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HomeMy WebLinkAbout07060006 Civil Construction Plans Rcv. 6/5/2007 DOCSAFEA AP NOT TO SCALE EXISTING BRENWICK BUILDING A1/' d°a C }j`' -; Sid 6� -h 2,A • / T) a f AD fv-k _..� Cn cD 0 a.uG r3 i r Elf M � i l i 0 n 1 �,f ♦- C 3 ' �. B t- - -- J f C100 :._... �,. h i, 1 ♦ .--- C102 -0.s t i ,��: STORMWATER POLLUTION PREVENTION PLAN C701 WATER PLAN C702 WATER DETAILS AND SPECIFICATIONS C801 GENERAL DETAILS C802 SANITARY SEWER DETAILS C803—C804 I 1 l- A C901 ( _ I F CARMEL SPECIFICATIONS r� r. 1\ jt )1 r ♦ �~� -, S '• � C_ - 1 d°a C }j`' -; Sid 6� -h 2,A • / T) a f AD fv-k _..� Cn cD 0 a.uG r3 i r Elf M � i l i 0 n 1 �,f ♦- C 3 ' �. B t- tiR a €-p f l €C rrkA j( t t1 if I SO LS Mv AP I � Llil� kl� !A O YCD W C_>° IC' Z m W Z m = EX. BROCCOLI BILL'S M W � W — ..,.._. .. —_ 3 .G,..-. ,mrmnwraP.a l HORSEFERRY ROAD THIS PROJECT SITE DOES NOT LIE WITHIN A SPECIAL FLOOD HAZARD ZONE C (No Special Flood Hazard) ON THE FLOOD INSURANCE RATE MAP FOR THE CITY OF CARMEL. T E V-vq A P SCALE: 111==501 NOT TO SCALE Q U W E1 N A .8 irnl] F MIN THOU�E THE ILLAGE CE TER PA' T Im (C0NST."7'.,UCTH0N P Iq S HA Irno cno u [MY CAR EL, DE /ELUPE�: C OR9TACT: KEVIN KRULIK � DIA A IB�E ICK DE ELOP E ELM f 12827 E. NEW MARKET STREET, SUITE 200 CARMEL, INDIANA 46032 13171 574 -3400 INDEX DESCRIPTION SHEET No. C100 :._... �,. h i, 1 ♦ .--- C102 -0.s t i ,��: STORMWATER POLLUTION PREVENTION PLAN C701 WATER PLAN C702 WATER DETAILS AND SPECIFICATIONS C801 GENERAL DETAILS C802 SANITARY SEWER DETAILS C803—C804 STORM WATER POLLUTION PREVENTION DETAILS AND NOTES C901 SPECIFICATIONS C902 CARMEL SPECIFICATIONS r A � i 4 tiR a €-p f l €C rrkA j( t t1 if I SO LS Mv AP I � Llil� kl� !A O YCD W C_>° IC' Z m W Z m = EX. BROCCOLI BILL'S M W � W — ..,.._. .. —_ 3 .G,..-. ,mrmnwraP.a l HORSEFERRY ROAD THIS PROJECT SITE DOES NOT LIE WITHIN A SPECIAL FLOOD HAZARD ZONE C (No Special Flood Hazard) ON THE FLOOD INSURANCE RATE MAP FOR THE CITY OF CARMEL. T E V-vq A P SCALE: 111==501 NOT TO SCALE Q U W E1 N A .8 irnl] F MIN THOU�E THE ILLAGE CE TER PA' T Im (C0NST."7'.,UCTH0N P Iq S HA Irno cno u [MY CAR EL, DE /ELUPE�: C OR9TACT: KEVIN KRULIK � DIA A IB�E ICK DE ELOP E ELM f 12827 E. NEW MARKET STREET, SUITE 200 CARMEL, INDIANA 46032 13171 574 -3400 12821 NEW MARKET ST., STE, 200 CARMEL, INDIANA 46032 PH: 13171 574 =3923 EXT. 2124 FAX: 13171 574 =3919 kevink@brenwick.com REVISIONS: DATE: I BY: DESCRIPTION: PROJECT ENGINEER: BTB CHECKED BY: DATE CHECKED: DOCKET N0. TAC 4 . . . . . . . . . . . -(ar 12821 E. New Market Street Architecture Suite 301 Civil Engineering Carmel, IN 46032 Environmental Engineering Telephone: 317.569.8112 Geotechnical Services Fax: 317.826.6410 GIS * LIS www.schneidercorp.com Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke @schneidercorp.com THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED 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. (D 2007, The Schneider Corporation PROJECT MANAGERi BRANDON BURKE, P.E. SURVEYORi BRYAN CATLN, L.S. 0 3 I I\ 11 l I I I I I I I I I I I I / / //// pON T B OR 1 TF1 7 STATE OF �/ /1111 I I I I I I I I I u►1����� DATE: 6/5/07 JOB No. 1238.064 MGM CTION SHEET OF 12 FILE NAME: N:\1238\062\DWGS\PENTHOUSES\ClOO.DWG INDEX DESCRIPTION SHEET No. C100 COVER SHEET C101 SITE PLAN GRADING, DRAINAGE & UTILITY PLAN C102 C103 STORMWATER POLLUTION PREVENTION PLAN C701 WATER PLAN C702 WATER DETAILS AND SPECIFICATIONS C801 GENERAL DETAILS C802 SANITARY SEWER DETAILS C803—C804 STORM WATER POLLUTION PREVENTION DETAILS AND NOTES C901 SPECIFICATIONS C902 CARMEL SPECIFICATIONS 12821 NEW MARKET ST., STE, 200 CARMEL, INDIANA 46032 PH: 13171 574 =3923 EXT. 2124 FAX: 13171 574 =3919 kevink@brenwick.com REVISIONS: DATE: I BY: DESCRIPTION: PROJECT ENGINEER: BTB CHECKED BY: DATE CHECKED: DOCKET N0. TAC 4 . . . . . . . . . . . -(ar 12821 E. New Market Street Architecture Suite 301 Civil Engineering Carmel, IN 46032 Environmental Engineering Telephone: 317.569.8112 Geotechnical Services Fax: 317.826.6410 GIS * LIS www.schneidercorp.com Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke @schneidercorp.com THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED 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. (D 2007, The Schneider Corporation PROJECT MANAGERi BRANDON BURKE, P.E. SURVEYORi BRYAN CATLN, L.S. 0 3 I I\ 11 l I I I I I I I I I I I I / / //// pON T B OR 1 TF1 7 STATE OF �/ /1111 I I I I I I I I I u►1����� DATE: 6/5/07 JOB No. 1238.064 MGM CTION SHEET OF 12 FILE NAME: N:\1238\062\DWGS\PENTHOUSES\ClOO.DWG III I � I I iii i iu i i � iii i iii i------- - - - - -� �--- - - - - -� i �� III I III �F_� III I �� II I I I I I I I I I I I I I I I I I I I I I I I III III I ��lJj i i i i i i i i i i i i i i i i i i i i i i i �Il � FUTURE PARKING LOT \\ �-------------- -T----------- �------ - - - - -� III I � � -� I C - -- —� I LC =1D 77M F[ F_ FFr--- ILL HS'ti EXISTING BRENWICK BUILDING EJ °�J V : x EXISTING -N VILLAGE- OF -- AY SECTION 11E VILLAGE - v -- -- R PART 1, )CK "D" — I[ EX. BRE 1p�� � - ��,�1�� I �f � T '� I I� - I I- _ 2.00' Q0 I � PROPOSED I GARAGES J � III FUTURE PENTHOUSE I BUILDING I d N89051'51 "E 147.79' — — o D o M - 1��4LK a . o B 30.79' - I t PROPOSED PENTHOUSE `11' BUILDING 4 STORY PARCEL 0.379 Acres CD I (16,503 Sq. Ft.) 0 0 0 0 z B � M " <0 12' 12' MM - 4 c-on•c.1c4 n EXISTING BROCOLI BILLS BUILDING cfl �i Q Lli C� Q U 0 e 6/5/07 m � 0 D a ¢ W SITE PLAN T XREF: 005bs.dwg, 030- 13S.dwg, 033— BS.dwg LU XREF: 3001Abs.dwg, 3004Abs.dwg a MALL a .Q a , 13.00' WALK W a 0 c l_ H D r u. CL C4 Imi I Q 2E I � > .a� z a WALK C'WCD C7J � W I w m G a Cn.EXIST. Y p C r W M w W EX IS . 31' ?dVALK PST. w - o D a ' �< M . J � III FUTURE PENTHOUSE I BUILDING I d N89051'51 "E 147.79' — — o D o M - 1��4LK a . o B 30.79' - I t PROPOSED PENTHOUSE `11' BUILDING 4 STORY PARCEL 0.379 Acres CD I (16,503 Sq. Ft.) 0 0 0 0 z B � M " <0 12' 12' MM - 4 c-on•c.1c4 n EXISTING BROCOLI BILLS BUILDING cfl �i Q Lli C� Q U 0 %A � H Xy X => I „ W U E EX. PRIVATE DRIVE dINT OF BEGINNING S89'51'51 "W 1,3q.30' ENT C El"G m........ — — — ,,.,.. __________�_ ____ ___.____ - -- _ _ . „ .. - -.- �- - - - - - -. ...... _:_� _ ......, SOUTHEAST CORNER OF BLOCK D It -� ...._- — �_- �ti THE Village of WestClay, THE VILLAGE CENTER, PART 1, SECTION 3004. F X_ :N ADDRESS: BIRD CAGE WALK ' 0 00"! .i t 1 "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ASSUMED NORTH T ISEAOGAINSTMTHE LDAW TO EXCA ATENTED, WITHOUT THE T SCALE: 1 20 LOCATION NOTIFYING SERVICE TWO (2) WORK NGND DAYS BEFORE COMMENCING WORK. 1. ALL RADIUS AND OTHER DIMENSIONS FOR 6" STANDING AND CHAIRBACK CURB ARE TO FACE OF CURB. 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 3. VERIFY SIGN LOCATIONS AND SIGN REQUIREMENTS WITH LOCAL GOVERNING AUTHORITIES. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. ALL DIMENSIONS TO THE BUILDINGS ARE TO THE OUTSIDE OF THE BUILDING FOUNDATION WALL. 7. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS & BUILDING SQUARE FOOTAGE. 8. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED PRIOR TO ANY EXCAVATION FOR FIELD LOCATION OF SERVICES. 9. SERVICE WALKS SHALL BE NON— REINFORCED CONCRETE 4" THICK AND WIDTH AS INDICATED ON PLANS. 10. SEE ARCHITECTURAL PLANS FOR ALL EXPANSION AND CONTRACTION JOINTS LOCATIONS. 11. CONTRACTOR SHALL CONTACT CITY OF CARMEL DEPARTMENT ENGINEERING TO SCHEDULE A PRE — CONSTRUCTION MEETING PRIOR TO THE START OF CONSTRUCTION. 