.r 20 LF OF - _ \ - - f1 rt , 11 - '� ? i !1 1 !I� - "I 11 6 FIRE HYDRANT 6 SSD - - - -- -' ' � L - _ _ _ �_ -__ _.. 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N 111111101 I I 11 r C; _� ° C. 0. 00a 000 _._­_____­___.­ ­ ­ " , , _11­­ I— ­1 ­­ __ 1­ w- V---f co 0 I' , ,,. -'i C/D � '�_-, co Q �� z C '.) -,-,I- ______ >..y,- --- - �11 ------.__. ._y_,,..,_.._=____.T.., z ,-, .- ...__.,.,.,- .,,,- ,..._„_- P, - - ..-., -,.r, -,._,_.,R.�..R.a.., _,-_ _____ G ,t. - -_I- -,---- -` -- - - ,._..... _.__ E T - t r I J / Existing Sanitcjry Sewer Existing Storm Sewer New Storm Sewer New Sanitary Sewer (Laterals are shown for reference only) Sanitary Sewer clean -out Subsurface Drain (ssD) Storm Structure Number Sanitary Structure Number Utility &Drainage Esmt. Building Setback Line Existing Water Main New Water Main Existing Fire Hydrant New Firs Hydrant Existing Water Valve New Water Valve Existing Fiberoptic Line Exis ting Gas Main Existing Electric Line Existing Telephone Line New Gas Main New Electric Line New Telephone Line Existing Utility Pole Existing frees ll 111f1111 . IYIr N� <� Ifll .. 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 SPECIFIC �TIONS FOR THE CITY OF CARMEL SHALL APPLY FOR ALL STORM SEWERS AND CTRWD FOR ALL SANITARY 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 - 554). 7. WATER METER PIT LOCATION TO BE DETERMINED BY LOCAL WATER COMPANY. 8. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE MTH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 9. THERE ARE NO DRINKING WATER WELLS �MTHIN A 100' RADIUS OF ANY GRAVITY SANITARY SEWER LiNES OR MANHOLES ON THIS PROJECT. 10. OFFSITE WATER & SANITARY SHOWN HEPEON FOR PROP05ED CONNECTION ARE DEPICTED PER DESIGN PLANS PREPARED BY THE SCHNEIDER CORPORATION DATECi 9/26/06 KNO1f�N AS " CARMEL SCIENCE & TECH, BLOCK 11." CONTRACTOR SHALL VERIFY UTILITY LOCATIONS PRIOR TO CONSTRUCTION. HOLEY MOLEY SAYS " DON'T DIG BLIND" "IT'S THE LAVA/" CALL 2 WORKING DAYS BEFORE YOU DIG 1- X00 -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. CITY CENTER DRIVE AND CARMEL DRIVE ROAD IMPROVEMENTS PER CROSSROAD ENGINEERS, PC, USED FOR REFERENCE ONLY. RECEIVED ON 1 -09 -07 BY THE SCHNEIDER CORPORATION. 11 2 CD \ \�Itt111I1t1i111 / /�j .��````��- R T '''' /�f4, ., \ 0 W/ 4�- F/G 15�T 1 rr •. N S' _i J �. V t ti 1 n . G `` S _ }� 1 � 1' qq� e �0026&�� L. = -, � �,! - - 'N - '1' - - _*�'�_, �� -C* , F,E, � �_ _= ft� S1"A E w � �w _,- �? - Oti if:«iy� f�,{�r� i'f� -11 �� el '� 't. ­. a SW [� "I tt y �f \ . , I 1 I, /l /Ili Ilia l --, \ \\ 11-J, DATE: THIS DRAWING AND THE IDEAS DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION f E 0 AND ARE NOT TO B USED R REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. ©COPYRIGHTED BY THE SCHNEIDER CORP. (2007) c UOO,U V��- E (ar THE SCHNEIDER CORPORATION 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 Geotech n ical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering V---f co 0 co C/D � '�_-, co Q �� z C '.) -,-,I- - 1.4 W � E-III-i z q � w � �--4 w Q T ... 4 O� � o C\2 C) , 0­4 � � z o Q a � �i In4 w Z x � 0 a O 04 `-' w 0 0 0 1............ ........... ............ . . . . . . . . . . . . . . . . . . . . . . .1 PERMANENT SEEDING ........... ............ SOD OR EROSION CONTROL BLANKET o, '%mot TEMPORARY CONSTRUCTION ENTRANCE INLET PROTECTION SEE SHEET C801 FOR DETAILS SILT FENCE SEE SHEET C801 FOR DETAILS - - - - - - CONSTRUCTION LIMITS $3 RIP RAP PERSON (s) RESPONSIBLE FOR INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL PRACTICES CONTACT: RONALD MILLER, DDS, MSD CARMEL ORTHODONTICS 2000 E. 116TH STREET, SUITE 201 CARMEL, INDIANA 46031 PH: 317 -844 -6284 CITY CENTER DRIVE- AND CARMEL DRIVE ROAD IMPROVEMENTS PER CROSSROAD ENGINEERS, PC. USED FOR REFERENCE ONLY. RECEIVED ON 1 -09 -07 BY THE SCHNEIDER CORPORATION. NOTE: t. 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. DISCLAIMER FOR THE USE OF DnTAL RLES THE INFORMATION CONTAINED WITHIN THIS DISK OR ELECTRONIC MAIL IS AS IT APPEARS ON THE SCHNEIDER CORPORATION'S ELECTRONIC FILES. By accepting delivery of this Digital File, the receiver agrees to indemnify and hold harmless The Schneider Corporation, their clients, officers, agents, and employees from and against any damages, including but not limited to reasonable attorney's fees, resulting from the use, distribution, change, or modification of the information contained within without the express written permission from The Schneider Corporation. The receiver further understands that the information that may be included within is subject to period;c revisions by The Schneider Corporation or the Client and therefore the information contained within is not warranted in any i way. (j 1 �J I JU �y i II jr If r,l I s- ;�.1, 1 � rC_,__G i'--- -_�1� I,� r � II I r l t I' i 7 ti .�r r v-� ASSUMED NORTH SCALE: 1 "= 40 ' HOLEY MOLEY SAYS D r\1 ot IV T DIG BLIND n "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- X00 -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 lip 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 al; 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 requirements may be made in the field if provisions shown prove inadequate in preventing soil erosion and /or storm water pollution. 2. See erosion control sequence on sheet 0801 fer 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 materiels, including gerbage, 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 egulations. 7. Land alterations which strip the iand of vegetation, including regrading, shall be done in a way that will minimize erosion. Whenever feasible, natural vegetation shall be ret fined 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 tc, 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 m,�asures 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. 17. 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 pro jest 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 PREW�NTION PURPOSES 9NLY, FOR ANY OTHER INFORMATION SEE SHEET C101 - C103 SEE SHEET C801 -C802 FOR ALL STORMWATER POLLUTION PREVENTION DETAILS &NOTES z 0 V) w \\`�����1111111t1 l Ifllll /l /� 8ER T 02B11&,, t�- �A TE r D' ���� . x � rlj L 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. (2007) ��G�r��uc�kg�p THE SCHNEIDER CORPORATION Historic Fort Harrison 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.8 26.7100 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� 0 co � C\2 Q � z � w � E z Q a U o Q � � cat C) Q CEO w 0 0 0 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. MmB2 - Miami Silt Loom, 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 II "} COMPACTED EMBANKMENT MATERIAL TYP. 1 I GROUND SURFACE 3:1 OR FLATTER SIDE SLOPES 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. nnNi�0cTC 1A/A cunt IT nr: - TAII 2 stakes (typ) per bale flow -straw bale stake (typ) bindings to be placed parallel straw bale to ground 3 " -6 "undertoe �­% r- r-% I L A r- ► I T r_1 1 T r- r-ti r•1 r- T A 1 1 3 SEEDING 6" MIN. TURN DOWN Jill EROSION CONTROL BLANKET (NORTH AMERICAN GREEN S -75 OR EQUAL) 1LL�I" / - EXISTING GRADE / -1III p ° o° O . p \ O . o O . p ° p ° o ° O o °° o °° o ° PUBLIC ROAD °ao °a 50' (MIN) \ \ O . p °O . p o0 . p °O . p °O o° O o o O o° O. o° O o ° 'D , ° 0 0 • p 'D , ° '0 , p .0 , ° o O•°° O - p o p ° O . p ° O . ° ° O . ° ° O . ° ° O . p ° O . ° ° O . ° o \ O. °p °O.p°°. p°O. p °O. po °•O° °�°°°•Oo °•Oo °,O° O• o° D• o° O• O o° O o° O• o° O o o° O• o° O• o ° o p ° ° . ° °O. ° °O ° °O ° .0 . p °O . ° *0 . ° ° .°'D . p 'D • p .0 ° o 'D . ° ° 0. 0 'a . ° 'a \ ° ° o • O . ° 0 -0 ° °O. °o. o° o °O•p p °O.p °O.O °O.O • ° , ° p ° O . p ° O . p -0 • ° ° O • ° -0 . p -0 • ° o o °O•p °O o °O.p °O• °o°,OOO,po ° ° • ° ° ° • ° ° ° • ° ° ° • o ° \ ° p • ° ° , ° ° o a ° °° ° ° p ° °° °° ° ° ° ° ° ° •° °6" (MIN) ° ° . o . p - °° • 20' (MIN} 2 " -3" COARSE ° ° AGGREGATE GEOTEXTILE FABRIC TO STABILIZE FOUNDATION (ESPECIALLY IMPORTANT WHERE WETNESS IS ANTICIPATED) ENTRANCE DETAIL SILT FENCE X TYPICAL -rvnit-+ n l T/'10Cr111 C_M!'`LlDll C B 3' 1 1/2' 1 STAPLE PER SO. YD. 1 -1/2 STAPLES PER SQ. YD. 2 STAPLES PER SQ. YD. GENERAL STAPLE RECOMMENDATIONS ADDITIONAL STAPLES AS 300 REQUIRED DUE TO DEPTH OF FLOW. ........ ............................... 275 250 ::: C ... : 225 B 200 ... .... .......... ...... .. SLOPE 175 .. ::. :.::......... LENGTH 150 .. C :•:: (FT.) 125 B.'.' ::::::::: ® x 100 75 A .... X 50 25 B CHANNEL LININGS UTILIZE STAPLE PATTERN •C' 0 WITH ADDITIONAL STAPLES ON SIDE SLOPES AT 4:1 3:1 2:1 1 :1 CHANNEL PROJECTED WATER LINE. SLOPE GRADIENT LINING STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN EROSION CONTROL BLANKETS. STAPLE PATTERNS MAY VARY DEPENDING UPON SOIL TYPE AND AVERAGE ANNUAL RAINFALL S -75 EROSION CONTROL BLANKET AS MANU. BY AT SLOPE LENGTHS GREATER THAN 300 FEET OR WHERE NORTH AMERICAN GREEN OR APPROVED EQUAL DRAINAGE OVER LARGE AREAS IS DIRECTED ONTO THE BLANKETS, STAPLE PATTERN 'C" SHOULD BE UTILIZED. 1 THE EDGES OF THE BLANKET SHOULD BE BUTTED AGAINST EACH OTHER, THE EDGES OF THE SCC225 SHOULD BE OVERLAPPED 2 ". 3 �J ° °� ROLL BLANKETS THE BLANKET SHOULD NOT BE OUT IN DIRECTION STRETCHED BUT ALLOWED TO LAY - OF WATER FLOW. r LOOSELY ON THE SOIL SURFACE TO -'^ ACHIEVE MAXIMUM BLANKET TO SOIL CONTACT. _ 0 7\ ROLL BLANKETS OUT IN DIRECTION nr wA�nnw 5 IN HIGH VELOCITY CHANNEL APPLICATIONS, CHECK SLOTS SHOULD BE ESTABLISHED EVERY 35 - 40'. THE SLOTS SHOULD BE 6° WIDE BY 6' DEEP WITH THE BLANKET STAPLED IN THE BOTTOM OF THE SLOT, THEN BACKRLLED AND SEEDED. ra ON SLOPE APPLICATIONS, THE TOP OF THE BLANKET SHOULD BE 'SLOTTED IN" ABOVE THE BREAK OF THE SLOPE OR AT A MINIMUM, STAPLED IN PLACE WITH STAPLES 6" APART ON THE END OF THE BLANKET. 4 ON LONG SLOPES, THE ENDS OF THE BLANKETS SHOULD BE OVERLAPPED 4 - 6' IN A 'SHINGLE EFFECT'. PREPARATION OF THE SEED BED, INCLUDING APPLICATION OF LIME, FERTILIZER AND SEED SHOULD BE CONDUCTED AS NORMAL PRIOR TO INSTALLATION OF BLANKET. EROSION CONTROL EROSION BLANKET INSTALLATION MATTING DETAIL - 6" HIGH, 12' WIDE GEOTECTILE FABRIC FILLED WITH No.2 STONE. (FABRIC -NUTEC 3N',N SILT FENCE FABRIC OR APPROVED EQUAL) ONE FOOT OVERLAP ONTO THE CURB 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 geotextile of 100% 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 24" tall lath stapled matter and fertility will greatly enhance vegetative growth. Wheat or Rye Work the fertilizer and lime into the soil to a depth of 2 -3 inches Oats with a harrow, disk or rake operated across the slope as much as possible. STONE ENTRANCE Fabric Weight ............................ ............................... 4 oz /syd Annual Ryegrass Seeding Elongation................................. ............................... Select a seed mixture based on projected use of the area (Figure 5 -2), 1. while considering best seeding dates. See Figure 5 -3 this sheet. If toler- 35 ances are a problem, such as salt tolerance of seedings adjacent to streets 5.5 -8.3 and highways, see Figure 5 -4 this sheet before final selection. 2 1 2 Figure 5 -2: Permanent Seed Mixtures Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft use mulch. Non - Irrigated* I Species Seeding Rage Suitable pH Site Suitability* 25 lbs/acre Ibs /1000 well Irrigated sq. ft. Droughty Drained Wet Dormant * Seeding ** Level and Sloping Open Areas Red Clover ** Temporary Seeding and Stablization Dates RUN OFT CURB INLET SEDIMENT BARRIER NO SCALE CROSSBARS /II\ /-BEERAHNAGE IVE D NCOV RR W LATHS SILT FENCE MATERIAL ���- SILT FENCE EXTENDS 6 BELOW FINISHED GRADE NOTE: 1. SEE SILT FENCE DETAIL FOR MATERIAL SPECIFICATIONS. 2. SILT FENCE SHALL BE PREASSEMBLED BY SUPPLIER. IN11 �'T DQ0TF7PTI0K1 - QI1 T FFNIrF STORM SEWER GRATE REINFORCED CORNERS MANAGEABLE 2 FOOT CONTAINMENT AREA DANDY SACK' - LIFT STRAPS - OPTIONAL OVERFLOW PORTS DETAIL OF INLET SEDIMENT CONTROL DEVICE HOLEY MOLEY SAYS "DON'T DIG BLIND "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1 -800 -332 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WTHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. SILT FENCE ' 0000=mmmm geotextile of 100% polypropylene meeting the physical properties below. All stakes shall be 2" X 2" hardwood 36" tall with 24" tall lath stapled Irrigation needed during this period. To control All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. STONE ENTRANCE Fabric Weight ............................ ............................... 4 oz /syd Grab Strength ........................... ............................... ONE Elongation................................. ............................... erosion at times other than in the shaded areas, 1. Tall Fescue 35 No 5.5 -8.3 0 2 1 2 um Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft use mulch. 0 Tall Fescue 25 .6 OMNI WEEKLY, AFTER STORM 1 * Late summer seeding dates may be extended 5 days WITH ROUGH GRADING Red Clover ** 5 .12 ... ... AFTER ROUGH GRADING PERMANENT SEEDING if mulch is applied. 3. Kentucky Bluegrass 15 .4 Permanent ..... F7 Se eding I---- Dates FINISH GRADING Creeping Red Fescue 15 .4 AND AS NEEDED AFTER FINISH GRADING NOTE: MULCHING REQUIRED WHEN ACTUAL CONDTIONS HAI,'PER THE EVENTS AND AS NEEDED AFTER EACH INLET IS PLACED SEED SOD & LANDSCAPE AROUND WATER AS NEEDED ESTABLISHMENT OF VEGATATIVE GROUND COVER. --------- ----- REMOVAL OF STRAW BALES N/A ME ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF INLET PROTECTION N/A FIGURE 5 -3 4. Tall Fescue 15 .4 5.8 -7.5 RUN OFT CURB INLET SEDIMENT BARRIER NO SCALE CROSSBARS /II\ /-BEERAHNAGE IVE D NCOV RR W LATHS SILT FENCE MATERIAL ���- SILT FENCE EXTENDS 6 BELOW FINISHED GRADE NOTE: 1. SEE SILT FENCE DETAIL FOR MATERIAL SPECIFICATIONS. 2. SILT FENCE SHALL BE PREASSEMBLED BY SUPPLIER. IN11 �'T DQ0TF7PTI0K1 - QI1 T FFNIrF STORM SEWER GRATE REINFORCED CORNERS MANAGEABLE 2 FOOT CONTAINMENT AREA DANDY SACK' - LIFT STRAPS - OPTIONAL OVERFLOW PORTS DETAIL OF INLET SEDIMENT CONTROL DEVICE HOLEY MOLEY SAYS "DON'T DIG BLIND "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1 -800 -332 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WTHOUT 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 Irrigation needed during this period. To control All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. STONE ENTRANCE Fabric Weight ............................ ............................... 4 oz /syd Grab Strength ........................... ............................... Warp 125 lbs. Elongation................................. ............................... erosion at times other than in the shaded areas, 1. Tall Fescue 35 .8 5.5 -8.3 > 70 2 1 2 50-80 Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft use mulch. 2. Tall Fescue 25 .6 5.5 -8.3 WEEKLY, AFTER STORM 1 * Late summer seeding dates may be extended 5 days WITH ROUGH GRADING Red Clover ** 5 .12 AFTER ROUGH GRADING PERMANENT SEEDING if mulch is applied. 3. Kentucky Bluegrass 15 .4 5.5 -7.5 2 1 ** Increase seeding application by 50 %. FINISH GRADING Creeping Red Fescue 15 .4 AND AS NEEDED AFTER FINISH GRADING NOTE: MULCHING REQUIRED WHEN ACTUAL CONDTIONS HAI,'PER THE EVENTS AND AS NEEDED AFTER EACH INLET IS PLACED SEED SOD & LANDSCAPE AROUND WATER AS NEEDED ESTABLISHMENT OF VEGATATIVE GROUND COVER. Steep Banks and Cuts UNITS FINISHED REMOVAL OF STRAW BALES N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF INLET PROTECTION N/A FIGURE 5 -3 4. Tall Fescue 15 .4 5.8 -7.5 2 1 2 ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED Kentucky Bluegrass 25 .6 Temporary Seedings 5. Tall Fescue 35 .8 5.5 -8.3 2 1 - Emerald Crownvetch ** 10 .25 Kind of Seed 1000 Sq. Ft. Acre Remarks - Lawns and High Maintenance Areas Wheat or Rye 3.5 Ibs. 2 bu. Cover seed 1" to 1 1/2" deep 6. Kentucky Bluegrass 40 .9 5.8 -7.5 2 1 - Creeping Red Fescue 40 .9 Spring Oats 2.3 Ibs. 3 bu. Cover seed 1" deep 7. Perennial Ryegross (Turf Type) 170 4.0 5.0 -7.5 1 T Annual ryegrass 1 lb. 40 lbs. Cover seed 1/4 "deep* 8. Tall Fescue 170 4.0 5.5 -8.3 2 1 2 * Not necessary where mulch is applied. * 1 - Preferred 2 - Will Tolerate ** Inoculate with specific Inoculant. RUN OFT CURB INLET SEDIMENT BARRIER NO SCALE CROSSBARS /II\ /-BEERAHNAGE IVE D NCOV RR W LATHS SILT FENCE MATERIAL ���- SILT FENCE EXTENDS 6 BELOW FINISHED GRADE NOTE: 1. SEE SILT FENCE DETAIL FOR MATERIAL SPECIFICATIONS. 2. SILT FENCE SHALL BE PREASSEMBLED BY SUPPLIER. IN11 �'T DQ0TF7PTI0K1 - QI1 T FFNIrF STORM SEWER GRATE REINFORCED CORNERS MANAGEABLE 2 FOOT CONTAINMENT AREA DANDY SACK' - LIFT STRAPS - OPTIONAL OVERFLOW PORTS DETAIL OF INLET SEDIMENT CONTROL DEVICE HOLEY MOLEY SAYS "DON'T DIG BLIND "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1 -800 -332 -5544 CALL TOLL FREE PER INDIANA STATE LAW IS -69 -1991. IT IS AGAINST THE LAW TO EXCAVATE WTHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. SILT FENCE PREVENTION SCHEDULE 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. STONE ENTRANCE Fabric Weight ............................ ............................... 4 oz /syd Grab Strength ........................... ............................... Warp 125 lbs. Elongation................................. ............................... Warp 50 Trapezoidal Tear Strength ........ ............................... 50 lbs. Burst Strength .......................... ............................... 200 psi UVResistance ........................... ............................... > 70 A. 0. S .......................................... ............................... 50-80 Slurry Flow Rate ....................... ............................... 225 gpm /sq. ft Sediment Retention .................. ............................... 75 StnkP� Cc� 5' n_C;_ Silt Fence Material Fence Post N - Fence Post Should - INLET PROTECTION D ANDY CURB SACK be Buried 1' Below Ground Surface 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. GRADE I GRADE (NEW OR EXISTING)\ I I 3.25' 3.25' f(NEW OR EXISTING) � I � �Op 3; 1 _ MAX 1 S LI SLOPE EROSION CONTROL SEEDED AND BLANKET AS MANU. BY STRAW MULCHED - IIIII,III- NORTH AMERICAN GREEN OR APPROVED EQUAL EROSION CONTROL MATTING DETAIL FOR REAR YARD SWALE SCALE: NONE STORMWATER POLLUTION PREVENTION SCHEDULE EROSION CONTROL MEASURE MAINTENANCE C� J O INSTALLATION SEQUENCE TEMP. DIVERSION SWALE & SILT TRAPS AS NEEDED PRIOR TO CLEARING AND GRADING STONE ENTRANCE AS NEEDED PRIOR PRIOR TO CLEARING AND GRADING TO CLEARING AND GRADING SILT FENCE WEEKLY, AFTER STORM EVENTS AND AS NEEDED EXISTING INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING TREE PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING TEMPORARY DIVERSIONS WEEKLY, AFTER STORM EVENTS AND AS NEEDED ALONG WITH ROUGH GRADING TEMPORARY SEEDING WATER AS NEEDED AFTER ROUGH GRADING PERMANENT SEEDING WATER AS NEEDED z E) Q AFTER FINISH GRADING EROSION CONTROL MATTING WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING STRAW BALES WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER FINISH GRADING INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED AFTER EACH INLET IS PLACED SEED SOD & LANDSCAPE AROUND WATER AS NEEDED AFTER FINISHED GRADING AROUND FINISHED UNITS UNITS FINISHED REMOVAL OF STRAW BALES N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF INLET PROTECTION N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED REMOVAL OF SILT FENCE N/A AFTER ALL AREAS DRAINING TO THESE AREAS ARE STABILIZED Ground Surface i \--Silt Fence Material Should be Buried 6" Below Ground Surface. SILT FENCE DETAIL N TS vi z CD Cn L,J crf NN 1Q TE �O F NA_ '" �fEf /lllll!!llilllft111t \1 \ \\\N�` 4 ,1ti 33' 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. (2007) Schne*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 C� J O co Q Z co z Q W U U � z E) Q F --+- -I W Z x c0 O O O C\2 STORMWATER POLLUTION PREVENTION PLAN INDEX Al Plan index provided below A2 11„x17° Plat denoting lot numbers, boundaries and streets is provided separately. A3 Project Type: This project involves the construction of a one story office building for Carmel Orthodontics and the associated parking areas to service the building. A4 VIcinity Map: Denoted on Sheet C100 A5 Legal Description of Project Site: See attached Topo /Boundary Survey Sheet 8101. LATITUDE: 39' 57' 51" N LONGITUDE: 86' 08' 33" W 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: The majority of the proposed project site will enter a proposed storm sewer system, pass through an AquaSwirl water quality unit located southeast of the building and outlet into an existing pond located east of the site. The remainder of the undisturbed areas of the site will sheet drain directly to the pond. See Site Utility Plan Sheet C103 for more detail. A10 Location of all wetlands, lakes & water courses on and adjacent to site: None All Receiving Waters: White River - Carmel Creek Al2 Identification of potential discharges to groundwater: None anticipated, A13 100 Year Floodploins, Floodways and Flood Fringes: There are no 100 year floodplains onsite or adjacent to this project. This project is located in an unshaded Zone X per the FEMA FIRM #18057CO209F dated February 19, 2003. A14 Pre - Construction and Post Construction Peak Discharge: 10 year Pre - Construction Peak Discharge = 1.3 CFS 10 year Post Construction Peak Discharge = 8.8 CFS A15 Adjacent Land Use (See Stormwater Pollution Prevention Plan Sheet C104 for more information): North: Lakefront Court South: Townhomes /Apartments East: Existing Detention Pond, Guilford Road West: Undeveloped Lot 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. A18 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 Plan Sheet C103 for proposed storm sewer system. A20 Locations, size and dimensions of any proposed off -site construction activities associated with this project: None. 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 on effort to eliminate sediment from leaving the project site during construction protecting the adjoining properties and Carmel Creek and the White River. The existing watershed sheet drains into shallow concentrated flow prior to entering the existing detention pond located east of the project site. PRECONSTRUCTiON ACTIVITIES: 1. Call the Indiana Underground Plant Protection systems, Inc. ( "Holey Moley ") 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. Notify the City of Carmel Engineering Department at least 48 hours prior to the start of construction. 3. Evaluate the site for vegetative areas to be saved. See Sheet C104. 4. 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. 5. Evaluate, mark and protect important trees and associated root zones. Evaluate existing vegetation suitable for use as filter strips along the project boundaries. 6. Maintain a 10' minimum grass filter strip along the North boundary along Lakefront Court and the eastern boundary along the detention pond and Guilford Road. 7. A construction entrance shall be placed per the plan location. 8. Establish construction staging area for equipment and vehicles as far from detention ponds and swales as possible. 9. Establish onsite location for owner /operator /contractor placement of approved plans and Rule 5 NOI and Rule 5 inspection documentation. CONSTRUCTION ACTIVITIES: 1. Once erosion and sediment control measures ore 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, common areas and swales immediately after grading is completed. 5. Liming of pavement subgrode should be done upon completion of rough grading and prior to the installation of storm sewers to prevent the transmission of lime dust to ponds or receiving waters. 6. After liming of pavement subgrode, install sanitary and storm sewers. As storm sewers are constructed, install inlet protection measures. Install riprap upon completion of end section installation at system discharge. 7. Upon completion of sewer installation and inlet protection, proceed with building construction. 8. Upon building construction, complete pavement construction. 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 all grading, clean AquaSwirl unit. 11. Remove all temporary erosion and sediment control practices. 12. Submit Rule 5 NOT to the City of Carmel Engineering Department. B3 Stable construction entrance location 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. B6 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. 87 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 -CB02 for construction details and specifications. B9 Grade stabilization structure locations and specifications: See Stormwater Pollution Prevention 0 Plan Sheet C104 for locations of grade stabilization control measures and Shuts C801- C802 for construction detai!s and specifications. B10 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 a n d S h eets C80 1 - C 80 2 far construction deta it s and specifications. 10122 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. 6113 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. Discharge: Includes but is not limited to, any spilling, leaking, pumping, pouring, emitting, emptying, or dumping. Navigable Waters: Means all waters of the United States that are connected with a navigable stream, lake, or sea. [Note: This definition is usually interpreted to mean any wastewater (even normally dry wash or storm sewer) that eventually drains into a navigable stream]. Plan Review and Amendements: This Plan shall be reviewed and /or amended, if necessary, whenever there is a change in the design of the site, construction, operation, or maintenance which materially affects the site's potential for the discharge of regulated material AND groundwater contamination. The facility does have city sanitary sewer and city water. Prediction of Potential Spills: 1. Nearest Navigable Water: White River 2. Drainage System: A small portion of storm drainage sheet drains directly to an existing detention pond to the east while the majority of the runoff leaves the sit.- via storm sewer and is conveyed to the 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, brake fluid, grease, antifreeze; construction trash and debris, biological agents found in trash and debris, fertilizers, household items including but not limited to cleaning agents, chemicals, paint, herbicides and pesticides. 4. Groundwater Contamination: The facility maintains NO above ground or under ground storage tanks at this site. Therefore, it is felt that there is little or no possibility of post construction groundwater contamination. Alert Procedures for Spills: 1. Any personnel observing a spill will immediately instigate the following procedure: a.) Dialing °On 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 300 - 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 art duration - Present and anticipated movement of the spill - Weather conditions - Personnel at the sccne - 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, maintenci ce personnel or other contractual personnel as necessary for cleanup. Q 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- truc':s, 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: 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 ineJective, 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. Sandbag Curb InIFt Barrier Maintenance Requirements 1. Inspect frequently for damage by vehicular truffic and repair if necessary. 2. inspect after each storm event. 3. Remove sediment, without flushing, when it reaches half the height of the barrier. 4. Deposit removed sediment where it will not enter storm sewer drains. Erosion Control Blanket (Surface Applied) Maintenance Requirements 1. During vegetative establishment, inspect after each storm event for any erosion below the blanket. 2. If any areo(s) shows erosion, pull back '!tat 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 everts or heavy use. 2. Reshape as needed for drainage and runoff control. 3. Top dress with clean stone as needed. 4. Immediately remove mud and sediment tracked or washed onto streets by brushing or sweeping. Flushing should only be used if the water is conveyed into a sediment trap or basin. 5. Repair any broken rood pavement imme;'lotely. Dandy Curb Sack Inlet Protection Maintenance Requirements 1. Remove all sediment and debris from the surface and vicinity of the unit after each storm event. 2. After storm event and at regular intervals, look into the Dandy Bag. If the containment area is more than , � full of sediment, the unit must be emptied. 3. To empty unit, simply lift the unit out of the inlet using the lifting straps and remove the grate. 4. If using optional oil obsorbants, replace absorbent pillow when near saturation. B15 Erosion &sediment control specifications for individual building lots: Not a pp licable. See Sheets C801 & C802 for Construction details and specifications for erosion & sediment control on this site. C1 Description of pollutants and their sources associated with the proposed land use: Silt and sediment from exposed soils, leaves, mulch, vehicular sources such as leaking fuel or oil, brake fluid, brake dust, grease, antifreeze, metals, rubber fragments, road grit, salts and sands, constriction trash and debris, fertilizers, household items including but not limited to cleaning agents, chemicals, point, miscellaneous home improvement materials, toys, clothing and animal waste, elevated storm runoff temperatures, acid rain pesticides and pathogens. C2 Sequence describ ig stormwater quality measure implementation: 1. Install silt fence along: the southern and eastern edges of the project site as shown on sheet C104. 2. Install Temporary Construction Entrance in proposed location as shown on C104. 3. Once new inlets are constructed, inlet protection measures shall be installed immediately. 4. Inspect and maintain all erosion control measures as detailed in the Stormwater Pollution Prevention Measures Maintenance Requirements begirning immediately after installation and conti -ling until vegetation has been sufficiently established and all construction activity is complete. 5. Install the structural BMP along with the proposed storm sewer system. The BMP shall be inspected and maintained as designated in the Operatic.is and Maintenotice Manual ooth during and after construction. 6. Remove all individual inlet protection and 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. 7. Post construction stormwater quality is provided in part by the existing offsite Regional Detention Ponds and the AquoSwirl AS -4. 9. Inspection and maintenance of all project site areas and infrastructure improvements is the responsibility of the owner /developer or his designee until improvements are accepted for i iointenance by the owner. The contractor shall be responsible for restoring to existing conditions any work required offsite or within platted easements. 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 - Offsite to the east, W.R. Fertig Regional Detention Ponds located within Carmel Science and Tecnology Park b. Vegetated strips and /or swales - along the perimeter of the site, vegetated strips shall remain as landscaped and lawn areas. c. Permanent erosion control seeding and plantings - See C104 for more info. d. Outlet protection & velocity dissipation devices - riprap at pipe outfall location e. AquaSwirl model AS -4 CFD will treat the runoff as it exits the site and before it enters the detention pond - See C103 for location. It is the intent of this plan that the implementation of the above described storm water quality measures be executed in accordance with the enclosed plans and details in order to meet the requirements of Rule 5 storm water quality. C4 Location, dimensions, specifications and construction details of stormwater quality measures: See Stormwater Pollution Prevention Plan Sheet 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: See attached BMP Operations and Maintenance Manual. ADDITIONAL 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 an offsite facility. If this option is not available then work should be performed in designated areas only, while providing cover for materials stored outside, checking for leaks and spills, and containing and cleaning up spills immediately. Suitable Acplications 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 an impermeable surface in a dedicated maintenance area. Place a stockpile of spill cleanup materials where it will be readily accessible. All fueling trucks and fueling areas are required to have spill kits and /or use other spill protection devices. Use adsorbent materials on small spills. Remove the absorbent materials promptly and dispose of properly. Inspect onsite vehicles and equipment daily at startup for leaks, and repair immediately. Keep vehicles and equipment clean; do not allow excessive build -up of 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. Ins2ection 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. Insoection 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 Purpose Solid waste management procedures and practices are designed to prevent or reduce the discharge of pollutants to stormwoter 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, non hazardous equipment parts, Styrofoam and other materials send transport and package construction materials Implementatien 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 rocks, 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 run -on 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. InSDectlon 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 ore under way, inspect weekly to verify continued BMP implementation. Inspect BIAPs subject to non - stormwater discharge daily while non - stormwater discharges occur Inspect construction waste area regularly. Arronge for regular waste collection. CONCRE ;SHOUT 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. In - -porate requirements for concrete waste management into material supplier and siocontractor agreements. Store dry and wet materials under cover, away from drainage areas. '•. )in 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. p s hed. Suitable Applications These practices are implemented for discharges of nonstormwater from construction sites. Non - stormwaters include, but are not limited to, groundwater, water from cofferdams, water diversions, and waters used during construction activities that must be removed from a work area. Practices identified in this section are also appropriate for implementation when managing the removal of accumulated precipitation(stormwater) from depressed areas at a construction site. Limitations Site conditions will dictate design and use of dewatering operations. The controls discussed in this best management practice (BMP) address sediment only. The controls detailed in this BMP only allow for minimal settling time for sediment particles. Use only when site conditions restrict the use of the other control methods. Dewatering operations will require, and must comply with, applicable local permits. Implementation Dewatering discharges must not cause erosion at the discharge point. A variety of methods can be used to treat water during dewatering operations. Several devices are presented below and provide options to achieve sediment removal. The size of particles present in the sediment and Permit or receiving water limitations on sediment are key considerations for selecting sediment treatment option(s); in some cases, the use of multiple devices may be appropriate. Sediment Basin Grovit Description: Desi A sediment basin is a temporary basin with a controlled release structure that is formed by A g excavation or construction of an embankment to detain sediment -laden runoff and allow sediment non to settle out before discharging. Sediment basins are generally larger than Sediment Traps. co d- 1. App Appropriate Applications: Effe Effective for the removal of gravel, sand, silt, some metals that settle out with the sediment, and sedi trash. 