0 2' Chairback Curb and Gutter \�' 0801 B Asphalt Pavement 6 c8o1 O Concrete Side Walk 3 C801 Handicap Ramp C801 O Landscaping —Grass 2' Chairback Curb w /out Gutter 2 C801 �— Traffic Flow Arrow \ 1, LAND DESCRIPTION PENTHOUSE BUILDING A A part of Block "D" of the Village of WestClay, Section 3004, Village Center, Part 1, the Secondary Plat of which is Recorded as Instrument Number 9965089, Plat Cabinet 2, Slide 345, in the Office of the Recorder, Hamilton County, Indiana located in the Southwest uar r Q to of Section 28, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana, described as follows: Commensing at the southeast corner of said Block "D ", thence continuing along the east line of Block "D" North 00 degrees 08 minutes 09 seconds West a distance of 109.84 feet to the Point of Beginning, thence South 89 degrees 51 minutes 51 seconds West a distance of 147.79 feet; thence North 00 degrees 08 minutes 09 seconds West a distance of 111.66 feet; thence North 89 degrees 51 minutes 51 seconds East 147.79 feet to a point along the east line of said Block "D "; thence South 00 degrees 08 minutes 09 seconds East 111.66 feet along the East line of said Block "D" to the Point of Beginning, containing 0.379 acres, more or less. NOTE: SEE ARCHITECTURAL PLANS BY OTHERS FOR BUILDING DIMENSIONS AND EXACT LOCATIONS OF UTILITY SERVICE LINES. DOCKET N0. � TAC e 6/5/07 m � 0 D a ¢ W SITE PLAN r-- I XREF: 005bs.dwg, 030- 13S.dwg, 033— BS.dwg LU XREF: 3001Abs.dwg, 3004Abs.dwg a MALL a .Q a JO 13.00' WALK W a 0 c W H D r u. CL C4 Imi I Q 2E w Of .a� a WALK o0 0 � W I w G a Cn.EXIST. 52' R A EX IS . 31' ?dVALK PST. - D a ' �< Y U m . i •p ¢ I 3 J11 _ %A � H Xy X => I „ W U E EX. PRIVATE DRIVE dINT OF BEGINNING S89'51'51 "W 1,3q.30' ENT C El"G m........ — — — ,,.,.. __________�_ ____ ___.____ - -- _ _ . „ .. - -.- �- - - - - - -. ...... _:_� _ ......, SOUTHEAST CORNER OF BLOCK D It -� ...._- — �_- �ti THE Village of WestClay, THE VILLAGE CENTER, PART 1, SECTION 3004. F X_ :N ADDRESS: BIRD CAGE WALK ' 0 00"! .i t 1 "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ASSUMED NORTH T ISEAOGAINSTMTHE LDAW TO EXCA ATENTED, WITHOUT THE T SCALE: 1 20 LOCATION NOTIFYING SERVICE TWO (2) WORK NGND DAYS BEFORE COMMENCING WORK. 1. ALL RADIUS AND OTHER DIMENSIONS FOR 6" STANDING AND CHAIRBACK CURB ARE TO FACE OF CURB. 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 3. VERIFY SIGN LOCATIONS AND SIGN REQUIREMENTS WITH LOCAL GOVERNING AUTHORITIES. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 6. ALL DIMENSIONS TO THE BUILDINGS ARE TO THE OUTSIDE OF THE BUILDING FOUNDATION WALL. 7. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS & BUILDING SQUARE FOOTAGE. 8. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED PRIOR TO ANY EXCAVATION FOR FIELD LOCATION OF SERVICES. 9. SERVICE WALKS SHALL BE NON— REINFORCED CONCRETE 4" THICK AND WIDTH AS INDICATED ON PLANS. 10. SEE ARCHITECTURAL PLANS FOR ALL EXPANSION AND CONTRACTION JOINTS LOCATIONS. 11. CONTRACTOR SHALL CONTACT CITY OF CARMEL DEPARTMENT ENGINEERING TO SCHEDULE A PRE — CONSTRUCTION MEETING PRIOR TO THE START OF CONSTRUCTION. 0 2' Chairback Curb and Gutter \�' 0801 B Asphalt Pavement 6 c8o1 O Concrete Side Walk 3 C801 Handicap Ramp C801 O Landscaping —Grass 2' Chairback Curb w /out Gutter 2 C801 �— Traffic Flow Arrow \ 1, LAND DESCRIPTION PENTHOUSE BUILDING A A part of Block "D" of the Village of WestClay, Section 3004, Village Center, Part 1, the Secondary Plat of which is Recorded as Instrument Number 9965089, Plat Cabinet 2, Slide 345, in the Office of the Recorder, Hamilton County, Indiana located in the Southwest uar r Q to of Section 28, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana, described as follows: Commensing at the southeast corner of said Block "D ", thence continuing along the east line of Block "D" North 00 degrees 08 minutes 09 seconds West a distance of 109.84 feet to the Point of Beginning, thence South 89 degrees 51 minutes 51 seconds West a distance of 147.79 feet; thence North 00 degrees 08 minutes 09 seconds West a distance of 111.66 feet; thence North 89 degrees 51 minutes 51 seconds East 147.79 feet to a point along the east line of said Block "D "; thence South 00 degrees 08 minutes 09 seconds East 111.66 feet along the East line of said Block "D" to the Point of Beginning, containing 0.379 acres, more or less. NOTE: SEE ARCHITECTURAL PLANS BY OTHERS FOR BUILDING DIMENSIONS AND EXACT LOCATIONS OF UTILITY SERVICE LINES. DOCKET N0. � TAC RF - Q�.� No. 10000075 STATE OF %sS70NAL DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schnei*der THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 2 6/5/07 O � 0 CCU BET o SITE PLAN r-- I XREF: 005bs.dwg, 030- 13S.dwg, 033— BS.dwg LU XREF: 3001Abs.dwg, 3004Abs.dwg a XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: JO � V W a 0 c W O a u. CL C4 Imi O z (D 2E w Of RF - Q�.� No. 10000075 STATE OF %sS70NAL DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schnei*der THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CCU BET o SITE PLAN r-- I XREF: 005bs.dwg, 030- 13S.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg XREF: 3001Abs.dwg, 3004Abs.dwg XREF: AngleParkingHCAwg, FUTUE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: Q) w W a Q C c� � W w DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: SITE PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C101.DWG XREF: 005bs.dwg, 030- 13S.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg XREF: 3001Abs.dwg, 3004Abs.dwg XREF: AngleParkingHCAwg, FUTUE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: v SANITARY SEWER PROFILE EXISTING BRENWICK BUILDING SCALE: 1"=50' 166149111 l}��f �I -- -.. ._........... .._.._...... • I _ P �i \ \ I ;I STI N G VILLAGE-- OF - -- IESTCL� Y SECTION D04 THE VILLAGE - CENTER PART 1, BLOCK "D „ -- -- -- - EX � III 'l II TC 891.15 � - - - -- � < CD I FUTURE PENTHOUSE U, I I I BUILDING w I_ � N STORM SEWER STRUCTURE DATA ,O 0 CD 910 F- r o .... .. . ...... ... . ... ... . . ...... .... .... .... .. .... . . ......... STR. EX. #13667 CURB INLET �I X w r2 y EX. TC= 895.91 CD Z w > � I II I INV IN 888.02 (24" SW) Cn° o zw J Q° 905 EX. INV OUT 887.21 (24 " SE ) . Lij o z ........ ....... ...... ........r._... ......... . ..... ......... .............. ............._._........._..... _ ..... ___._...e_..z. z Q MME ................... ......................... ,...._ .._.. ._ ............... -, 895.34 TC m oQ N CO W m °° z�-z COQ un � °N r� � STR. #604 STORM MANHOLE CD V) W � Lin ���� CO °� 900 z Z TC= 896.08 �Cn oa t-- � � > Z E- - CD aa. � zz INV INV IN 888.16 (24" SW) -- C I INV OUT 888.16 (24" NW) X11 I 895.00 TC 895 I I l - C= 894.05 - TC= 895.27 STR. #604A STORM MANHOLE ' 6 0 894.95 TC EXISTING 15" RCP TC- 897.00 894.45 BUT INV IN 888.40 (24" N) _ _. 890 INV OUT 888.40 (24" SE) STR. #600 PAVED AREA INLET [ 894.70 GUT TC= 894.05 IF 885 EX. INV IN 890.00 (15" W) 895.27 TC 'PVc INV IN 889.47 (18 N PLUG SEAL) , 895.11 894.77 GUT \ INV OUT 889.07 (24" S) v SANITARY SEWER PROFILE EXISTING BRENWICK BUILDING SCALE: 1"=50' 166149111 l}��f �I -- -.. ._........... .._.._...... • I _ P �i \ \ I ;I STI N G VILLAGE-- OF - -- IESTCL� Y SECTION D04 THE VILLAGE - CENTER PART 1, BLOCK "D „ -- -- -- - EX � III 'l II TC 891.15 � - - - -- � < CD I FUTURE PENTHOUSE U, I I I BUILDING PROPOSED Il PENTHOUSE c, PROPOSED o BUILDING I o GARAGES ,\ FFE= 895.15 . .91 u Of LL_ Qf I_ � N ,O 0 CD �V F- r o I U i �I L r2 y XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: I II I � l� I I t\01. U Q:� Lid ®C 895.34 TC I ; 1 I ICL C-3 O z (D 2E w I I C I ; X11 I 895.00 TC CD N N I I l - C= 894.05 - TC= 895.27 894.50 GUT ' 6 0 894.95 TC EXISTING 15" RCP 894.45 BUT _ _. 