2. Are all necessary permits attained and special provisions beinq implemented? Imp Implementation: Wat Excavation and construction of related facilities is required. w Q Q 3. As Temporary sediment basins must be fenced if safety is a concern. bey, Outlet protection is required to prevent erosion at the outfall location. Mail InsF Maintenance: w �J Maintenance is required for safety fencing vegetation, embankment, inlet and outfall structures, as Rep well as other features. is c Removal of sediment is required when the storage volume is reduced by one -half. Are appropriate practices installed where stormwater leaves the site? Sediment Trap �[:! E Description: Q A sediment trap is a temporary basin formed by excavation and /or construction of an earthen 6. embankment across a waterway or low drainage area to detain sediment -laden runoff and allow w sediment to settle out before discharging. Sediment traps are generally smaller than Sediment � Basins. C Appropriate Applications: Silt fence is upright? Fabric and stakes meet specifications? Fabric is not to torn? Effective for the removal of large and medium sized particles (sand and gravel) and some metals that settle out with the sediment. Implementation: rw Excavation and construction of related facilities is required. Trap inlets should be located to maximize the travel distance to the trap outlet. Use rock or vegetation to protect the trap outlets against erosion. Maintenance: Sediment basins and traps_ are installed according to the plan? The pipe or rock spillway is functional? Maintenance is required for vegetation, embankment, inlet and outfall structures, as well as other features. Removal of sediment is required when the storage volume is reduced by one - third. 9. 1 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: Date of Inspection: Is this Evaluation following a rainfall Yes No If yes, date the rain stopped: Inches 02/02/07 No. PROBLEM or CONCERN YES NO I N/A SHEET TITLE: co d- 1. Is the site information posted at the entrance? co co � Q M � REF: S: \1 21 1 \033\dwgs\033bs.dwg U 2. Are all necessary permits attained and special provisions beinq implemented? w 1_i 1� �1 .�- w Q Q 3. Is a construction entrance installed? Is it effective? Is it enough P4 c\.Z 4. Public and private streets are clean? w �J Ew-� P4 U 5. Are appropriate practices installed where stormwater leaves the site? U �[:! E ° Q In x 6. Silt fence is entrenchEd into the round? w Z � C 7. Silt fence is upright? Fabric and stakes meet specifications? Fabric is not to torn? rw Terminated to higher round? Property joined at ends? O O 8. Sediment basins and traps_ are installed according to the plan? The pipe or rock spillway is functional? 9. 1 The earthwork for erosion and sediment control practices is properly graded, seeded and /or mulched? 10. Diversions swales ai Id or waterbars are installed to plan and protected? 11. Perimeter practices have adequate capacity and do not need to be cleaned out? 12. Inlet protection is installed on all functional inlets? not filter fabric under rate 13. ' ' su water does not flow under I Inlet protection installed s I t. 14. The frame, cross-bracing anc,l or stakes are adequate and meetspecifications? 15. and/or stone Is Intact without holes r The fabric, straw, mulch a o tears. 16. 1 Catch basin insert protection is installed where required? 117. Sediment has been removed from the practice? 18. Swales and ditches have been stabilized or protected? 19. Stormwater outlets are adequately stabilized? 20. Temporary stabilization of distributed ground 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 operly prepared for seeding? 27. 1 Hard or soft armoring is installed where natural vegetation will erode? 28. Water pumping operations have a protected outlet and discharge water is clear? 29. A designated washout is established for concrete trucks? 30. A dum ster is onsite for trash disposal? 31. Fuel tanks and other toxic materials are safe) stored and protected? 32. Smaller construction sites not required to file a se orate NOI are complying with the overall plan? 33. 34. ALL PROBLEMS OR CONCERNS NEED TO BE ADDRESSED KITH A CORRECTIVE AC110N 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: &i z CD Cnn w ,\\\\\\, \ \ \ \ \ \ ` `C ,1 R 11 � 11111,1 � � y � ,,, ��\ � ' ei� ,� .: I `9 05 � P`� � s � i i . 1�' �I 4��TEdF Zr f P�' '- NA'4u. le 4 �'O�. ��' , yllilllll 1111 \ \ \ \ \\\ I ` 1111111111 `.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. (2007) `� - _ •; 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.: 02/02/07 1211.033 M 0 CHECKED BY: RJS I TMW SHEET TITLE: co d- SPECIFICATIONS T �--� M co co � Q M � REF: S: \1 21 1 \033\dwgs\033bs.dwg U REF: S: \6k \6096 \001 \dwgs \DandySock.dwg SHEET NO.; w 1_i 1� �1 .�- w Q Q � U W P4 c\.Z U w �J Ew-� P4 U in U �[:! E ° Q In x w Z � C 04 124 rw O O DATE: PROJECT NO.: 02/02/07 1211.033 DRAWN BY: CHECKED BY: RJS I TMW SHEET TITLE: GENERAL SPECIFICATIONS DRAWING FILES: \1211 \033 \dwgs \C801- C802.dwg REF: S: \1211 \033 \dwgs \Title1.dwg REF: S: \1211 \031 \dwgs \031bs.dwg REF: S: \1 21 1 \031 \dwgs \031 PLAT- SEPT06.dwg REF: S: \1 21 1 \033\dwgs\033bs.dwg REF: S: \1211 \031 \dwgs \Crossroad Data.dwg REF: S: \6k \6096 \001 \dwgs \DandySock.dwg SHEET NO.; (C (D Ko� 66 z CD �n w C'fi xGF,; ANAL. 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. (2007) 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: PROJECT NO.: 02/02/07 1211.033 co 0 CHECKED BY: SHEET TITLE: GENERAL DETAILS co REF: S: \1211 \033 \dwgs \Tit1e1.dwg REF: S:\CIS\Civil\AquaSwirl\AS4—CFD.dwg C\2 Q z Q w � w o �E-- w co w 0 0 0 CQ DATE: PROJECT NO.: 02/02/07 1211.033 DRAWN BY: CHECKED BY: SHEET TITLE: GENERAL DETAILS DRAWING FILES: \1211 \033 \dwgs \C803— C806.dwg REF: S: \1211 \033 \dwgs \Tit1e1.dwg REF: S:\CIS\Civil\AquaSwirl\AS4—CFD.dwg SHEET NO.: (C NOTE: SEPARATION BETWEEN WYE FITTING: A. "'PPOSITE SIDE LATERALS 1) 1' MINIMUM BELL TO BELL 8' MINIMUM = 2) BELL TO SPIGOT MAY BE ADJACENT (TYPICAL ALL LATERALS ( I B. SAME SIDE LATERALS GREATER THAN 12 _ _� 1) 5' MINIMUM SEPARATION DEEP) 6' MINIMUM (TYPICAL ALL LATERALS SHALLOWER THAN 12 1 (TYPICAL ALL 7. RIGHT -OF -WAY }s I DEEP) LATERALS) OR EASEMENT LINE N, FOR SEPARATION SEE NOTE ONE PIECE TEE -WYE REQUIRED - RIGHT- OF -W'AY OR EASEMENT LINE 11 LD NOTE. f s ALL WYES SHALL BE SDR 26• 6" PVC SDR 35 �� vI MAIN SEWER LINE �- �c BEDDING TO BE PLACED ON UNDISTURBED EARTH, COMPACTION OF #8 STONE ' IS CRITICAL UNDER ALL JOINTS AND FITTINGS. IF PROPER COMPACTION CANNOT BE ACHIEVED, -I THEN PLACE A MINIMUM OF 6" OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH CONCRETE PLAN VIE W AROUND THE PIPE TO BEAR ON STABLE GROUND (PER ENGINEER). PAINTED GREEN 2" X 4" DEPTH TO LATERAL TO BE SHOWN ON MARKER. (TYPICAL ALL LATERALS) A MINIMUM OF 8" OF #8 STONE OVER RIGHT -OF -WAY THE CONCRETE ENCASED WYE SHALL BE OR EASEMENT LINE PLACED PRIOR TO BACKFILLING. 4' FINISHED GRADE STEEL DETECTOR POST 22.5' OR 45' �s s _r , { .. 2' MINIMUM 4' MINIMUM gill \ 22.5' OR 45' 5' MINIMUM - 8' MAXIMUM �,. /i (TYPICAL ALL LATERALS) ._tom J f z. . 4' MINIMUM . S - \ \ r• f t - -4. \ -i f 1.. 75' OR LESS FOR SHORT SIDE " yr ~ gl ''f -r�� �� ; \ ;. � / ` � � � - CAP FOR FUTURE CONNECTION LATERALS 45' OR LESS FOR LONG SIDE \ _ (TYPICAL ALL LATERALS) LATERALS /. THIS ANGLE MUST BE 45' OR • rj LESS FOR ALL LATERALS MINIMUM 6" CONCRETE COLLAR SHALLOWER THAN 12 FEET. REQUIRED, NOT TO EXCEED BYOND ? :_ FIRST PIPE JOINT OF WYE. IF A WYE IS LESS THAN 12' DEEP, THEN 6" MINIMUM MINIMUM FALL-11 /8" PER FOOT MAY NEED TO BE DEEPER FOR (TYPICAL ALL LATERALS CONCRETE COLLAR IS AS REQUIRED � (n ) LONG BUILDING LATERALS OR PER ENGINEERS DISCRETION. MINIMUM FINISHED GRADES SLOPING AWAY CONCRETE STRENGTH OF 3500 PSI, 28 FROM SEWER. DAY COMPRESSIVE STRENTH. NOT REQUIRED FOR DUCTILE IRON TEE. SECTION ALL FITTINGS SHALL BE OF ONE PIECE CONSTRUCTION. NOTE: ALL LATERAL BEDDING SHALL BE AGAINST UNDISTURBED TRENCH. 12' DEEP AND GREATER LESS THAN 12' DEEP NOTE: DEPTH OF SERVICE LATERAL SHALL BE MEASURED FROM FINISHED GRADE TO THE TOP OF MAIN SEWER LINE. SERVICE LATERAL DETAIL 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 AROUND THE FORCE MAIN. IF THE CONFLICT IS BETWEEN A WATER MAIN AND ANY SANITARY SEWER PIPING, 18" CLEARANCE MUST BE MAINTAINED OR NOTE ABOVE APPLIES AND ONLY GRANULAR FILL MAYBE USED. �V �lV�� ��V w � 3500 PSI CONCRETE 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 CAP MINIMUM 3" ABOVE STONE i \: 20 "0 FRATCO !HDPE METER PIT, 7.2 LBS /FT, MIN. 3' DEEP OR EQUAL 6" FROM TOP OF PIPE TO BOTTOM OF METER PIT. CONTRACTOR SHALL NOT ALLOW METER PIT TO CONTACT LATERAL /TEE -WYE CONCRETE CAP. MINIMUM 1" & MAXIMUM 4" 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. TO ENSURE NEENAH R- 1972 -AL OR EAST JORDAN V- 1601 -1 GRASS GROWTH WITH SEWER ON CASTING FINAL GRADE 6" PVC CAP ML 4;222 6 CLEARANCE FROM TOP OF PIPE 36" x 36" x 6" CONCRETE TO FOP OF #8 STONE APRON WITH FIBERMESH /\ \i /\ 6' MINIMUM (TYP.) \/\ REINFORCEMENT. �\ KY i \i 6" SDR35 PVC PIPE BE PROVIDED ON EACH SIDE OF (6" X 6" X 6 ") -TEE -WYE D d MIN bLYUNU IhhLL I-LLI Ur bUILUiNU) EDGE OF PAVEMENT, MIN. 6' TOPSOIL CURB, GUTTER OR TO ENSURE GRASS SIMILAR STRUCTURE 5 OR LESS GROWTH IF NOT IN THE PUBLIC R/W UNDER PAVEMENT _ MIN. 1.25 Bc +12' 'B' BORROW OR EQUIV. GRANULAR MATERIAL _ COMPACTED TO 95% STANDARD PROCTOR ' DENSITY ' Bc \/ d WITHIN 5' OF EDGE OF PAVEMENT 6" SEWER LAI -RAL FLOW — MINIMUM 1" CLEARANCE FROM TOP OF /—CAP TO BOTTOM OF CASTING FINAL GRADE Z3 jam \\ / \ \/\ 6 PVC PIFE GLUED CAP (6" X 6" X 6 -) TEE -WYE 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 6" PVC CAP FROM THE BUILDING TO THE EXISTING LATERAL STUB. FINAL GRADE TEMPORARY FOUNDATION (FOOTER) 6" PVC r iPE 3' MIN. 3" MINIMUM (6" X 6" X 6 ") TEE -WYE i \� %� FLOW —� \\,� ' l 4 "SEW'ER- ��\\\\\ \'\'\ \\ � /ice /i �ii/ ri��/ i� % iiii�� /i�� / /�� /i 6 SEWER LATERAL #8 STONE BELOW CONCRETE CLEANOUT TYPE 2 6" MINIMUM. SEE SANITARY APRON TO PREVENT SEWER TRENCHING, BEDDING 6" SEWER LATERAL SETTLING. EXTEND TO AND BACKFILL DETAIL UNDISTURBED EARTH. (HARDSCAPE SURFACES AND ALL OTHER INSTALLATIONS BEYOND THREE FEET OF BUILDING) 6" x 4" REDUCER GLUED WITHIN 3' OF THE FOUNDATION OR GASGETED OUTSIDE OF THE FOUNDATION 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 IBY ENGINEER, SANITARY SEWER CASTINGS OR CLEANOUTS MUST NOT BE WITHIN ONE (1) FOOT HORIZONTAL DISTANCE OF ANY PAVED OR CONCRETE SURFACES. NOTEOUTSIDE 3' OF THE FOUNDATION ALL CLEANOUTS CLEANOUT TYPE 1 ARE TO BE 6" SDR 35 GASGETED PIPE ALL CLEANOUT FITTINGS ARE TO BE SDR 26 (ONLY LANDSCAPED SURFACES WITHIN THREE FEET OF BUILDING) TYPICAL CLEANOUT DETAILS csoa EDGE OF PAVEMENT, --1 MIN. 6' TOPSOIL CURB, GUTTER OR SIMILAR STRUCTURE IN THE PUBLIC R/W \ \ GREATER THAN 5' TO ENSURE GRASS GROWTH TO ENSURE PROCTOR DENSITY SHALL BE GRASS GROWTH SHALL BE INSTALLED IN 6' \/� \yam :: ;•; .. . DEPTH OF BEDDING TO 12' BALANCED LIFTS MIN. 1.25 Bc MATERIAL BELOW PIPE MATERIAL BELOW PIPE A MINIMUM 9' OF CLEARANCE SHALL REGULAR BACKFILL 'B' BORROW OR EQUIV. GRANULAR MATERIAL --- x. COMPACTED TO 95% 1/6 Bc STANDARD PROCTOR DENSITY 6c d GREATER THAN 5' FROM EDGE OF PAVEMENT x /� Perspective View -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH BOTTOM OF TRENCH CONCRETE CRADLE DETAIL. EDGE OF PAVEMENT, - CURB, GUTTER OR SIMILAR STRUCTURE IN THE PUBLIC R/W TRENCH DETAIL RENFORCED CONCRETE PIPE (RCP) C.A.M. # 500-05 5' OR LESS "B" BORROW OR EQUIV. - GRANULAR MATERIAL COMPACTED IN 6" MAX. LIFTS TO 95% STANDARD PROCTOR DENSITY #8 CRUSHED STONE OR — APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE NOTE: 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE PAVEMENT, 6" OF #53 STONE MIN. 6" TOPSOIL ALL BEDDING & INITIAL BACKFILL TO ENSURE PROCTOR DENSITY SHALL BE GRASS GROWTH SHALL BE INSTALLED IN 6' GOVERNING UTILITY'S REQUIREMENTS ARE MORE STRINGENT. DEPTH OF BEDDING DEPTH OF BEDDING TO 12' BALANCED LIFTS MAXIMUM LIFTS TO 907 STANDARD PROCTOR DENSITY MATERIAL BELOW PIPE MATERIAL BELOW PIPE A MINIMUM 9' OF CLEARANCE SHALL LEGEND C804 SIDE OF THE INSTALLED PIPE. TRENCH DETAIL BE PROVIDED ON EACH SIDE OF MIN. 1.25 Bc +12" D d MIN d D MIN. L� THE INSTALLED PIPE = Bc OUTSIDE DIAMETER MIN. 6' TOPSOIL D = INSIDE DIAMETER 27' & SMALLER 3' 27' & SMALLER 3' �� OF�PAVEMENT , KIN. 6' TOPSOIL d = DEPTH OF BEDDING 30' TO 60' 4' ' ' 30 TO 60 4' \V� ✓` ��l / \VV \1. 66' & LARGER 6' MATERIAL BELOW PIPE 66' &LARGER 6' x /� Perspective View -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH BOTTOM OF TRENCH CONCRETE CRADLE DETAIL. EDGE OF PAVEMENT, - CURB, GUTTER OR SIMILAR STRUCTURE IN THE PUBLIC R/W TRENCH DETAIL RENFORCED CONCRETE PIPE (RCP) C.A.M. # 500-05 5' OR LESS "B" BORROW OR EQUIV. - GRANULAR MATERIAL COMPACTED IN 6" MAX. LIFTS TO 95% STANDARD PROCTOR DENSITY #8 CRUSHED STONE OR — APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE MIN. 12" IF U11UTY INSTALLATION IS UNDER 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE PAVEMENT, 6" OF #53 STONE MIN. 6" TOPSOIL COMPACTED TO 95% STANDARD TO ENSURE PROCTOR DENSITY SHALL BE GRASS GROWTH INSTALLED BELOW AGGREGATE GOVERNING UTILITY'S REQUIREMENTS ARE MORE STRINGENT. SUBBASE WITHIN CITY OF CARMEL RIGHT —OF —WAY 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8' MAXIMUM LIFTS TO 907 STANDARD PROCTOR DENSITY 3 MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 3. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH 3. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. C804 SIDE OF THE INSTALLED PIPE. TRENCH DETAIL TRENCH DETAIL MIN. 1.25 Bc +12" STORM SEWER (RCP) MIN. 12" NOTES: LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE THEN SANITARY SEWER PIPE SEGWENT SHALL BE CITY OF CARMEL OR WITHIN CITY OF CARMEL ROW SHALL Bc = OUTSIDE DIAMETER BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL D = INSIDE DIAMETER COVER AND BACKFILL POLICY UNLESS THE LOCAL d = DEPTH OF BEDDING GOVERNING UTILITY'S REQUIREMENTS ARE MORE STRINGENT. MATERIAL BELOW PIPE WITHIN CITY OF CARMEL RIGHT —OF —WAY NOTES: LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE THEN SANITARY SEWER PIPE SEGWENT SHALL BE CITY OF CARMEL OR WITHIN CITY OF CARMEL ROW SHALL Bc = OUTSIDE DIAMETER BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL D = INSIDE DIAMETER COVER AND BACKFILL POLICY UNLESS THE LOCAL d = DEPTH OF BEDDING GOVERNING UTILITY'S REQUIREMENTS ARE MORE STRINGENT. MATERIAL BELOW PIPE 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8' 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8' MAXIMUM LIFTS TO 907 STANDARD PROCTOR DENSITY 3 MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 3. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH 3. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. C804 SIDE OF THE INSTALLED PIPE. TRENCH DETAIL TRENCH DETAIL PLASTIC PIPE (PVC & HDPE), WATER MAINS (PVC & DIP) NOTE: ALL BEDDING & INITIAL BACKFlLL SHALL BE INSTALLED IN 6' TO 12' BALANCED LIFT'S A MINIMUM 9' OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE TRENCH DETAIL REINFORCED CONCRETE PIPE (RCP) C.A.M. # 500-06 EDGE OF PAVEMENT, - CURB, GUTTER OR SIMILAR STRUCTURE IN THE PUBLIC R/W LEGEND Bc = OUTSIDE DIAMETER D = INSIDE DIAMETER d = DEPTH OF BEDDING MATERIAL BELOW PIPE ' OR LESS "B" BORROW OR EQUIV. - GRANULAR MATERIAL COMPACTED IN 6' MAX. LIFTS TO 95% STANDARD PROCTOR DENSITY NNIv situ LATER MAIN NOTE: MAINS WATER NOT BE LOCATED IN THE SAME TRENCH " AS SANITARY SEWERS. \ �� SANITARY SEWER 10' MINIMUM - 10' MINIMUM WATER MAIN ---..- JOINT SANITARY SEWER •A" JOINT — FLOW --- IF UTILITY INSTALLATION IS UNDER PAVEMENT, 6" OF #53 STONE MIN. 6" TOPSOIL COMPACTED TO 95% STANDARD TO ENSURE PROCTOR DENSITY SHALL BE GRASS GROWTH INSTALLED BELOW AGGREGATE SUBBASE a \ \\ �N, Bc +18" MIN. 12" #8 CRUSHED STONE OR APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND HAUNCHING UP TO SPRINGLINE OF TAMPED OR WALKED INTO j PIPE PLACE j// Bc /\ 4" FOR j% PIPE SiZcS 1 2" TO 6D' \ \/� ..: '.. ': •''.. - \\ 6" FOR PIPES 66" AND LARGER WITHIN CITY OF CARMEL RIGHT —OF —WAY (UNDER AND WITHIN 5 FEET OF PAVEMENT) NOTES: LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE CITY OF CARMEL OR WITHIN CITY OF CARMEL ROW SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL Bc = OUTSIDE DIAMETER COVER AND BACKFILL POLICY UNLESS THE LOCAL D = INSIDE DIAMETER GOVERNING UTILITYS REQUIREMENTS ARE MORE STRINGENT. d = DEPTH OF BEDDING 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8" MATERIAL BELOW PIPE MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 3. A MINIMUM 9' OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. TRENCH DETAIL STORM SEWER (RCP) EDGE OF PAVEMENT, CURB, GUTTER OR SIMILAR STRUCTURE IN GREATER THAN 5 THE PUBLIC R/W CLEAN FILL MATERIAL —,, FREE OF ROCKS LARGER THAN 6 ", FROZEN SOIL, WOOD AND COMPACTED IN 12' MAX. LIFTS TO 90% STANDARD PROCTOR DENSITY ;8 CRUSHED STONL OR — APPROVED EQUIV. CLASS 1 BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE MIN. 6' TOPSOIL TO ENSURE GRASS GROWTH Bc +18" I' MIN. 12" HAUNCHING UP TO SPRINGLINE OF \\ PIPE Bc /\ 4" FOR PIPE SIZES 12" TO 60" 6" FOR PIPES 66' AND LARGER // // . WITHIN CITY OF CARMEL RIGHT —OF —WAY (GREATER THAN 5 FEET OUTSIDE OF PAVEMENT) IF "A' IS IF 'B" IS THEN SANITARY SEWER PIPE SEGWENT SHALL BE INDIANA STATE BOARD OF HEALTH'S 'ON -SITE 18" OR MORE 10' OR MORE NO SPECIAL PIPE MATERIAL CR CRADE REQUIREMENTS LESS THAN 18" LESS THAN 10' PVC (EITHER ASTM D 2241 (SDR 21) OR ANSI /A'A C900 (DR 18) OR ANSI /AWW'A C905 (DR 21) OR DUCTILE IRON (CLASS 51 MINIMUM) WELL /WATER SUPPLY & SEWER CROSSING DETAIL IF UTILITY INSTALLATION IS UNDER PAVEMENT, 6" OF #53 STONE MIN. 6" TOPSOIL COMPACTED TO 95% STANDARD TO ENSURE PROCTOR DENSITY SHALL BE GRASS GROWTH INSTALLED BELOW AGGREGATE SUBBASE a \ \\ �N, Bc +18" MIN. 12" #8 CRUSHED STONE OR APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND HAUNCHING UP TO SPRINGLINE OF TAMPED OR WALKED INTO j PIPE PLACE j// Bc /\ 4" FOR j% PIPE SiZcS 1 2" TO 6D' \ \/� ..: '.. ': •''.. - \\ 6" FOR PIPES 66" AND LARGER WITHIN CITY OF CARMEL RIGHT —OF —WAY (UNDER AND WITHIN 5 FEET OF PAVEMENT) NOTES: LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE CITY OF CARMEL OR WITHIN CITY OF CARMEL ROW SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL Bc = OUTSIDE DIAMETER COVER AND BACKFILL POLICY UNLESS THE LOCAL D = INSIDE DIAMETER GOVERNING UTILITYS REQUIREMENTS ARE MORE STRINGENT. d = DEPTH OF BEDDING 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8" MATERIAL BELOW PIPE MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 3. A MINIMUM 9' OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. TRENCH DETAIL STORM SEWER (RCP) EDGE OF PAVEMENT, CURB, GUTTER OR SIMILAR STRUCTURE IN GREATER THAN 5 THE PUBLIC R/W CLEAN FILL MATERIAL —,, FREE OF ROCKS LARGER THAN 6 ", FROZEN SOIL, WOOD AND COMPACTED IN 12' MAX. LIFTS TO 90% STANDARD PROCTOR DENSITY ;8 CRUSHED STONL OR — APPROVED EQUIV. CLASS 1 BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE MIN. 6' TOPSOIL TO ENSURE GRASS GROWTH Bc +18" I' MIN. 12" HAUNCHING UP TO SPRINGLINE OF \\ PIPE Bc /\ 4" FOR PIPE SIZES 12" TO 60" 6" FOR PIPES 66' AND LARGER // // . WITHIN CITY OF CARMEL RIGHT —OF —WAY (GREATER THAN 5 FEET OUTSIDE OF PAVEMENT) NOTE: SEPARATION DISTANCES FROM WATER SUPPLIES ANC PIPE CLASSIFICATIONS SHALL CONFORM TO LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE INDIANA STATE BOARD OF HEALTH'S 'ON -SITE WATER SUPPLY AND WASTEWATER DISPOSAL FOR BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL PUBLIC AND COMMERCIAL ESTABLISHMENTS - BULLETIN S.E. 13" COVER AND BACKFILL PCJuf UNLESS THE LOCAL D = INSIDE DIAMETER WELL /WATER SUPPLY & SEWER CROSSING DETAIL 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8' MATERIAL BELOW PIPE 3 MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 72� 3. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH C804 SIDE OF THE INSTALLED PIPE. C804 TRENCH DETAIL EDGE OF PAVEMENT, STORM SEWER (RCP) - CURB GUTTER OR MIN. 6' TOPSOIL SIMILAR STRUCTURE IN THE PUBLIC R/W 5' OR LESS TO ENSURE GRASS g10WTH �� OF�PAVEMENT , KIN. 6' TOPSOIL SIMILAR STRUCT,IRE GREATER THAN 5' TO ENSU RE GRASS U . S•_.:'� Y UD IN THE PUBLIC R/w Q GROWTH Q4 W z cD REGULAR BACKFILL `c O O 0 'B' BORROW OR EQUIV. ✓ MIN. 1.25 Bc +12' Y / GRANULAR MATERIAL \ COMPACTED TO 95% REGULAR BACKFILL MIN. 1.25 Bc+12' >- STANDARD PROCTOR DENSITY MIN. 12' J8 CRUSHED STONE OR MIN. 12" APPROVED EQUIV. #3 CRUSHED STONE OR CLASS I BEDDING MATERIAL T\ APPROVED EQUIV. HAND TAMPED OR WALKED �\ CLASS I BEDDING MATER Al INTO PLACE 4• HAND TAMPED OR WALKED ' C / INTO PLACE \ Bc 4• /\\ WITHIN 5' OF EDGE OF PAVEMENT GREATER THAN 5' FROM EDGE OF PAVEMENT NOTE ALL BEDDING & INITIAL BACKFILL NOTE: SHALL BE INSTALLED IN 6' ALL BEDDFJG & INITIAL BACKFILL TO 12' BALANCED LIFTS SHAD. BE INSTALLED IN 6' LEGEND TO 12' BALANCED LM A MINIMUM 9' 0 CLEARANCE SHALL LEGEND BE PROVIDED ON EACH SIDE OF A MINIMUM 9' OF CLEARANCE SHALL THE INSTALLED PIPE Bc = OUTSIDE DIAMETER BE PRJVIDED ON EACH SIDE OF D = INSIDE DIAMETER THE INSTALLED PIPE Bc = OUTSIDE DIAMETER d = DEPTH OF BEDDING D = INSIDE DIAMETER MATERIAL BELOW PIPE d = DEPTH OF BEDDING MATERIAL BELOW PIPE 3 TRENCH DETAIL TRENCH DETAIL C805 PLASTIC PIPE (PVC & HDPE) PLASTIC PIPE (PVC & HDPE) IF UTILITY INSTALLATION IS UNDER PAVEMENT, 6" OF #53 STONE MIN. 6" TOPSOIL COMPACTED TO 95% STANDARD TO ENSURE PROCTOR DENSITY SHALL BE GRASS GROWTH INSTALLED BELOW AGGREGATE SUBBASE a \ \\ �N, Bc +18" MIN. 12" #8 CRUSHED STONE OR APPROVED EQUIV. CLASS I BEDDING MATERIAL HAND HAUNCHING UP TO SPRINGLINE OF TAMPED OR WALKED INTO j PIPE PLACE j// Bc /\ 4" FOR j% PIPE SiZcS 1 2" TO 6D' \ \/� ..: '.. ': •''.. - \\ 6" FOR PIPES 66" AND LARGER WITHIN CITY OF CARMEL RIGHT —OF —WAY (UNDER AND WITHIN 5 FEET OF PAVEMENT) NOTES: LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE CITY OF CARMEL OR WITHIN CITY OF CARMEL ROW SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL Bc = OUTSIDE DIAMETER COVER AND BACKFILL POLICY UNLESS THE LOCAL D = INSIDE DIAMETER GOVERNING UTILITYS REQUIREMENTS ARE MORE STRINGENT. d = DEPTH OF BEDDING 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8" MATERIAL BELOW PIPE MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 3. A MINIMUM 9' OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. TRENCH DETAIL STORM SEWER (RCP) EDGE OF PAVEMENT, CURB, GUTTER OR SIMILAR STRUCTURE IN GREATER THAN 5 THE PUBLIC R/W CLEAN FILL MATERIAL —,, FREE OF ROCKS LARGER THAN 6 ", FROZEN SOIL, WOOD AND COMPACTED IN 12' MAX. LIFTS TO 90% STANDARD PROCTOR DENSITY ;8 CRUSHED STONL OR — APPROVED EQUIV. CLASS 1 BEDDING MATERIAL HAND TAMPED OR WALKED INTO PLACE MIN. 6' TOPSOIL TO ENSURE GRASS GROWTH Bc +18" I' MIN. 12" HAUNCHING UP TO SPRINGLINE OF \\ PIPE Bc /\ 4" FOR PIPE SIZES 12" TO 60" 6" FOR PIPES 66' AND LARGER // // . WITHIN CITY OF CARMEL RIGHT —OF —WAY (GREATER THAN 5 FEET OUTSIDE OF PAVEMENT) NOTES: LEGEND 1. ALL UTILITY TRENCHES FOR UTILITIES MAINTAINED BY THE T--+ C".) O CITY OF CARMEL OR WITHIN CITY OF CARMEL ROW SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF CARMEL Bc = OUTSIDE DIAMETER COVER AND BACKFILL PCJuf UNLESS THE LOCAL D = INSIDE DIAMETER GOVERNING UTILITY`S REQUIREMENTS ARE MORE STRINGENT. d = DEPTH OF BEDDING 2. ALL BEDDING & HAUNCHING SHALL BE INSTALLED IN 8' MATERIAL BELOW PIPE 3 MAXIMUM LIFTS TO 90% STANDARD PROCTOR DENSITY 3. A MINIMUM 9" OF CLEARANCE SHALL BE PROVIDED ON EACH C804 SIDE OF THE INSTALLED PIPE. TRENCH DETAIL Z STORM SEWER (RCP) - &i z 0 v� L1J \\ tiR ITrurr�iii��i /// T TF, F° ®VIAL rm II1I111%1������ 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. (2007) nieder 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 T--+ C".) O cfl T^ C\2 Q Z c - E- U ~ UD Q Q4 W z cD O O 0 C\2 GRADE T.C. II 111 I 111 I a .. .. D... p... D..... °. .. 4.y. a ....D....9.,..o..,a. OPENING a.. NEENAH TYPE CASTING NO. R -3010 r- ASPHALT ALTERNATE CASTING - CURB a I ( PIPE UNDERDRAIN 15' IN EACH DIRECTION UNDER PAVEMENT. SEE DETAIL 36' CONCRETE COLLAR \I EACH STREET CENTERLINE. o0 oQ 00 oQ \ I STORM MANHOLE GRADE NEENAH TYPE CASTING RIM NO. R -3472 (OR EJIW 5230) ,....D...,..D....,... 24„ e ° '''''° OPENING a :. 