895.20 TC [ 894.70 GUT �p�� A VV9�LK A ° IF 895.27 TC , 895.11 894.77 GUT \ 895.34 TC j 894.84 GUT - - - �co !l 1 tlj PROPOSED Il PENTHOUSE c, PROPOSED o BUILDING I o GARAGES ,\ FFE= 895.15 . .91 u Of LL_ PROJECT I_ � N ,O 0 CD �V o GRADING, DRAINAGE U DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG LU XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg r2 y XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: LLJ CD l l� Q � t\01. U Q:� Lid ®C 895.34 TC N N \ 894.84 GUT � 895.37 TC CO o0 894.87 GUT L \ co 896.24 TC oII I I 896.36 TC 896.36 TC /ME I I _R9�GUT U fR 9_5R 6 GUT } \ \ U NOTE: PROPOSED STORM SEWERS, PAVEMENT, CURBS, SANITARY LATERAL AND WATER SERVICE LINE \ ~ CROSSES OR LIES ABOVE EXISTING UTILITIES IN AREA I F- Z ADJACENT TO OR WITHIN THE RIGHT OF WAY OF C-D ° \ BROAD STREET. CONTRACTOR IS TO VERIFY THE F- o F-- m Cn LOCATION OF EXISTING UTILITIES PRIOR TO � - ` ! w w w `'. \ ~ CONSTRUCTION. IT MAY BE NECESSARY TO RELOCATE ! Z °' CD EXISTING UTILITIES TO MAINTAIN SEPERATION. I m J ffr f � f EXISTING - i ff, '•. � ; rff EETI N G 4� j HOUSE _ t r ti 2' \ \ EX. H.RSr. F r__'RY :. 3 �I �I I J =� Lij V) _ _895.86 PC71U T /ME - __. i 894.4. c� Q EX 8667 _ 896.16 GUTEX`I EX. TC= 895.91 EX. TC= 895.92 co, �, EX. INV= 889.78 SW) EX. INV= 880.97(W) c� '` °� E...INV =887.21 SE) EX_ iNV: 88G.%(SQ TC= 896.08 OF 24 RCp / `' 895.76 M X_1SI1tI>i....w42„ b0 BE REMOVED )(896.10 M_ - 894.64 EXISTING BROCOLI BILLS BUILDING J ❑ PROJECT 6/5/07 ,O 0 - �V o GRADING, DRAINAGE U DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG LU XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg I XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: LLJ CD l l� �I �I I J =� Lij V) _ _895.86 PC71U T /ME - __. i 894.4. c� Q EX 8667 _ 896.16 GUTEX`I EX. TC= 895.91 EX. TC= 895.92 co, �, EX. INV= 889.78 SW) EX. INV= 880.97(W) c� '` °� E...INV =887.21 SE) EX_ iNV: 88G.%(SQ TC= 896.08 OF 24 RCp / `' 895.76 M X_1SI1tI>i....w42„ b0 BE REMOVED )(896.10 M_ - 894.64 EXISTING BROCOLI BILLS BUILDING J ❑ NOTE: EXISTING TOPOGRAPHIC INFORMATION DEPICTED WAS PROVIDED BY THE SCHNEIDER CORPORATION. FIELD WORK PREFORMED 12- 28 -06. J PROJECT 6/5/07 ,O 0 - �V o GRADING, DRAINAGE U DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG LU XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg I XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: LLJ CD Q l Q � w U Q:� Lid ®C 3 IL LL ICL O z (D 2E w I �- .. . . ... . . .. . . . . . ...... .......... ...... .. .. ... . ... ........ Cz W w ' =i= _ _. NOTE: EXISTING TOPOGRAPHIC INFORMATION DEPICTED WAS PROVIDED BY THE SCHNEIDER CORPORATION. FIELD WORK PREFORMED 12- 28 -06. J PROJECT 6/5/07 ,O 0 - �V o GRADING, DRAINAGE U DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG LU XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg I XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: LLJ CD Q l Q � w U Q:� Lid ®C O IL LL ICL O z (D 2E I CIO � a• • m x w Q I L LJ .a EXISTING; 12" RCP WALK • • a i; V1l�LK �• ° � °. I ;. I 4 n D.I. WATER I SERVICE -�I LATERAL (BORE) ° A ° a 'WALk(-I .a A ; NOTE: PROTECT EXISTING CURBING DURING CONSTRUCTION. ANY CURBING DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED TO THE SATISFACTION OF THE CITY. EXISTING FIRE HYDRAN I HOLEY MOLEY SAYS "DON'T DIG BLINDT "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ASSUMED NORTH TISEAOGAINSTMTHE LAW TO EXCAVATENTED, T SCALE: 1 20 OCAO ONNSOERVICE TWO (2) WORKING UNDERGROUND DAYS BEFORE COMMENCING WORK. 1. ALL RADIUS AND OTHER DIMENSIONS FOR 6" STANDING AND CHAIRBACK CURB ARE TO FACE OF CURB. 2. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 3. VERIFY SIGN LOCATIONS AND SIGN REQUIREMENTS WITH LOCAL GOVERNING AUTHORITIES. 4. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. W 5. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE w PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. �I Q STANDARDS FOR WORKER SAFETY. W 6. ALL DIMENSIONS TO THE BUILDINGS ARE TO THE OUTSIDE OF x THE BUILDING FOUNDATION WALL. 00 7. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS & BUILDING SQUARE FOOTAGE. 8. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED PRIOR TO ANY EXCAVATION FOR FIELD LOCATION OF SERVICES. 9. SERVICE WALKS SHALL BE NON- REINFORCED CONCRETE 4" THICK AND WIDTH AS INDICATED ON PLANS. 10. SEE ARCHITECTURAL PLANS FOR ALL EXPANSION AND CONTRACTION JOINTS LOCATIONS. - Existing Storm Sewer New Storm Sewer Existing Sanitary Sewer Aft New Sanitary Sewer 000 - - Existing Contour x ELEV DESC Existing Elevation w/ description I 000.00 New Pavement Grade 000.00 All Other Finish Grades oo� Storm Structure Number C.O. Clean Out FI ow Arrow 6" Subsurface Drain E Burried Electric ! 7 �'� T Burried Telephone Burried Gas Line FFE First Floor Elevation -�� Existing Water NOTE: ALL PAVING TO BE COMPLETED IN ONE PAVING SEASON NOTE: SEE ARCHITECTURAL PLANS BY OTHERS FOR BUILDING DIMENSIONS AND EXACT LOCATIONS OF UTILITY SERVICE LINES. DOCKET N0. TAC \\\'oollit►t t u t►rruii�i��i /i \\:'_00�pON T. B�1/141, ��P 6�STERF No. 10000075 1� STATE OF = DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schne*ider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT 6/5/07 ,O 0 - �V o GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG LU XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg I XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: -j O �V w O cc ®C O IL LL ICL O z (D 2E w \\\'oollit►t t u t►rruii�i��i /i \\:'_00�pON T. B�1/141, ��P 6�STERF No. 10000075 1� STATE OF = DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schne*ider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE. PROJECT 6/5/07 �QU•064 DRAWN BY: Cz BET o GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG XREF: 005bs.dwg, 030- BS.dwg, 033- BS.dwg XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg XREF: 3001Abs.dwg, 3004Abs.dwg XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: C n(02 � w o t)x Cz W w DATE. PROJECT 6/5/07 �QU•064 DRAWN BY: CHECKED BY: BET SHEET TITLE: GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C102.DWG XREF: 005bs.dwg, 030- BS.dwg, 033- BS.dwg XREF: 035- BS.dwg, 058- BS.dwg, 059- BS.dwg XREF: 3001Abs.dwg, 3004Abs.dwg XREF: AnglePorkingHCAwg, FUTUE - bs.dwg XREF: PENTHOUSES - bs.dwg, sitemeet.DWG SHEET NO.: C n(02 1 j— I- I -r– L - III I III =4=- — I��_+ II �I I I I I I I I I I I I I I I I I I I I I I I \ jll BRENWICK BUILDING EXISTING i II II I IFF ll� III C� oil C-I� WASHOUT AR� UTIMj;j ki I I o agm THIS SHEET TO BE USED FOR STORMWATER POLLUTION PREVENTION PURPOSES ONLY. FOR ANY OTHER INFORMATION SEE DEVELOPMENT PLAN. �j �--. SEE SHEETS C802 -803 FOR ALL STORMWATER POLLUTION PREVENTION PLAN DETAILS & NOTES I I I i HOLEY MOLEY SAYS "DON'T DIG BLIND "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ET SEQ. AS AMENDED AND SUPPLEMENTED, ASSUMED NORTH IT IS AGAINST THE LAW TO EXCAVATE SCALE: 1 "= 20 ' LOCATIOT NOERVICE TWO (2) WORKIINGND DAYS BEFORE COMMENCING WORK. -- -- -{ r Existing Storm Sewer -- New Storm Sewer Existing Sanitary Sewer ftf New Sanitary Sewer 01,1n, - �-� - Existing Contour • •. �. HATCH PATTERN DENOTES TEMPORARY SEEDING ,'=:'., ••..; HATCH PATTERN DENOTES PERMANENT SEEDING ,O t� HATCH PATTERN DENOTES EROSION CONTROL BLANKET �V CURB INLET SEDIMENT BARRIER (TYP) o BEEHIVE INLET PROTECTION PREVENTION PLAN DANDY BAG II OR EQUAL (TYP) LU STRAW BALES (TYP) — SILTATION FENCE — — — CONSTRUCTION LIMITS Ts TEMPORARY SEDIMENT FILTER/BARRIER NOTE: EARTH MOVING MAY NOT COMMENCE UNTIL ITEMS 1 -8 OF ITEM B2 ON C802 HAVE BEEN COMPLETED IN ADDITION TO ITEMS DEPICTED ON PLAN. NOTE: RULE 5 REQUIRES ALL DISTURBED AREAS THAT WILL POTENTIALLY BE IDLE FOR 15 DAYS OR MORE TO BE STABILIZED (SEEDED, MULCHED, ETC.) IMMEDIATELY. RECEIVING WATER= ELLIOT CREEK CONTACT PERSON: BOB COPELAND 13158 W. SHERBERN DRIVE CARMEL, IN 46032 (317) 3374 -8450 NOTE: ADDITIONAL STORMWATER POLLUTION PREVENTION MAY BE REQUIRED IN THE FIELD BY HAMILTON COUNTY SURVEYOR'S OFFICE OR THE CITY OF CARMEL. NOTE: SILT FENCE IS TO REMAIN IN PLACE UNTIL ADJACENT LOT IS SODDED, SEEDED AND MULCHED, OR UNTIL 70% COVER IS ACHIEVED WHEN SEED IS APPLIED WITHOUT MULCH. DOCKET N0. _ TAC O \`\\\\\� \ \ \ \ \ \ \1 \111 pN T. B %, ` �P�G�STER No. 10000075 STATE OF '�.n ... INDIAN?'". DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) n THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 2 6/5/07 1238.064 ,O t� — �V o STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: LU XREF: 005bs.dwg, 030— BS.