00 d a...... ,....,... e ..........e.... ... ..... a — 6" DIMENSIONS (INCHES) I A MAX B (I. D.) C (MIN) 12 36 GENERAL 15 36 21 18 48 4' -12' 21 48 28 24 1 48 31 27 60 34 30 60 38 33 60 DETAIL 36 60 44 42 60 STORM MANHOLE DETAIL 7 NO SCALE TYP E C �O5 4" 8" MIN. 4" I I #4 REBAR I � I I O I I I I o I I � I I I I Lei � �■ Lei BEEHIVE INLET NEENAH TYPE CASTING No. R -4342 GRASS PRECAST CONCRETE ADJUSTING RING FOR ROUND GRATE /FRAME 6" STONE BEDDING OF #8 STONE PAVED AREA INLET 5 C$05 EARTH OR SIDEWALK SURFACE UNDERDRAIN TRENCH TO BE FLUSH IMTH BACK OF CURB INSTALL FILTER FABRIC ON — PERIMETER OF TRENCH AND OVERLAP AT SUBGRADE LEVEL I8 WASHED AGGREGATE CONCRETE CURB OR CURB do GUTTER z 0 I N J z N MINI :E PAVEMENT ASPHALT OR AGGREGATE PER TYPICAL SECTION DOUBLE WALL PIPE SUBSURFACE DRAIN NO SCALE NOTES: PIPE SHALL CONFORM TO SPEC REQUIREMENTS OF SECTION 718 OF STANDARD SPECIFICATION 6 INSTALLATION REQUIRED: BOTH SIDES OF PAVEMENT C805 CITY OF CARMEL STANDARDS STANDARD SUBSURFACE DRAIN DRAWING 10 -9 12/22/2006 FIGURE 501 -1 Bedding and Backfill Standards for Storm Sewers RCP TRENCH DETAIL FOR CITY STORM SEWERS NO SCALE L 6' KNIMUM OF TCPSOIL W' PAVEMENT SECTION VARIES UMJ OF SUoG;?ACE I.I;NIMUM COVER SHALL e FINAL BE PER NOTE 3 BACKFILL LEGEND I Bc = OUTSIDE DIAMETER D = INSIGk: DIAMETER d = DEPTH OF BEDDING M ATERi BELOW PIPE --- SPRrNGLINE HAUNCHING C DEPTH OF BEDDING (Bc /2) MATERIAL BELOW PIPE d D d MIN NO TES: Bc 60' & SMALLER 4' 66' & LARGER 6' L BEDDING AND HAUNCHING FOR ALL RDP INSTALLATIONS SHALL BE #8 STONE MEETING THE MATERIAL REQUIREMENTS OF THE INDOT. BEDDING SHALL BE PLACED IN THE TRENCH BOT70M SUCH THAT AFTER THE PIPE IS INSTALLED TO GRADE AND UN E, THERE REMAINS A 4" MINIMUM DEPTH OF MATERIAL BELOW THE FIPE BARREL AND A MINIMUM OF 3" BELOW THE BELL. FOR PIPE SIZES 66" AND LARGER, THE MINIMUM DEPTH OF MATERIAL BELOW THE PIPE BARREL SHALL BE 60. BEDDING SHALL BE PLACED TO BE UNIFORM AS POSSIBLE, BUT SHALL BE LOOSELY PLACED UNCNPACTED MATEPIAL UNDER THE MIDDLE THIRD OF THE PIPE PRIOR TO PLACEMENT OF THE PIPE. IF THE UNDERLYING SOILS OF THE TRENCH BOTTOM ARE SOFT OR YEILDING, ThE SOIL SHALL BE UNDERCUT TO SUCH A DEPTH THAT WHEN REPAIRED WITH 12 STONE IT 1MLL PRODUCE A UNIFORM AND STABLE FOUNDATION ALONG THE ENTIRE LENGTH OF THE PIPE. HAUNCHING AND INITIAL BACKFILL SHALL BE CNPACTEO IN 8" MAXIMUM LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL SHALL BE BROUGHT UP EVENLY 0114 BOTH SIDES OF THE PIPE FOR THE FULL LENGTH OF THE PIPE. WINCHING SHALL EXTEND TO THE SPRINGLINE OF THE PIPE. MINIMUM TRENCH WIDTH SHALL BE THE OUTSIDE DIAMETER OF THE PIPE PLUS 18 ". 2. FINAL BACKFILL FOR ALL RCP INSTALLATIONS WHERE "L" IS 5' OR LESS SHALL BE B- BORROW FOR STRUCaURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED IN 6" MAXIMUM LIFTS TO NOT LESS { THAN 95% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKRLL FOR THE TOP 6° OF THE EXCAVA RON BELOW THE START OF THE AGGREGATE SUBBASE OF THE PAVEMENT SFIALL BE J53 STONE MEETING THE MATE-Rik REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 957* STANDARD PROCTOR DENSITY. FINAL BACKFILL FOR ALL RCP INSTALL.ATI(X4S %HERE "L" IS GREATER THAN 5' SHALL BE CLEAN FILL MATERIAL FREE OF ROCKS LARGER THAN 6' IN DIAMATER, FROZEN LUMPS Cr SUL, WOOD OR OTHER EXTRANEOUS MATERIAL, COMPACTED IN 12" MAXIMUM LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR DENSITY FOR THE ENTIRE. DEPTH OF THE EXCAVATION. THE FINAL 6 INCHES OF THE EXCAVATION SHALL CONSIST OF TOPSO41. 3. THE MINIMUM COVER FROM THE TOP OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1' -0`, BUT UNCER NO CIRCUMSTANCES SHALL, THE COVER ALONG ANY PART OF THE PIPE FROM THE FINAL PAVEMENT ELEVATION I TO THE TOP OF THL PIPE BE LESS THAN 2,5 FEET. 4, IF EXISTING SUBGRADE HAS SEEN UM--- STAQIUZED, BACKFILL WITH B- BORROW UP TO BOFTOM OF UNTREATED EXISTING SUBGRADE AND FILL TO TOP OF TREATED SUBGRADE %ITH LIME STABAUZED SOIL 5. THESE STANDARDS SHALL APPLY FOR STORM SEWERS INSTALLED IMTHIN CITY EXJSTING AND PROPOSED R/W REGARDLESS OF VRISDICTIGuN OVER STORM PIPES, 6. ALL STORM PIPE WITHIN EXISTING OR PROPOSED CITY R/W SHALL BE REINFORCED CONCRETE PIPE P,EGAROLESS OF JLIRISDLCTIO<4 OVER STCRV PIPES. CITY OF CARMEI STANDARDS STANDARD DRAWING RCP TRENCH DETAIL FOR CITY STORM SEWELRS 10 -28 4 Soo "7 C805 PLACE 1/2- DIA EXTRUDABLEy I 02/02/07 PREFORMED GASKET MATERIAL IN EACH KEYWAY (SEE DETAIL). co 0 PLAN VIEW / s3 GENERAL DETAILS PRECAST CONCRETE ADJUSTING RING OR FLANGE OF CAST NG v:' :......... C\2 4' -12' NOMINAL-1/2- BUTYL RUBBER 24' I.D. rV `. J d0- 1/2- BASE EXRUDABLE PREFORMED GASKET MATERIAL (T)P) 34"O.D. SEE DPW SPECS. W GASKET DETAIL SECTION A —A ADJUSTING RING DETAIL (FIGURE 5 -48) 1 C805 z 0 w ,,ggam � 1�, IT 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. (2007) 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: PROJECT NO.: 02/02/07 1211.033 co 0 CHECKED BY: SHEET TITLE: GENERAL DETAILS cc d' REF: S: \1211 \033 \dwgs \Titlet.dwg Tn 1� C\2 Q Z rV `. J d0- W Q W a w � U U � Z Q cc W O O O C\2 DATE: PROJECT NO.: 02/02/07 1211.033 DRAWN BY: CHECKED BY: SHEET TITLE: GENERAL DETAILS DRAWING FILES: \1211 \033 \dwgs \C803— C806.dwg REF: S: \1211 \033 \dwgs \Titlet.dwg REF: S:\CIS\Civil\AquaSwirl\AS4—CFD.dwg SHEET NO.: (c SiANUANU ILL x 1. System shall be designed for the following capacities: Q� o' i Peak Treatment Flow: 3.2 cfs �J .� �rP� I Sediment Storage: 32 ft3 o �G� BRANCH PIPE (_ Oil /Debris Storage: lgo gal. Manhole Frame and Rim elevations to match finished _� o �� PLUG 1 Cover by Manufacturer. HYDRANT PG •c \ G I_ * Please see accompanied Aqua -Swirl grade. HDPE risers can be field II. specification notes. (See Details) 30" — Pipe coupling cut by Contractor. O' -1 -o• �• *See Site Plan for actual system orientation. by Contractor. Grade (Rim) 12 � Riser I I ` IIII- A " long Stub -out 90' ELBOW II -4— ser I I I 78 b Manufacturer. \_6" GATE VALVE —.1 � I ;, -� �- 0 54" y Vent Varies OUTSIDE FACE IN A NOT LESS THAN '� � INSTALLATION ATl(�N PARALLEL TO ir1AIN VALUES GIVEN IN TABLE FOR 22 1/2' & '--r- -- �° --t•- - - 11 1/4' BENDS. OUTSIDE FACE AREA NOT LESS THAN OUTSIDE FACE AREA NOT LESS THAN PLAN 45' GIVEN IN TABLE FOR 90' & VALUES GIVEN IN TABLE FOR TEES & 45' BENDS. WYES• - FOR PLUGS. PLAN PLAN Inlet Outlet Varies HYDRANT 1811 OD flax STRAP IRON ANCHORS I- * I i STANDARD TEE 2' WIDE x 1/2" THICK 4• I 1 Gravel Backfill shall extend at O O 4' MIN. 1j- � least 3.5 feet outward from VIII 2 .;'- III II _ - �' 6611 full' height of the Swirl for the \_6" GATE VALVE • Concentrator (including riser) ANCHOR BOLTS + o a �� extending laterally to z (4 REO'D) =1 Z Vent ; ( o 1 III Swirl Inlet /Outlet ! undisturbed soils. See MH �- 5' DIAM. WASHER, 1' THICK -1 I I =1 I = 111=I 111, 11 k-1 11, I 1 1 I I I I 1 Detail Below) INSTALLATION PERPENDICULAR TO MAIN I Arched Baffles � ANCHOR BLOCK TO BE OF SECTION D--D II CLASS 'B' CONCRETE OUTSIDE FACE AREA AS NOTED DOWNWARD BEND IN TABLE — n II ill SECTION "C —Q" 104 PUMPER NOZZEL 2 -2 &1 2" HOSE Octagonal Base Plate ������`` NOZZLES NOTE: Arched i �RT ALL CONCRETE BLOCKING TO CONSIST OF CLASS 'B' CONCRETE POURED AGAINST FIRM GROUND. 0 FINISH GRADE Q. -.� VALVE BOX COVER BLOCKING FOR PLUGS & BENDS BLOCKING FOR TEES & WYES Baffles MARKED WATER A 6811 — r�l'or ' PIPE OUTSIDE FACE AREA SQ. FT. SIZE OF SIZE OF OUTSIDE FACE 11 r � � �� � � 9 ;� N�. SIZE PLUG 90' BEND 45' BEND 22 2' 11 14 4 RUN BRANCH AREA (SO. FT.) 66 I I— III —I „ , , 16" 12 16 9 5 3 OR p 1I I� F` [� 7 9 5 3 2 16" t 0 48 III— III --11 vN:.0 3- 0 4- o' , 2" Plan View I I =1 1=1! 1 =I I DEPTH VARIES, 4' -6" MINIMUM 10" 4 7 4 2 1 _ _ \ 8" 3 5 3 2 1 12" 1 2 CUBIC YARD OF s' 2 3 2 1 , OR 4 Cover _ — \\ 1`111 =111=1 I I // ` E� IRON LESS _ �qu IaShie ld Gravel BaCkfill III =II► —III CAST CRUSHED STONE 4• 2 3 2 1 1 VALVE BOX 3„ TYP == ______ : : : : : == Paving:____ _______ ___ ,� -- _____ =__ -_= Paving=== _= _____________= wATFF rAEATME�T qa��T I- L : 4 III —III —I Phone (888) 344 -9044 UNDISTURBED EARTH A ' q I I =II I —I 1I— r .• w � Frame •' � ww .a uashieidinc,com _ tr�1ta �1 I� 10" Concrete • 4 , `.:.. , . .. ----- DETAIL — CONCRETE BLOCKING " 4. I 7 f '� 1�z„ Concrete , 1 I -11 I =1 I I =11 ® . �.d + n II 111— III —III DATE: No SCALE cso6 12 Bedding I I =1I I =1 I I- - THIS DRAWING AND THE IDEAS, DESIGNS AND V CONCRETE III —III =1 CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE 6 GATE VALE THRUST BLLOCK (DO NOT Backfill Backfill — _ _ _ II= III =11 COVER DRAIN HOLE) Riser — III =1) 1 =11 �— INTELLECTUAL PROPERTY OF THE SCHNEIDER LENGTH VARIES — it I I I —I i I Iii l i l —li t —I I— CORPORATION, AND ARE NOT TO BE USED OR — III — III —III — III — III —I I I— III - 111=11 I- 111 -1II REPRODUCED, IN WHOLE OR IN PART, WITHOUT NO BENDS I I I -1 I I— III — III —III —I X111 -- III -11 THE WRITTEN CONSENT OF THE SCHNEIDER PREFERRED =III --III= III — III = III - Undisturbed SOII— III - 111-111 =I CORPORATION. Manhole Frame & Cover Detail I =i 11=1 I I—I 11 =1 11 =1 I —I I I —I I —I 1=1 I i —III —I 11 =1 11 =1 11 =1 For H -20 Traffic Loading Areas III =1 I I =I I I= III = III =I 11= III = III =I I I =I I I =I I I =III = III =III— ©COPYRIGHTED BY THE SCHNEIDER CORP. (2007) — — — 111111= III = III - III =III - 111=11 NTS — — — FIRE HYDRANT DETAILS � AquaShleldlj Document: AS-4 STD seep; ��, ,�_� 8 Drawn B : LZJ Scale: 1:20 NO SCALE C806 1 2733 hone (8 Drive, Suite 4 Chattanooga, TN 637343 Date: 02/24/04 Aqua-Swirl C Model AS -4 Standard Detail U Phone (888) 344 -9044 Fax (423) 870 -1005 4 www.aquashieldinc.com U.S. Pantent No. 6524473 and other Patent Pendin PIPE d W o DIRECTION RIPRAP CULVERT "' OF FLOW OVER 3 u GEOTbtLE_ S c ne*der i NOTES 1. MINIMUM THICKNESS OF RIPRAP TO BE 12 ". I.D. +1' -3" I.D. +1' -3" 2. GEOTEXTILE TO BE POLYFELT TS700 OR La THE SCHNEIDER CORPORATION MINIMUM MINIMUM APPROVED EQUAL OR TO EDGE OF I Historic Fort Harrision SAFETY LEDGE 8901 Otis Avenue ` LAN MEW Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 PIPE SIZE B La W � Fax: 317.826.7200 ° I I III I I III III I ; 0 48• 12' M' 20' ,2• P www.schneidercor .com III III I 1 III I { I 42• 10.5' 25' w 18' 12' z I I I ( ( I I /,'� c°n ^ M. 9' 20' 15' CL 9' ,� II III III z � ., � /�� BACKFILL WITH III �` � 30' 7s' 15' 12' a' Architecture EXCAVATED OR - /\ vl ,, \; III III I ,�\ GRANULAR MATERIAL I 1 I I III '/, ¢ 24' s' ,2' ,D' s' W f'/ AS SPECIFIED ; ; �- ,z• -z,• 4' ,o' e' 6• Civil Engineering Environmental Engineering CL - I I III Geotechnical Services GIS * LIS Home LOWER OMIT OF ROCK BACKnLL Interior Builder Services 11 III 111 AR, S g 9» 4' � Land Surveying 'N II - �`i �OpEI Landscape Architecture - - -- PIPE ¢ END RIPRAP & GEOTEXTILE -- Transportation Engineering CULVERT Q SECTION (SEE NOTES) - - - - - - _ I I SAND CUSHION EACH JOINT TO 'Q2 0 a- I 1 CULVERT I CONCRETE BE DUG OUT TO Q I _ _ -� � I END SECTION UNDER PIPE PROVIDE A FIRM o I v X I w 1 BEARING ON RIPRAP & GEOTEXTILE N QI I UNDISTURBED SOIL UNDER END SECTION TOE ANCHOR 1 COMPUTED LENGTH OF CULVERT RIP RAP TO BE PLACED ROCK EXCAVATION EARTH EXCAVATION 2' L PAY LENGTH END SECTION ON SIDE SLOPE WHEN �- OF CULVERT LENGTH (D) CALLED FOR ON PLANS CROSS SECTION Y WATER MAIN INSTALLATION DETALV`9� PLAN VIEW SLOPE DETAIL �' 0 NO SCAL C806 RIPRAP DETAIL @ END SECTION 5 DIA CQ Q z M C806 Grooved end on outlet end co (FINAL) tongue end on inlet end D 1 1 /2 "r I —' C 6= D -c � Q � 1 1 /2 "r- A SECTION Y -Y O _Q I r•-.� ^ W w DISTANCE FROM CURB TO BE o g" Q I--I I--� E- SET BY FIRE DEPARTMENT 12"C to C O �, a � SET TOP FLUSH WITH FINISHED GRADE MAX.SPACING � U � vD TEE NEW MAIN ORIENTATION OF HYDRANT 3" o Z �1 FIRE HYDRANT NOZZLE BY FIRE DEPARTMENT I HOOK , . � ----I O Q Groove (or tongue) to :. iv BOLTS x be the some as on standard o r� di E-' VALVE SPECIFICATION: Q reinforced concrete pipe 6 I w ASTIVI designation C76 a .. N O Q ,r VALVE 3" AND LARGER SHALL BE ADJUSTABLE VALVE BOX CLASS 'A' CONCRETE CLASS 'A' a r , EXISTING MAIN IRON BODY NON - RISING STEM GATE LONGITUDINAL SECTION CONCRETE E +2T _ o I I VALVE. VALVES SHALL BE RESILIENT (COVER BE MARKED \ \ / \, f "WATER") I I SEATED GATE VALVES AND SHALL ������ � SECTION A -A 0 // // CONCRETE PIPE TOE ANCHOR � r7 TAPPING SLEEVE I I MEET THE REQUIREMENTS OF PAVEMENT VALVE & BOX ANSI /ANWA C -509 AND SHALL HAVE MECHANICAL JOINTS AND Cl VALVE BOX \ \ DIMENSIONS OF CONCRETE ACCESSORIES SHALL MEET THE END SECTIONS FOR ROUND PIPE PIPE OR BEND REQUIREMENTS OF ANSI /AWWA DIA T A C D E K APPROX. AS REQUIRED- - - - - C- 111/A21.11. WATER MAIN g (MIN) I WEIGHT WATER MAIN 12" 2" 5" 4' -3° 6' -2" 2' -0" 1.3 10 . /8" 9" 800 I " " , " " , [ I _ �r';. "•';:; °.;: 15" 2 1 /4 7 4 -0' 6'- 3 2 -6 1.5 12 1 /2 11 1,100 N 18 2 1 2' 11 4' -1 6'-2" 3 -0' 1.8 15 1 2 12" 1,300 NOTE. I I ...: :,;,,_,,,,,.,r _ DATE: PROJECT NO.: BENDS & FITTINGS AS REQUIRED. I I 21 2 3/4" 11" S -6" 6' -3" 3' -6" 2.1 16 1/8" 13" 1,500 02/02/07 1211.033 SEE PLAN SHEETS FOR DETAILS. 