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg 4 XREF: AngleParkingHC.dwg, FUTURE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG -� O � V � w a O OC 1c O a LL. O O cri z 0 w O \`\\\\\� \ \ \ \ \ \ \1 \111 pN T. B %, ` �P�G�STER No. 10000075 STATE OF '�.n ... INDIAN?'". DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) n THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: cK5 BET o STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N:\1238\062\DWGS\PENTHOUSES\ClO3.DWG XREF: 005bs.dwg, 030— BS.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg 4 XREF: AngleParkingHC.dwg, FUTURE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: (Cn(03 U� � w a � Q o Q O r� Co W w DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N:\1238\062\DWGS\PENTHOUSES\ClO3.DWG XREF: 005bs.dwg, 030— BS.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg XREF: 30014s.dwg, 3004Abs.dwg XREF: AngleParkingHC.dwg, FUTURE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: (Cn(03 1u i (C-1 -� ��� � �i C -� FFF__� � :ISTING VILLAGE OF (ESTCLAY SECTION 304 THE VILLAGE- CENTER PART 1, BLOCK °D" EX. BREN'14,1 I I PROPOSED I GARAGES i i \ PROPOSED PENTHOUSE BUILDING 1 Y a k Q .a WALK ' I WALK Q LIJ C/ Q D c M X LLJ U Cl- Z Q w X !. w 2 0. 4- D.I. WATER` SERVICE LATERALI(BORE) ,o tu RKING 2E I I PROPOSED I GARAGES i i \ PROPOSED PENTHOUSE BUILDING 1 Y a k Q .a WALK ' I WALK Q LIJ C/ Q D c M X LLJ U Cl- Z Q w X !. w ,d [� WWALK-1 % SEE DETAIL a . I I BELOW a A *05 a 3 I3 Q a t "I f EXISTING FIRE HYDRANT 2 f 4- D.I. WATER` SERVICE LATERALI(BORE) ,o tu — FM ,d [� WWALK-1 % SEE DETAIL a . I I BELOW a A *05 a 3 I3 Q a t "I f EXISTING FIRE HYDRANT NOTE: PROPOSED WATER SERVICES LINE CROSSES EXISTING UTILITIES. CONTRACTOR TO VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION OF WATER SERVICE LINE. IN ADDITION, IT MAY BE NECESSARY TO RELOCATE EXISTING UTILITIES TO MAINTAIN SEPERATION. 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. W W Uj x co 2 F— z ,o tu — FM 2E ; Q ; o N: \ 1238 \062 \DWGS \PENTHOUSES \C701.DWG PROPOSED 4' DUCTILE IRON PIPE SERVICE UNE/ BACKFLOW PREVENTER WATER METER/BACKFLOW PREVENTER BUILDING fi 1 s 4 P.I.V. VALVE _- r-- - - - - -� VALVE CURB STOP/Boi a a -� Z Z z � 3 4' D.I. WATER SERVICE LINE ___�____ __________ O EXISTING � w a x J 1' COPPER WATER € BROCOLI BILLS IL LL w z m '�' Uj O BUILDING \ LEI DOMESTIC LINE 2 m �0 � I NOTE: PROPOSED WATER SERVICES LINE CROSSES EXISTING UTILITIES. CONTRACTOR TO VERIFY LOCATION OF EXISTING UTILITIES PRIOR TO CONSTRUCTION OF WATER SERVICE LINE. IN ADDITION, IT MAY BE NECESSARY TO RELOCATE EXISTING UTILITIES TO MAINTAIN SEPERATION. 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. W W Uj x co WATER SERVICE LINE DETAIL SCALE: 1 ° =,o' HOLEY MOLEY SAYS "DON'T DIG BLIND," "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ASSUMED NORTH TISEAOGAINSTMTHE LAW TO EXCAVATENTED, WITHT T SCALE: 1 "= 20 ' 0 AO ONNSOERVICE TWO (2) WORKING UNDERGROUND DAYS BEFORE COMMENCING WORK. Existing Storm Sewer New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer W New Water Line la' - -- Existing Water Line Ductile Iron Pipe i Water Service Lateral 1. SERVICE LATERALS ARE TO BE 1" DIRECT TAPS. (UNLESS NOTED OTHERWISE) 2. FOR ALL WATER DISTRIBUTION NOTES, LEGEND AND DETAILS SEE SHEET C702. 3. ALL MECHANICAL JOINT FITTINGS WILL BE MEGALUG RESTRAINING JOINT FITTINGS. 4. THERE ARE TO BE NO VALVES LOCATED WITHIN THE PAVEMENT, CURBS OR SIDEWALKS 5. WARNING TAPE SHALL BE INSTALLED 12» TO 18» ABOVE WATER MAIN. 6. BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT SHALL BE IN ACCORDANCE WITH THE STANDARD PRACTICE OF THE U11UTY THAT HAS JURISDICTION OVER THE INSTALLATION. FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENT OF THE INDOT AND SHALL BE COMPACTED IN 6 -INCH MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP 6- INCHES OF THE EXCAVATION BELOW THE START OF THE AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 7. FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0". IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLA11ON HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. DOCKET N0. _ TAC 2 6/5/07 ZQ'.064 ,o tu — FM 2E oCC WATER PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C701.DWG PROPOSED 4' DUCTILE IRON PIPE SERVICE UNE/ BACKFLOW PREVENTER WATER METER/BACKFLOW PREVENTER BUILDING fi 1 s 4 P.I.V. VALVE _- r-- - - - - -� VALVE CURB STOP/Boi a a -� 4' D.I. W SERVICE - - ---�- 1ER UNE 3 4' D.I. WATER SERVICE LINE ___�____ __________ O QV � w a O 1' COPPER WATER € � IL LL a� O z 0 \ LEI DOMESTIC LINE 2 �0 z a W I :�4 WATER SERVICE LINE DETAIL SCALE: 1 ° =,o' HOLEY MOLEY SAYS "DON'T DIG BLIND," "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ASSUMED NORTH TISEAOGAINSTMTHE LAW TO EXCAVATENTED, WITHT T SCALE: 1 "= 20 ' 0 AO ONNSOERVICE TWO (2) WORKING UNDERGROUND DAYS BEFORE COMMENCING WORK. Existing Storm Sewer New Storm Sewer Existing Sanitary Sewer New Sanitary Sewer W New Water Line la' - -- Existing Water Line Ductile Iron Pipe i Water Service Lateral 1. SERVICE LATERALS ARE TO BE 1" DIRECT TAPS. (UNLESS NOTED OTHERWISE) 2. FOR ALL WATER DISTRIBUTION NOTES, LEGEND AND DETAILS SEE SHEET C702. 3. ALL MECHANICAL JOINT FITTINGS WILL BE MEGALUG RESTRAINING JOINT FITTINGS. 4. THERE ARE TO BE NO VALVES LOCATED WITHIN THE PAVEMENT, CURBS OR SIDEWALKS 5. WARNING TAPE SHALL BE INSTALLED 12» TO 18» ABOVE WATER MAIN. 6. BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT AND COMPACTION FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT SHALL BE IN ACCORDANCE WITH THE STANDARD PRACTICE OF THE U11UTY THAT HAS JURISDICTION OVER THE INSTALLATION. FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENT OF THE INDOT AND SHALL BE COMPACTED IN 6 -INCH MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP 6- INCHES OF THE EXCAVATION BELOW THE START OF THE AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 7. FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0". IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE INSTALLA11ON HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. DOCKET N0. _ TAC \\���or�arrrutttuur►iuiiiiii/ii T BUS''''' %, STERF No. 10000075 -)3_ . STATE OF S/0NAL �., i i L. DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) n THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 2 6/5/07 ZQ'.064 ,o tu — FM 2E oCC WATER PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C701.DWG LLJ XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg XREF: 30014s.dwg, 3004Abs.dwg XREF: AnglePorkingHCAwg, FUTUE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: Z O QV � w a O ®C oc O IL LL a� O z 0 2E LEI r \\���or�arrrutttuur►iuiiiiii/ii T BUS''''' %, STERF No. 10000075 -)3_ . STATE OF S/0NAL �., i i L. DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) n THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT 6/5/07 ZQ'.064 DRAWN BY: Cz BET O WATER PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C701.DWG XREF: 005bs.dwg, 030— BS.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg XREF: 30014s.dwg, 3004Abs.dwg XREF: AnglePorkingHCAwg, FUTUE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: Z U� � w a � ca z � ca z r �0 z w W DATE: PROJECT 6/5/07 ZQ'.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: WATER PLAN DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C701.DWG XREF: 005bs.dwg, 030— BS.dwg, 033— BS.dwg XREF: 035— BS.dwg, 058— BS.dwg, 059— BS.dwg XREF: 30014s.dwg, 3004Abs.dwg XREF: AnglePorkingHCAwg, FUTUE — bs.dwg XREF: PENTHOUSES — bs.dwg, sitemeet.DWG SHEET NO.: (C7(Gn WATER MAINS 1. SCOPE OF WORK: A. The work required under this section includes all cold water distribution lines, valves, hydrants, and related items including excavating and backfilling necessary to complete the work shown on the drawings. The ends of water service lines shall be tightly plugged or capped at the terminal points pending the connecting to all such lines of the building piping as specified in the plumbing specifications and architectural drawings. 2. MATERIALS: A. Cast Iron Pipe: Cost Iron pipe shall meet AWWA Specification C -106 with push —on joints meeting AWWA Specification C -111. Wall thickness shall be determined from Table 6.4 in AWWA C -106. Ductile iron pipe shall meet AWWA C -150 and C -151 Specifications. Pipe to be cement lines per AWWA C -104. B. Copper Tubing: Shall be seamless, "K" copper tubing complying with Federal Specification WW —T -799. Fittings shall be wrought copper with compression fitttings or cast bronze. C. Fire Hydrants: Shall comply with AWWA Specification C -502 and shall meet local standards and requirements, particularly as to nozzle diameters and threads, direction of opening and dimensions of operating and cap nuts. Fire Hydrants shall have one pumper and two hose nozzles. A valve opening not less than 5 inches and a 6 inch inlet connection. The length of the hydrant barrel shall be determined by the specified depth of cover over the pipe. D. Valves: All valves and stops shall have ends suited or adapters shall be provided for the proper installation in the lines in which they are located. Valves shall meet local standards or in the absence of such standards, the following requirements: 1. Valves in cast iron pipe shall be iron body, bronze mounted, disc gate valves conforming to AWWA Specification C -500. They shall open in the some direction as those used in the local waterworks system. Valve stems shall terminate in 2 inch wrench nuts. Furnish two (2) keys. 2. Valves in copper pipe shall be standard brass body, round —way, ground —key stops with T heads. Furnish two (2) keys. E. Valve Boxes: Shall meet local standards or in the absence of such, shall comply with the following requirements: 1. For iron body valves, boxes shall be approved standard buffalo —type, cast iron, adjustable shaft boxes, having a minimum shaft diameter of 5 -1/4 inches. 2. For brass body valves (stops) boxes shall be approved standard cast iron extension service boxes, having a minimum diameter of 2 -1/2 inches and having lid held in place by a brass or bronze bolt. The castings shall be coated with two coats of coal —tar pitch varnish. Furnish two (2) keys for bolt in lids. F. Stops: Stop shall be those manufactured by Ford or Mueller Corporation with AWWA taper thread, and with copper compression type fitting on outlet, or equal. G. Blow —off Valves: Blow —off valves shall be those manufactured by Muller Corporation (H -10283 or H- 10291), or equal. H. Angle Valves: Angle valves at the end of water service stub are to be copper compression type fitting also, and are to be protected with plastic bag over the valve. I. Taps: 3/4" tops in lines smaller than 4 inches shall be only by tapped tee or tapping saddle. Water service lines should be marked on curbs with a stamped "W ", placed while pouring curbs. 3. APPLICATION: A. Permits and Codes: The intent of this section is the specifications if that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations. Contractor shall furnish all necessary bonds to get permits for cuts and connections. B. Existing Improvements: Maintain in operating condition all active utilities and sewers and other pipe system that may be encountered. C. Trenching: Lay all pipe in open trenches, except when local authority gives written permission for tunneling. Provide a separate trench for the water line at least 10 feet horizontally from any sanitary sewer. In locations where separate trenches for sewer and water lines are impracticable, lay the water pipe on a solid shelf at least 18 inches above the top of the sewer. D. Width of Trench: Excavate trenches minimum of pipe diameter plus 12 ". E. Sheeting and bracing: Sheet and brace trenches as necessary to protect workmen and adjacent structures. All trenching shall comply with the Occupational Safety and Health Administration Standards. F. Water Removal: Keep trenches free from water while construction therein is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewotering to drains or natural drainage channels. G. Grading Trench Bottoms: The bottom quadrant of the pipe shall be fully and uniformly supported. The full load shall rest on the barrel of the pipe. The trench may be excavated to a depth of 4 inches or more below final grade with sand, crushed stone or gravel backfill to bring it back to pipe loying grade. Final backfill shall be B— borrow (INDOT spec) compacted in 6" max lifts to not less than 95% standard proctor. 6" below aggregate subbase of pavement shall be #53 stone (INDOT Spec) compacted to not less than 95% standard proctor. shall meet or exceed requirements of jurisdictional authority if more stringent. Be sure the backfill is free from large stones, roots or frozen clogs. Take care not to disturb pipe. Trenches parallel to and within 10 feet of paved roadways shall be constructed the same. H. Tests: Before joints are covered, fill the piping with water, opening hydrants or at least two hours at a pressure of 100 pounds per square inch. Inspect all joints for leakage and remedy any leaks. Upon completion of the water distribution mains, flush out the system until the water runs clear. As soon as the system has been flushed out, it shall be sterilized in accordance with the requirements of City of Carmel. I. If a horizontal distance of 10 feet cannot be maintained between the water line and and a sanitary sewer line, one of the following shall be done. a. Water line laid in a separate trench and 18" above sewer. b. Water line laid in some trench on a bench of undisturbed earth and sewer at least 18" below bottom of water line. Where water lines and sewers cross and the water line cannot be placed above the sewer with a minimum of 18" vertical clearance, the sewer must be constructed of water works grade cast iron pipe with mechanicof joints within 10 feet of the water line. J. Utilities: It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans on in the field before work is started or resumed. K. New Water Main Construction: Contractor to record dimension of each water stub and valves from nearest fire hydrant measured along water main. The locations of hydrants and water valves, along with any other construction changes are to be incorporated on the original construction drawings and "Record Drawing" prints submitted to Engineer's