1 I CONCRETE BLOCKING 24" 3" 1' -0" 2' -8" 6' -3" 4' -0" 2.3 16 3/16" 14" 1,800 VARIES VARIES 27" 3 1/4" 1' -1" 2' -5" 6' -3" 4' -6" 2.6 18 1/2" 14 1/2" 2,1 DO DRAWN BY: CHECKED BY: GATE VALVE AND BOX- 30" 3 1/2" 1' -2" 1' -10" 6' -3" 5' -0" 2.9 18 �16" 15" / ' 2,400 CONNECTION TO EXISTING MAIN_ rl 2 _ 33" 3 3/4" 1' -3" 3' -6" 8' -3" 5' -6° 3.1 18 1 2' 17 1/2" 4,100 SHEET TITLE: �01 NO SCALE 11 FIRE HYDRANT GENERAL 36" 4" 1' -5" 3' -1" 8' -3" 6' -0" 3.4 23 3/4" 20" 4,200 C806 48" 5" 2' -0" 2' -2" 8' -2" 7' -0" 28 1/8" 22" 6,500 DETAILS NO SCALE 10 *TOLERANCE +/- 1" DRAWING FILES: \1211 \033 \dw9s \C803- C806.dwg �O6 PRECAST CONCRETE END SECTION 2 REF: s: \1211 \033 \dwgs \Titlel .dwg REF: S:\CIS\Civil\AquoSwirl\AS4-CFD.dwg �01 SHEET NO.: EARTHWORK 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors, or omissions found on the plans or in the field, before work is started or resumed. 1. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material 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. TYPICAL SANITARY SEWEP 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 gaz`,et. 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 ore 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 wits a minimum crosssectional area of 0.20 square inches and conform to ASTM F -477 specification. Fittings shall be manufactured by Harco or equal. 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method far Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating deices 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 costing 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 6G 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 X15) seconds and for .,ianholes six (6) feet in diameter, add on additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be mode 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 precost 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 ano 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 backfiiled with granular material in accordance with Section 211. Backfill under sidewalks shall be grmular, 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 o set of prints, marked in red pencil, showing actual sewer location and invert, to include lateral location, depth and leng'ri. Such asbuilt prints must be received by the Engineer before the final contract payment can be authorized. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. The testing shall be in accordance with Table 1. Add 0.5 psig frr etch 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 ale considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals are to be plugged tight with a braced plastic disc Cr 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 sewers have been completed and the lines have passed all punch lists. 19. All sewer laterals instollO 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 sholl be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R 1642A or equal) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped 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 offecteJ 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 tenninus to the building cleanout adjacent to the building. CLAY TOWNSHIP REGIONAL WASTE DISTRICT SUMMARY OF LATERAL INSTALLATION REQUIREMENTS 1. All houses, buildings, etc., shall connect to the District ?s sanitary sewer system within 90 days of notice providing a sewer is within 300 feet for Hamilton County or 100 feet for Boone County of the property line. Only one building may connect to the sewer main per lateral unless otherwise approved by the District. 2. No foundation or other storm water drains shall be interconnected to the sewer lateral installed and connected to the District ?s sanitary sewer. 3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio, porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost ofcil 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 8:000.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 Fax: 844 -9203 12. Septic effluent shall not be pumped out into the sanitary sewer system. 13. The District shall inspect ALL laterals. Please call the District office at 844 -9200 24 hours prior to time of inspection. 14. Contractors shall lay 14 gouge -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- driilor 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 STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes oil storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall confirm to ASTM C -76 latest revision, with joints conforming to ASTM C -443 latest revision. 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 shat! 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. 1 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 pipeloying 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 granular material containing 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. 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: SHEET TITLE: GENERAL SPECIFICATIONS 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:46 597 0.380 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 5:40 398 0.854 L 5:40 5.40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11 :24 10 9:26 239 2.374 L 9:26 9:26 9:26 9:53 11:52 13:51 15:49 17:48 12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38 15 14:10 159 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 133 7.692 L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41 21 19:50 114 10.470 L 19:50 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 99 13.674 L 22:47 34 :11 45:34 56:58 68:22 79:46 91:10 102 :33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:57 129:48 30 28:20 80 21.366 L 35:37 53:25 71:13 89:02 106:50 124:38 142:26 160:15 33 31:10 72 25.852 L 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53 36 34:00 86 30.768 L 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46 STREETS / PAVEMENT 1. SCOPE OF WCRK 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 seeps . 2. MATERIALS A. Concrete - Concrete shall be ready -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C -150, Type IA or Type ILIA. 2. Aggregates: Conforming to ASTM C -33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materiels or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non - extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1 -1/2" 100 1" 80 -100 3/4" 70 -90 1/2" 55 -80 #4 35 -60 #b 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 subgrodes, 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 Suhgrade - The first 6 inches below the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the provisions o" 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 i, placed. Forms shall be clean and smooth immediately before concreting. 3. Placing Concrete - Concrete shall be deoosited so as to require as little rehandling as practicable. When concrete is to be piaced 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;12 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 siJewalks intersect, and at a maximum spacing of 48 feet between expansion joints. H. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods described in Section 501.17 of the Indiana Department of Transportation Specifications, latest revision. 1. 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 cn the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be accomplished by rolling with a smooth wheeled roller weighing 8 to 10 tons. Compact to 90% compaction using Standard Testing Procedures. Along curbs, headers and wcl'-3 and at all placed not accessible to the roller, the aggregate material shall be tamped with mechanical tampers or with approved hand tampers. 66 z 0 w �u �����w� t \\ `\E�� � R T & �/// D\ � ... � � �' r ' � ra - �i I 9 ( . ir� .421- , T F M1 Qom; Cv _ � \\� %� ` N � , �� ��� oa_ 1,� NAL 6 �u�trrttmIR111%�� 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. (2007) 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: PROJECT NO.: 02/02/07 1211.033 M 0 CHECKED BY: SHEET TITLE: GENERAL SPECIFICATIONS C-0 REF: S: \1211 \033 \dwgs \Titlet.dwg Tn C Q � W z = Q � W Q U .-r Q P4 04 o U W U � � E--i O Q M x W Z C �41 04 .--4 W 0 0 0 Cat DATE: PROJECT NO.: 02/02/07 1211.033 DRAWN BY: CHECKED BY: SHEET TITLE: GENERAL SPECIFICATIONS DRAWING FILES: S:\1211\033\dwgs\CgOl-C902.dwg REF: S: \1211 \033 \dwgs \Titlet.dwg SHEET NO.: cs)(an 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" -13-2423 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 S OP 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 NOTES 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 be taken when establishing final 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. i 2. Reflective Warning Tape: Shall be installed 18 in 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, Americon, 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. Topping 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 or 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. Fcr 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. City of Cannel 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 foun;:ctions, install aggregate bases and install one or more courses of base, intermediate, or surface hot mix asphalt mixtures within existing or proposed right -of -way for roadways, cuxlicry lanes and asphalt multi -use pa,hs. 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- occeptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and ore 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 ogent(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 shat; 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 rot readily compact shall be removed from within the slope stake limits prior to embankment operations. (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. C) Soil Subgrades i) Subgrades shall be 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 all ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or hot mix asphalt pavements are constructed. A proofroll shall be conducted it 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 Bose shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed. iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared foundation shall be free from objectionable or foreign materials at the time of placement. ii) The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. D) Spreading and Finishing i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii) Subsequent paving courses shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of subsequent paving courses shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer, additional proof rolls may be required. 