Office as soon after completion of construction as possible. Pipe Tracing Tape A. All pipe shall be traced with "Terra Tape" by Reef Industries, Inc., P.O. Box 33248, Houston, Texas 77033 or equal. tape shall be "Detectable" type imprinted with "Caution Buried Water Line Below ". Gate Valves A. All gate valves shall be iron body, bronze mounted, double disc, parallel seat type gate valves, conforming to AWWA Standard Specifications C500. They shall open in a counter clockwise direction. Valves placed in a valve box shall terminate in 2 inch square operating nut and have non— rising stems. One valve wrench shall be supplied to the Owner for this project. Gate valves shall be as made by Kennedy Valve Manufacturing Co., Inc., Elmira, New York, Mueller or equal. Valve Boxes A. Valve boxes shall be a three —piece cast iron type (base, center section, and sliding type adjustable extension) together with a "stay —put" cover marked "WATER ". The base shall be of the size recommended by the manufacturer for the size valve with which it is to be used. Wall thickness of the base and vertical sections shall not be less than 3/16 inch, and each valve box shall have a minimum shaft diameter of 5 -1/4 inches. BACKFILL O.D. OF — WATERMAIN 12" OF SAND BEDDING MINIMUM O.D. + 1' -0" DIG OUT EACH JOINT. PIPE TO REST ON FIRM EARTH TYPIrAl WOTPP WAN INSTALLATION- MECHA IVE & VALVE S UNDER PRESSURE ;TINE, MAIN CONNECTION. TO EXISTING MAIN- BRANCH PIPE PLUG __r New Pipe Shall Be PRESSURE PIPE JOINT RESTRAINT TABLE Existing Woter Main Installed Under The VALUES GIVEN IN TABLE FOR 22 1/2' do Tapping Sleeve Existing Woter Main PLUG Length Of Pipe To Be Restrained 11 1/4' BENDS. See Trench Detail 11 1/4- 20" \j PLAN In Each Direction From 114 Of Bend OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES & W'ES• \ \! o Restrained Joints Shall Be Mechanical Joint With Retainer Glands, �i ® Valve \� U LIJ WITHIN 5' AND UNDER PAVEMENT: FINAL BACKFILL SHALL 6 New Water Moin Cn BE B— BORROW (INDOT SPEC) COMPACTED IN 6" MAX LIFTS TO 1 Or Equal. Q NOT LESS THAN 95% STANDARD PROCTOR. 6" BELOW � vvvvvvvvvvv vvvvvvvvvv 7 \�� w AGGREGATE SUBBASE OF PAVEMENT SHALL BE #53 STONE 6" Tee \� o (INDOT SPEC) COMPACTED TO NOT LESS THAN 95% STANDARD 16" 18" vvv vvv vvv \� PROCTOR. SHALL MEET OR EXCEED REQUIREMENTS OF WARNING TAPE \ \% JURISDICTIONAL AUTHORITY IF MORE STRINGENT. DIG OUT EACH JOINT. PIPE TO REST ON FIRM EARTH TYPIrAl WOTPP WAN INSTALLATION- MECHA IVE & VALVE S UNDER PRESSURE ;TINE, MAIN CONNECTION. TO EXISTING MAIN- BRANCH PIPE PLUG __r OUTSIDE FACE AREA NOT LESS THAN New Pipe Shall Be PRESSURE PIPE JOINT RESTRAINT TABLE Existing Woter Main Installed Under The VALUES GIVEN IN TABLE FOR 22 1/2' do Tapping Sleeve Existing Woter Main PLUG Length Of Pipe To Be Restrained 11 1/4' BENDS. See Trench Detail 11 1/4- 20" For Backfill Requirements PLAN In Each Direction From 114 Of Bend OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES & W'ES• 4 Restrained Joints Shall Be Mechanical Joint With Retainer Glands, �i ® Valve Based On 150 PSI Test Pressure � 6 New Water Moin Existing Water Main Varies 1 Or Equal. STRAP IRON ANCHORS 2' WIDE x 1/2" THICK joints bells. � vvvvvvvvvvv vvvvvvvvvv 7 NOTE.- THE ABODE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS 12" Min. vvvvvvvvvvv vvvvvvvvvv i 41V 6" Tee vvvvvvvvvv ° ° ° ° New Water Main vvv �vvvv 12" 14" 16" 18" vvv vvv vvv Bend 30" vvv vvvv As Required varies 35' o o °° v o 0 o i 50' 58' 65' 73' 80' Bed Pipe In Specified Gronu/or 115' & Plugs Bedding Motericl Hand Tamped In Note: All Joints Shall Be 4 6" Layers To Pipe Centerline Restrained Except � Bedding Material Shall Conform In Run Of Tee. • `'•:. To INDOT 903.02, Size No. 8 PLAN Notes: 7' SECTION 1) Megalug flanges shall be used for all mechanical joints. 13' 15' 2) Bell end pieces of pipe 4 ft. and smaller shall be considered 19' TITLE- scrap, and shall not be installed into system. 29' CITY OF CAR M EL WATER MAI N 3' 4' STANDARD DETAILS CONNECTION DETAIL 6' 7' Dabs: March 2001 Scab: Not To Scab H� r Drawing Name: CW5 OUTSIDE FACE AREA NOT LESS THAN 'C" PRESSURE PIPE JOINT RESTRAINT TABLE OUTSIDE FACE AREA SQ. FT. VALUES GIVEN IN TABLE FOR 22 1/2' do SIZE OF BRANCH OUTSIDE FACE AREA (SQ. FT.) PLUG Length Of Pipe To Be Restrained 11 1/4' BENDS. 22 1/2- 11 1/4- 20" 16 PLAN In Each Direction From 114 Of Bend OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES & W'ES• 4 Restrained Joints Shall Be Mechanical Joint With Retainer Glands, 16 12 Based On 150 PSI Test Pressure 12 US Pipe TT Flex Joint System, US Pipe Field LOK Gasket System, 9 Degree PLAN 1 Or Equal. STRAP IRON ANCHORS 2' WIDE x 1/2" THICK joints bells. 4" 7 NOTE.- THE ABODE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS Of Bend 6" 8" 10" 12" 14" 16" 18" 20" 24" 30" 90, Tees 27 35' 42' 50' 58' 65' 73' 80' 95' 115' & Plugs TITLE: .. 4 6" 2 � 2 1 • `'•:. 45' 7' 9' 11 ' 13' 15' 17' 19' 21' 24' 29' 22 -112• 3' 4' 5' 6' 7' 8' 9' 10' 12' 14' 11 -114' 2' 2' 3' 3' 4' 4' 4' 5' 6' 7' OUTSIDE FACE AREA NOT LESS THAN 'C" "C' OUTSIDE FACE AREA SQ. FT. VALUES GIVEN IN TABLE FOR 22 1/2' do SIZE OF BRANCH OUTSIDE FACE AREA (SQ. FT.) PLUG 90' BEND 11 1/4' BENDS. 22 1/2- 11 1/4- 20" 16 PLAN OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR 90' & 45' BENDS. OUTSIDE FACE AREA NOT LESS THAN VALUES GIVEN IN TABLE FOR TEES & W'ES• 4 Restrained Joints Shall Be Mechanical Joint With Retainer Glands, 16 12 – FOR PLUGS. 12 US Pipe TT Flex Joint System, US Pipe Field LOK Gasket System, 9 PLAN PLAN 1 Or Equal. STRAP IRON ANCHORS 2' WIDE x 1/2" THICK joints bells. 4" 7 NOTE.- THE ABODE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS 5 4" MIN. 1 2 THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED. 10" 4 7 4 2 1 12" OR LESS 1" 7 8" 3 5 3 2 1 • r-1 TITLE: .. 4 6" 2 � 2 1 • `'•:. CITY OF CARMEL JOINT R 3/4 "x18" ANCHOR BOLTS 2 1 �- .1 • '� o d a :•. . : �> III STANDARD DETAILS TA (4 REVD) –I 72 MML.. 'D 5" DIAM. WASHER, 1" THICK - III — III —III —I I I I I I I I I III Date: March 2001 Scale: Not To Scab J °nee & !Ion in«rs, Inc. ANCHOR BLOCK TO BE OF SECTION "D —D" CLASS "B" CONCRETE OUTSIDE FACE AREA AS NOTED DOWNWARD BEND IN TABLE. SECTION "C —C" N 0TE: ALL CONCRETE BLOCKING TO CONSIST OF CLASS "B" CONCRETE POURED AGAINST FIRM GROUND. BLOCKING FOR PLUGS & BENDS BLOCKING FOR TEES & WYES PIPE SIZE OUTSIDE FACE AREA SQ. FT. SIZE OF RUN SIZE OF BRANCH OUTSIDE FACE AREA (SQ. FT.) PLUG 90' BEND 45' BEND 22 1/2- 11 1/4- 20" 16 25 14 7 4 20" OR 16' 16 12 16" 12 16 9 5 3 1 7 1 joints bells. 12" 7 9 5 3 2 10" 4 7 4 2 1 12" OR LESS 1" 7 8" 3 5 3 2 1 • r-1 .. 4 6" 2 3 2 1 1 4" 2 3 2 1 1 4" DETAIL — CONCRETE BLOCKING TYPICAL UTILITY CROSSING L_ Curb Box With Cover T v � 2 " HDPE LO �S• Sleeve ** Curb Stop --/ "-- Concrete Block Corporation Stop Mueller H- 15008, Or Equal Water Main upped Service Clamp rd F -1 or equivalent. 'k en th — Varies 1 ' f 2 " HDPE (Verify) Sleeve ** F o Copper Service Line * Service Clamp Must Be Omitted For Services 1 And Smaller And Direct Tops Made To Ductile Iron Pipe, Class 350 Or Greater. (Verify With Owner For Pressure Class DIP.) * For all 314" And 1 " Service Lines Installed Under Pavement Install 2" HDPE Sleeve. (b C NO p 1) 1 " Or Smaller Service Line 10/31/06 Shall Be Direct Top Unless No Approved By Carmel Utilities. BET 2) 1 112" & 2" Service Lines Shall 0 Use Wrap Around Clamps. Smith Blair Ir 226 Or Equivalent. N: \1 238\062\DWGS\PENT HOUSES \C702.DWG 3) Corporation Stop Shall Be (C7(02 Brand And Model Approved By Carmel Utilities. �0 4) Service Line Top Shall Se �V Installed With A Min. Harz. Seperation Of 24" 0 5) 2 inch taps and smaller =o shall not be installed a within 18 inches of mechanical CL joints bells. .c 0 CD 2Ez \\`oa�� +o +N e T. ,,,,,, !' i G�STE �p - .. - - - - -- V�vvv�i� RFO No. 10000075 zr ZZ STATE OF %lzl l0NAIL DATE: 10/31/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 2E 10/31/06 1238.059 No C1b BET 0 WATER DETAILS Ir CC N: \1 238\062\DWGS\PENT HOUSES \C702.DWG SHEET NO.: (C7(02 �0 �V 0 cc =o Q a u. CL 0 CD 2Ez w \\`oa�� +o +N e T. ,,,,,, !' i G�STE �p - .. - - - - -- V�vvv�i� RFO No. 10000075 zr ZZ STATE OF %lzl l0NAIL DATE: 10/31/06 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 10/31/06 1238.059 DRAWN BY: C1b BET o WATER DETAILS Ir DRAWING FILES: N: \1 238\062\DWGS\PENT HOUSES \C702.DWG SHEET NO.: (C7(02 Q � Q W • r-1 DATE: PROJECT NO.: 10/31/06 1238.059 DRAWN BY: CHECKED BY: BET SHEET TITLE: WATER DETAILS AND SPECIFICATIONS DRAWING FILES: N: \1 238\062\DWGS\PENT HOUSES \C702.DWG SHEET NO.: (C7(02 .... STORM MANHOLE NEENAH TYPE CASTING N o. 1772- A GRADE T.C. -� "DUMP NO WASTE- DRAINS TO WATERWAY" OPENING I I I I I I I I I I o. 'A A.'.'Q.'.4'.'.V STANDARD REINFORCED CONC. BASE *FOR DIMENSIONS SEE D -18 ON C806. STORM STRUCTURE DETAIL 12 C801 GREATER THAN 5' FROM PAVEMENT: WITHIN 5' AND UNDER PAVEMENT: FINAL BACKFILL SHALL BE CLEAN FILL MATERIAL FREE OF FINAL BACKFILL SHALL BE B- BORROW (INDOT SPEC) ROCKS LARGER THAN 4" DIA, FROZEN LUMPS OF SOIL, WOOD COMPACTED IN 6" MAX LIFTS TO NOT LESS THAN 95% OR OTHER EXTRANEOUS MATERIAL COMPACTED IN 12" MAX STANDARD PROCTOR DENSITY. 6" BELOW AGGREGATE LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR DENSITY. SUBBASE OF PAVEMENT SHALL BE #53 STONE (INDOT SPEC) COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. 1/2 TRENCH DEPTH MIN. SHALL MEET OR EXCEED REQUIREMENTS OF JURISDICTIONAL AUTHORITY IF MORE STRINGENT. ah, alr, 01, 1I1, alp, soil LIJ PLACEMENT ° \�� \%j FINAL BACKFILL BEDDING HAUNCHING AND INITIAL U Z Ld BEDDING BACKFILL SHALL BE B- BORROW (INDOT SPEC) COMPACTED IN 6„ LIFTS MAX TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. INITIAL BACKFILL AREA SPRING LINE OF PIPE HAUNCHING AREA -BEDDING AREA O.D. OF PIPE' 1 FOUNDATION 4" MIN.- "\�2» (REQUIRED IN UNSTABLE SOIL) (Y MIN. @ BELL OF PIPE) 12" N0. 8 STONE STORM SEWER- TRENCH & PIPE EMBEDMENT DETAIL rq_'N C801 *CONTRACTOR TO VERIFY ABOVE OR ALTERNATE STRUCTURE TYPES AND SIZES PER HCSO DETAIL D -18. O H O O O D a 00000�o t�000l�oo �ODODI�O 00000t =o O O O O O 3 ASPHALT T.C. p_ Q o p_ Q o p_ Q o p Q o p- O o 0-0.0-000-0 o p 0 0 ° p 00 ° p 00 0 p 00 p 00 p 00 O p 00 ° p 00 o p 00 o 0 0 0 o p 0 Q o p C3 Q o p 0 0 o 0 0 o p 0 0 o p 0 0 o p 0 0 o p TO- 1" 0 0 o p 0 D 0 0 o O° 0 Q o p 0 O o p 0 Q o p 0 Q o 0 o H.A.C. SURFACE #11 3" H.A.C. BINDER #9 2" #53 STONE 6" #2 STONE PREPARED SUBGRADE PER INDOT No. 201 PARKING LOT PAVEMENT SECTION Q \ \ �11 X =WIDTH OF SIDEWALK 6' -0" STR.# T. C. INV. IN INV. OUT DEPTH STIR. SIZE STR. TYPE CASTING TYPE PIPE SIZE DIRECTION IN OUT IN OUT EX B667 894.50 888.02 887.21 7.29 48" CURB INLET R -3010 24 24 SW SE 604 896.08 888.16 888.16 7.92 48" MANHOLE R-1 772-A 24 24 W NE 604A 896.90 888.40 888.40 8.50 48" MANHOLE R-1 772-A 24 24 N E 600 894.05 890.00 889.07 4.98 48" PAVED INLET R -3405 15 24 W S - 889.83 :.LLI:��. 18 :Y N *CONTRACTOR TO VERIFY ABOVE OR ALTERNATE STRUCTURE TYPES AND SIZES PER HCSO DETAIL D -18. O H O O O D a 00000�o t�000l�oo �ODODI�O 00000t =o O O O O O 3 ASPHALT T.C. p_ Q o p_ Q o p_ Q o p Q o p- O o 0-0.0-000-0 o p 0 0 ° p 00 ° p 00 0 p 00 p 00 p 00 O p 00 ° p 00 o p 00 o 0 0 0 o p 0 Q o p C3 Q o p 0 0 o 0 0 o p 0 0 o p 0 0 o p 0 0 o p TO- 1" 0 0 o p 0 D 0 0 o O° 0 Q o p 0 O o p 0 Q o p 0 Q o 0 o H.A.C. SURFACE #11 3" H.A.C. BINDER #9 2" #53 STONE 6" #2 STONE PREPARED SUBGRADE PER INDOT No. 201 PARKING LOT PAVEMENT SECTION Q \ \ �11 X =WIDTH OF SIDEWALK 4' -0" PLAN VIEW SEALED 0" EXPANSION JOINT 1 1/2"R MAX. 1:12 SLOPE PAVEMENT _ NO. 3405 -A NEENAH CASTING CONCRETE CURB "DUMP NO WASTE- DRAINS TO WATERWAY" 8„ ASPHALT SECTION A- A OPENING NOTE: D A D AS DETAIL SHOWS, STRUCTURE SHALL .p•..p. .p'.D.b BE CONSTRUCTED SUCH THAT NO PART OF THE STRUCTURE EXTENDS UNDER THE MAINLINE PAVEMENT BEYOND THE LIMIT OF THE CASTING FRAME. I I I I STANDARD REINFORCED CONC. BASE NOTE: SEE DETAIL 18 FOR STRUCTURE SIZING TABLE. NOTE: STRUCTURES SHALL PROVIDE PRECAST INLETS WITH PRECAST OPENINGS. PAVED AREA INLET DETAIL 10 Earth Or Sidewclk Surfcce -- I i I - Concrete Curb Or Curb x Gul,er. I.� � Ravemen' l t or 2�7o 7v' y/ #8 Washed Ag ^rPnn ote r�/` , �o �nc�e:`.ne._oltz • ^ c ;�;�po o.: X0..7. 2c Bey �I^ / jCS PIPE UNDERDRAIN DOUBLE WALL HANCOR HI -Q I 4:. 1 I G. `. OR EQUIVALENT 1 h PIPE UNDERDRAIN (lypicci Installations) NOTE: PIPE SHALL CONFORM TO REO`JIREYENTS OF SECTION 9017.17 OF STANDARD SPECU ICATiO NS. ±NSTALLATION REQUIRED: BOTH SIDES OF PAVEMENT WHERE R- QI✓iRED BY THE ENGIN`ER, CITY OR CARMEL STANDARDS SUBSURFACE DRAIN PELrlS ID 11 0801 WHEELCHAIR RAMP DETAIL csol 3' to 4' (75mm TO 100mm) HIGH LETTER TO BE STAMPED AS FOLLOWS: S is for Storm Sewer SS is for Sanitary Sewer D is for Subsurface or Base Drain C is for Conduit G is for Gas W is for Water NOTES: 1. Curb to be stamped at all locations where any of the above cross under a curb. 2. Letter to be stamped prior to concrete setting up, whenever possible. 3. Stamp to be a minimum of 1/2 inch (10mm) deep. CURB STAMP. $ C801 NO SCALE 3" OF TOPSOIL BACKFILL 6" 1 1 24„ 6" 18" 1 „R 3/4„ P. 7T 4: �l' Q R• 24" COMPACTED SUBGRADE 2' CONCRETE CHAIRBACK 1 ­',� � I C801 CURB AND GUTTER 6" 24„ " " 3" OF TOPSOIL 6 18 III EARTH 111111 =III :: `� BACKFILL -I N _III III - � � _ ,,...: •.......... • . •::•.. • .:'• •:,'.. =.• . ":: •: •'. .'.:.� _ :..Q #53 COMPACTED - :o : • • ..o ..; STONE BASE 0.0°0.0 °0.0°0.0 °0•o °p•0 °p o ° •o O•o O•o O•o O•.o 0 0 ° 0 0 0 0 0 0 0 0 o D• o O o O o O o O• o O o O o O o O o O 0 O ° ,q,-000-0,0-000-000-000 -000- ° p. 0 0 0• o e 0• 0 0 0• o O 0° 0. 0 0 0 . 0 ° 0. 0° 0 0 0 0 o 0 p c o 0 0 0 0 0. 0 0. 0 p 0 0 00.0 0. 0 00 ' 00 0 o 0 O o 0 O o 0 D o 0 p. o 0 O o 0 O o 0 O 0 o • o° O. 0° O• o° O• o° O. o° O. 0° O• o° O. 0° O. 0° p. o° O. o° p. 0 0 0 0 o e o0 • °O • °O • °O • °O • ° 2' CONCRETE CHAIRBACK CURB K2 c11 (WITHOUT GUTTER) 6' -0" z O z `\X IF X< 48" THEN Cw Z O STREET AND STORM SEWER O �LL LL - SLOPE OF FLARED o Lll 0 z to Lil 0 wLL L Z I SIDE SHALL NOT wo z 5' -0" BETWEEN z cvC a� C4 EXCEED 1: 12 O Z 0 TRANSVERSE JOINTS V) w Q �:5 LLJ .�F� . cz d W Iii . �.o.Q - :.LLI:��. :Y Uw.o .t Q ..' X.: 44j C.) Q .�' 0. Q 1:10 A 1:10 4' -0" PLAN VIEW SEALED 0" EXPANSION JOINT 1 1/2"R MAX. 1:12 SLOPE PAVEMENT _ NO. 3405 -A NEENAH CASTING CONCRETE CURB "DUMP NO WASTE- DRAINS TO WATERWAY" 8„ ASPHALT SECTION A- A OPENING NOTE: D A D AS DETAIL SHOWS, STRUCTURE SHALL .p•..p. .p'.D.b BE CONSTRUCTED SUCH THAT NO PART OF THE STRUCTURE EXTENDS UNDER THE MAINLINE PAVEMENT BEYOND THE LIMIT OF THE CASTING FRAME. I I I I STANDARD REINFORCED CONC. BASE NOTE: SEE DETAIL 18 FOR STRUCTURE SIZING TABLE. NOTE: STRUCTURES SHALL PROVIDE PRECAST INLETS WITH PRECAST OPENINGS. PAVED AREA INLET DETAIL 10 Earth Or Sidewclk Surfcce -- I i I - Concrete Curb Or Curb x Gul,er. I.� � Ravemen' l t or 2�7o 7v' y/ #8 Washed Ag ^rPnn ote r�/` , �o �nc�e:`.ne._oltz • ^ c ;�;�po o.: X0..7. 2c Bey �I^ / jCS PIPE UNDERDRAIN DOUBLE WALL HANCOR HI -Q I 4:. 