4) Asphalt Pavement A) General i) This work shall consist of placing one or more courses of base, intermediate, or surface hot mix asphalt (HMA) mixtures on a prepared foundation in accordance with Section 105.03 of the Standard Specifications. ii) HMA base, intermediate, or surface mixtures shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. iii) Materials used in the production of the HMA mixtures shall be in accordance with Section 401.03 of the Standard Specifications. iv) Equipment for HMA operations, including but not limited to production, hauling /transportation, laydown, compaction and miscellaneous /ancillary activity shall be in accordance with Section 409 of the Standard Specifications. V) Installation of the full pavement section indicated on the approved construction documents for the :mire area to be paved must be completed in the some paving season. vi) Widening operations shall comply with the following: (1)The outside face of the excavated area shall be left as nearly vertical as the nature of the material will permit and not wider than the outside limits of the widening section. (2) The existing pavement adjacent to the widening area shall be sawcut to a clean edge. (3) The subgrade in the widened area shall be compacted in accordance with this policy. (4) Widening mixtures shall comply with the pavement section indicated on the approved construction documents. (5) Compaction of the widening shall be in accordance with Section 304.05 of the Standard Specifications. B) Preparation 1) The Aggregate Base shell 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(❑) of the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the ambient temperature and the temperature of the surface on which it is to be placed is 45'F (7'C) or above. The Engineer shall determine the ambient temperature. There shall be no provision for low temperature compaction allowed by Section 402.16 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade. iii) Under no circumstances shall 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 ❑ 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 on approved foundation or other HMA course by means of laydown equipment in accordance with Section 409.03(c) of the Standard Specifications. i f these conditions. Segregated r fl shed or bleeding hMA mixtures shall be ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted. Corrective action shall be taken to prevent continuation o t es o u g 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(4) of the Standard Specifications immediately after the mixture has been spread and finished. ii } Rollers shall not cause undue displacement, c r ac kin g, 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 foils 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. 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 - 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 Carme: and existing or proposed right -of -way. B) This policy shall be the basis for acceptance of the work by the City. Failure .o adhere to the regUirements 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 ind 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 :ommencing 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 , eview the authority of the Engineer as it relates to the work. K) Jnder 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 tha i Portland Cement Concrete meeti,ig 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 605.03(a) of the Standard Specifications and the requirements of this policy. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii)Excavotions (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 gourd surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. C) Soil Subgrades i) Subgrades shall be installed on foundations con Aructed in accordance with Section 2(A) and Section 2(B) of this policy and only o per the installation of all utilities mid 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) _)ubgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs are constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before the placement of any Aggregate Base or concrete curbing. v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a oroofroll, 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) Aggr agate Bases A) General i) This work shall consist of placing a compacted Aggregate Base on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii)Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The Aggregate Base material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes segregation and moisture loss. v) Aggregate Bases shall be constructed on approved soil Subgrades and to thicknesses equal or greater than those indicated on the approved construction documents. 3) Temperature and Seasonal Limitations i) The Aggregate Base shall be placed in accoraonce with the temperature limitations of Section 301.04 of the Standard Specifications. ii)Frozen material shall not be placed. iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared soil subgrade shall be free from objectionable or foreign materials at the time of placement. ii)The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. D) Spreading and Finishing 1) 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 shoil 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 experiences 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 Dn 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 /ancillory activity shall be in accordance with Section 508 of the Standard Specifications. v)Concrete production, mixing and hauling /delivery shall be in accordance witti Section 502.10 of the Standard Specifications. vi) Installation of the concrete curbing indicated on the approved construction documents shall be completed in the same paving season. B) Preparation i) T,e soil subgrade or Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 2C(v) and 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before placement of any concrete curbing. ii)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 contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all concrete curb placement operations if, in the opinion of the Engineer, that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard concrete curb placement, curing and finishing. D) Placement i) Concrete curb shall be placed in accordance with Section 502.09, 502.12 and 605.04(c) and 605.04(d) of the Standard Specifications. ii)Curh 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 C05.04(b) of the Standard Specifications. )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 i in h adjoining sidewalk. Joints may w r i Ic,cated at the same location as the joints the 1 g - o s y be sawed o tooled to a minimum depth of f -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 some 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 shall be applied to all exposed surfaces including sides after any forms are removed. iii) The concrete curb shall be allowed to cure for a minimum of 5 -days prior to commencing backfilling operations adjacent to the concrete curbing. G) Backfilling i) The spaces adjacent to the concrete curb shall be backfilled in accordance with Section 605.04(g) of the Standard Specifications only oftvr 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 ar:a 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 renuired 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) Th e E: gineer 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. ti z 0 cn w \ \ \ \\ \ \ 111111 l 1 1 111111111//, / / f// gER T � %,V //, �' - � 1 . t %� % - . �\ ' .t � •a ,� . , t . oI V, t ,; ,�? ///111111111111111111 \\ L°, (, '�i,., -;ASS 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. (2007) 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 .--a C''J 0 co Tn � 0 Q Z TV) �/ � W ,__4 F-i &---i Z M = Q -:::� W f� � W Q U T-4 a o 04 =o U E_ O " a �� L!] U �=l E-1 Z o Q C/D P14 iEl, !:� x E- w i.--� Q' - 0 0 0 Cat ,< -04EL ORTHODONTICS PLANTING PLA PAGE i -- 2/2/200:' 8:58:12 AM N P LAW T I N PLAN 9- 77-1111 : 1177T, Xv fibmagw� o is' sa' sa' PLANT MATERIA,L SCHEDULE _._..._.........__. _...... - .�..... -_ _. _ __ ....� _ .. —... _- _ . ....... _ ... - -- . .... - -- - -- _ -_ . _. - - _. __ — Symbol l Nary C C omo In Nam S Size j j Spaci InRemarks TEES - CANOPY _ : ,._....L �.:_ LufIfWLUIUI___��__3,+- :�:.._�.- ._uu4�•: •,.4u_ - LW111C1tuL���.._ _ _•�•...�. •:•••.- ........ ••ruLL1000L:�.^ -�L' �' WUU�.-_- ��L :YYILIII000__'1_S:il::i__:...... •- -....: ... - -. fr11u U.. ...._.- - +.uus�l_- 1lJLUL:rUUU�. _��� '-- ...�.�- �__- _Y3uMMLUUI __•:••• . ....___. r �. ..- l:uuln!f11000_.._ _ :. -• - Uu____t �'= �.......__... , B'� E� "� "1(� � �y `] i�f� k��j 1(`��y � ��''jy � [ �T1 f f CAL, J�, j{ � �,j� (�i�. {��J _15&B N j ,I� -I �._ A A111�� L. r r��s �L�tNt_j c�r ; �.� �:,►' . ► ►;�t B FREES - ORNAMENTAL; -� .y .....,.. . ....._.. .., .. ,.+... --- _.._..... -r- ' .._.._._....._._......_.- .. _ _........... .. � n. n*. n•- ._::::r- mm+f-- ^*r.-- r ^ -... - -. .. � j I •••--- r^••+ -r . .. ..___._....__. .. 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OUN I Al I . `, minor V it e' ' 'VY � t e - P e .i.... .i.., .r?A n :rr f.- •-- �fl r rnn•n... ._ - - - � . n e r i .,,,,,....._._ ............ . .V....I.0 nnf contaIf - - GRASSES }�1( 1r 1 _ i J , 7 CANOPY TREE PLANTING 1 -- ORNAMENTAL TREE PLANTING ® SHRUB BEDS w • SCREEN PLANTING -- ; SEaGES,'GRASSES - - - - GROUNDCOVER :.' SCID SEEDED LAWN GRAVEL STEPPING STONES WITH GROUNDCOVER PLANTED IN BETWEEN P1 Ar1'm'T11r*m"G PLAr” NOTES: Lmr--fi km OLAWN QPROVIDE SPADE EDGE WITH STRAIGHT LINES AND TRUE ARCS �3 SIDEWALK '007 4� PAVED PATIO AREA O 81N ENCLOSURE O CONDENSOR UNIT �7 TRANSFORMER OENTRY SIGN �. GENERAL PLANTING NOTES: 1. ALL DISTURBED AREAS ARE TO BE SEEDED UNLESS OTHERWISE NOTED ON PLANS. 2. ALL SHRUB BEDS TO RECEIVE 18" OF MANUFACTURED TOPSOIL, 3• ALL SEDGE BEDS TO RELIEVE 8" MANUFACTURED TOPSOIL 4. ALL LAWN AREAS TO RECEIVE 6" OF IMPORTED TOPSOIL, HOLEY MOLEY SAYS, "CALL BEFORE YOU DIG" (TWO WORKING DAYS PLEASE) 1 -900 -382 -5544 1— 800 - 428 -520D INSIDE INDIANA FROM OUTSIDE INDIANA iE + DRAWN BY RT CHECKED BY iAPPROVED BY i i I _ ' I COPYRIGHT NOTICE: THIS ARCHITECTURAL AND ENGINEERING DRAWING IS GIVEN IN CONFIDENCE AND SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH RATIO ARCHITECTS, INC. NO OTHER USE, DI S SEM ATI N IN 0 OR DUPLICATION MAY BE MADE WTH aU T PRIOR WRITTEN CONSENT OF RATIO ARCHITECTS, INC. RATIO ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED. REVISIONS ` I r + I SHEET TITLE I I PLANTING LAYOUT I I PROJECT NO. SHEET NUMBER 06093 DATE ° 022111 107 I P1 Ar1'm'T11r*m"G PLAr” NOTES: Lmr--fi km OLAWN QPROVIDE SPADE EDGE WITH STRAIGHT LINES AND TRUE ARCS �3 SIDEWALK '007 4� PAVED PATIO AREA O 81N ENCLOSURE O CONDENSOR UNIT �7 TRANSFORMER OENTRY SIGN �. GENERAL PLANTING NOTES: 1. ALL DISTURBED AREAS ARE TO BE SEEDED UNLESS OTHERWISE NOTED ON PLANS. 2. ALL SHRUB BEDS TO RECEIVE 18" OF MANUFACTURED TOPSOIL, 3• ALL SEDGE BEDS TO RELIEVE 8" MANUFACTURED TOPSOIL 4. ALL LAWN AREAS TO RECEIVE 6" OF IMPORTED TOPSOIL, HOLEY MOLEY SAYS, "CALL BEFORE YOU DIG" (TWO WORKING DAYS PLEASE) 1 -900 -382 -5544 1— 800 - 428 -520D INSIDE INDIANA FROM OUTSIDE INDIANA iE + DRAWN BY RT CHECKED BY iAPPROVED BY i i I _ ' I COPYRIGHT NOTICE: THIS ARCHITECTURAL AND ENGINEERING DRAWING IS GIVEN IN CONFIDENCE AND SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH RATIO ARCHITECTS, INC. NO OTHER USE, DI S SEM ATI N IN 0 OR DUPLICATION MAY BE MADE WTH aU T PRIOR WRITTEN CONSENT OF RATIO ARCHITECTS, INC. RATIO ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED. REVISIONS ` I r + I SHEET TITLE I I PLANTING LAYOUT I I PROJECT NO. SHEET NUMBER 06093 DATE ° 022111 107 I E C1 Cu r` 0 Cu ul -P ul (5 J a v u� in I r` 0 Cu -P _O 0_ 4- O Q1 d f17 N 0 CLI LL- o_ 0 a X w / m M V J O L� N L N i d i 0 CL E v / Ln 0) n, d u 0 J / / Ln 75 kA C Qj E 73 u 0 / U S d - IL O) 3 d i Q LUMINAIRE SCHEDULE Symbol Label Qty Catalog Number STR7- R3 -H250 ❑ E 9 (Stradex 700) A\ 0 G 8 CORB -HO70 V *o xil 0/ ; #V v V ?V U /Q STATISTICS Description Calc Zone #1 Description Lamp CAST ALUMINUM TESTED WITH ONE 250 - HOUSING Wi i H CAST WATT CLEAR METAL DOOR; FLAT GLASS HALIDE -MED BASE, LENS; RATED 20500 INITIAL N/A LUMENS EACH. CORRAL BOLLAR TESTED WITH ONE 70- LUMINAIRE WITH CLEAR WATT COATED METAL GLAUS SHIELD AND HALIDE -MED BASE, WHITE LENS RATED 4800 LM Symbol Avg X 1 fc File Lumens LLF Watts STR7 -R3- 20500 0.72 310 H400.IES COBH70.IES 4800 0.72 95 Max Min Max /Min Avg /Min 7 f 0 f N/A N/A i a�• r- N M 00 I uj 00 r` u% x > o L p� 00 I V7 00 CD LCD _ -- o N �j cD �t Z 0 a 0 c a c 0 0 0 a� c rn rn rn r` Lu z wi I. —f Lu V� U V w 07 -001 02 -01 -07 1 it = 20' -011 1A KN E C3 0- -0 co