1 I G. `. OR EQUIVALENT 1 h PIPE UNDERDRAIN (lypicci Installations) NOTE: PIPE SHALL CONFORM TO REO`JIREYENTS OF SECTION 9017.17 OF STANDARD SPECU ICATiO NS. ±NSTALLATION REQUIRED: BOTH SIDES OF PAVEMENT WHERE R- QI✓iRED BY THE ENGIN`ER, CITY OR CARMEL STANDARDS SUBSURFACE DRAIN PELrlS ID 11 0801 WHEELCHAIR RAMP DETAIL csol 3' to 4' (75mm TO 100mm) HIGH LETTER TO BE STAMPED AS FOLLOWS: S is for Storm Sewer SS is for Sanitary Sewer D is for Subsurface or Base Drain C is for Conduit G is for Gas W is for Water NOTES: 1. Curb to be stamped at all locations where any of the above cross under a curb. 2. Letter to be stamped prior to concrete setting up, whenever possible. 3. Stamp to be a minimum of 1/2 inch (10mm) deep. CURB STAMP. $ C801 NO SCALE 3" OF TOPSOIL BACKFILL 6" 1 1 24„ 6" 18" 1 „R 3/4„ P. 7T 4: �l' Q R• 24" COMPACTED SUBGRADE 2' CONCRETE CHAIRBACK 1 ­',� � I C801 CURB AND GUTTER 6" 24„ " " 3" OF TOPSOIL 6 18 III EARTH 111111 =III :: `� BACKFILL -I N _III III - � � _ ,,...: •.......... • . •::•.. • .:'• •:,'.. =.• . ":: •: •'. .'.:.� _ :..Q #53 COMPACTED - :o : • • ..o ..; STONE BASE 0.0°0.0 °0.0°0.0 °0•o °p•0 °p o ° •o O•o O•o O•o O•.o 0 0 ° 0 0 0 0 0 0 0 0 o D• o O o O o O o O• o O o O o O o O o O 0 O ° ,q,-000-0,0-000-000-000 -000- ° p. 0 0 0• o e 0• 0 0 0• o O 0° 0. 0 0 0 . 0 ° 0. 0° 0 0 0 0 o 0 p c o 0 0 0 0 0. 0 0. 0 p 0 0 00.0 0. 0 00 ' 00 0 o 0 O o 0 O o 0 D o 0 p. o 0 O o 0 O o 0 O 0 o • o° O. 0° O• o° O• o° O. o° O. 0° O• o° O. 0° O. 0° p. o° O. o° p. 0 0 0 0 o e o0 • °O • °O • °O • °O • ° 2' CONCRETE CHAIRBACK CURB K2 c11 (WITHOUT GUTTER) 48' -0" BETWEEN EXPANSION JOINTS (MAX. 4.1 ;.' CONCRETE SIDEWALK NOT TO SCALE THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT To EXCEED 6" IN DEPTH. SUBGRADE UNDER ALL CURB, SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. ALL TRANSVERSE JOINTS SHALL BE TOOLED OR SAWED TO 1/4 OF THE WALK THICKNESS. SIDEWALK CONSTRUCTED WITH DRIVEWAY OR ALLEY ENTRANCES SHALL HAVE MIN. THICKNESS OF 6" OR THICKNESS OF THE DRIVEWAY OR ALLEY APRON, WHICHEVER IS GREATER. SIDEWALK DETAIL r,3-\ C801 1. SAWCUT EXISTING EDGE /-2. SURFACE MILL 1" 1' -0" 3. TACK COAT ALL FACES NEW PAVEMENT-----\ MIN. - EXISTING PAVEMENT -- 1.5" HMA SURFACE #11 2" HMA #8 BINDER 3" HMA #51D BASE 7" #53 STONE • PREPARED SUBGRADE PER INDOT No. 201 TYPICAL PAVEMENT TIE -IN & 4 SECTION WITHIN RIGHT OF WAY C801 50' TOP OF CURB 77 M F TRANSVERSE EXPANSION JOINTS BOTTOM 0 CURB TRANSVERSE CONTRACTION JOINTS PAVEMENT (10' MAX. SPACING) NOTE: MAXIMUM TRANSVERSE CONTRACTION JOINT SPACING ON RADII SHALL BE 5 FEET. 5 CURB JOINT DETAIL �oi z z O z w Cw Z O STREET AND STORM SEWER O �LL LL - L J o Lll 0 z to Lil 0 wLL L Z I v� wo z 5' -0" BETWEEN z cvC a� C4 O Z 0 TRANSVERSE JOINTS V) w Q �:5 48' -0" BETWEEN EXPANSION JOINTS (MAX. 4.1 ;.' CONCRETE SIDEWALK NOT TO SCALE THE SPACE BEHIND THE CURB SHALL BE FILLED WITH SUITABLE MATERIAL TO THE REQUIRED ELEVATION AND COMPACTED IN LAYERS NOT To EXCEED 6" IN DEPTH. SUBGRADE UNDER ALL CURB, SIDEWALK, AND DRIVES SHALL BE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF THE STANDARD SPECIFICATIONS. ALL TRANSVERSE JOINTS SHALL BE TOOLED OR SAWED TO 1/4 OF THE WALK THICKNESS. SIDEWALK CONSTRUCTED WITH DRIVEWAY OR ALLEY ENTRANCES SHALL HAVE MIN. THICKNESS OF 6" OR THICKNESS OF THE DRIVEWAY OR ALLEY APRON, WHICHEVER IS GREATER. SIDEWALK DETAIL r,3-\ C801 1. SAWCUT EXISTING EDGE /-2. SURFACE MILL 1" 1' -0" 3. TACK COAT ALL FACES NEW PAVEMENT-----\ MIN. - EXISTING PAVEMENT -- 1.5" HMA SURFACE #11 2" HMA #8 BINDER 3" HMA #51D BASE 7" #53 STONE • PREPARED SUBGRADE PER INDOT No. 201 TYPICAL PAVEMENT TIE -IN & 4 SECTION WITHIN RIGHT OF WAY C801 50' TOP OF CURB 77 M F TRANSVERSE EXPANSION JOINTS BOTTOM 0 CURB TRANSVERSE CONTRACTION JOINTS PAVEMENT (10' MAX. SPACING) NOTE: MAXIMUM TRANSVERSE CONTRACTION JOINT SPACING ON RADII SHALL BE 5 FEET. 5 CURB JOINT DETAIL �oi `\\\\Nx ox \ \ \1111II 7 `Q'��G \STEREO �F No. 10000075 V0 STATE OF /i // l 1111 r I n u u 11111 �o\ DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering z 6507 O e 0 111= 2V On STREET AND STORM SEWER DETAILS DRAWING FILES: W SHEET NO.: a to J O O wo OC O CL u. a� C4 O Z 0 2E V) w Q �:5 `\\\\Nx ox \ \ \1111II 7 `Q'��G \STEREO �F No. 10000075 V0 STATE OF /i // l 1111 r I n u u 11111 �o\ DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6507 1238.064 DRAWN BY: 1• V .. 0 STREET AND STORM SEWER DETAILS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C801.DWG SHEET NO.: (Coo(an z O Q �:5 Z cz W Iii ry� DATE: PROJECT NO.: 6507 1238.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: STREET AND STORM SEWER DETAILS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C801.DWG SHEET NO.: (Coo(an CLAY TOYMSHIP REGIONAL WASTE DISTRICT 4 C802 SUMMARY OF LATERAL INSTALLATION REQUIREMENTS 1. All houses, buildings, etc., shall connect to the District's sanitary sewer system within 90 days of notice providing a sewer is within 300 feet for Hamilton County or 100 feet for Boone County of the property line. Only one building may connect to the sewer main per lateral unless otherwise approved by the District. 2. No foundation or other storm water drains shall be interconnected to the sewer lateral installed and connected to the District's sanitary sewer. 3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio, porch or paved driveway. Air test is required to show if acceptable for re —use. The property owner shall bear the cost of all testing. The District inspector must be onsite for the duration of the air test. 4. The owner or contractor shall notify the District prior to covering the installed lateral so that the District can make on 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, on 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 toch ed face aggregate Fill moterld is to be placed firm 6 inches below to 6 aches 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 ore met. No glued pipe shall be installed outside of building foundation walls. 11. Additional information on District standards and specifications may be obtained from the District's office during business hours of 8:00a.m. to 4:30 p.m. Monday through Friday. All District standards can be located on our web site at http://www.ctrwd.org/. Clay Township Regional Waste District 10701 North College Suite A. Indianapolis, Indiana 46280 Phone: 844 -9200 Fax: 844 -9203 12. Septic effluent shall not be pumped out into the sanitary sewer system. 13. The District shall inspect ALL laterds. Please call the District office at 844 -9200 24 hours prior to time of inspection. 14. Contractors shall lay 14 gmgt►—sdid wire the entire length of the laterd. 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- 13 -06cf 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 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. FLOW -- MINIMUM 1" & MAXIMUM 4" CLEARANCE FROM TOP OF CAP TO BOTTOM OF CASTING CLEANOUT TYPE 3 (GRASS OR LANDSCAPE SURFACES BEYOND THREE FEET OF BUILDING) FINAL GRADE 5' CLEARANCE FROM TOP OF PIPE TO TOP OF #8 STONE — 6" MINIMUM (TYP.) 6" SDR35 PVC PIPE (6" X 6" X 6 ") TEE -WYE 6" SEWER LATERAL RIGHT -OF -WAY "- OR EASEMENT LINE ONE PIECE TEE -WYE REQUIRED NOTE: ALL WYES AND SHALL BE SDR 26 22.5' OR 45' 6' MINIMUM (TYPICAL ALL LATERALS SHALLOWER THAN 12' DEEP) FOR SEPARATION SEE NOTE PLAN VIEW 4' MINIMUM r 75' OR LESS FOR SHORT SIDE LATERALS 45' OR LESS FOR LONG SIDE LATERALS .Y Y ^, ..' MINIMUM 4" CONCRETE COLLAR REQUIRED, NOT TO EXCEED BEYOND FIRST PIPE JOINT 6" MINIMUM' OF WYE. IF A WYE IS LESS THEN 12' DEEP, / THEN CONCRETE COLLAR IS AS REQUIRED PER ENGINEER'S DISCRETION. MINIMUM CONCRETE STRENGTH OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH. NOT REQUIRED FOR DUCTILE IRON TEE. ALL FITTINGS SHALL BE OF ONE PIECE CONSTRUCTION NOTE: CONCRETE APRON AND CASTING SHALL BE INSTALLED SO THAT THEY DO NOT CONTACT THE LATERAL OR LATERAL CAP. NEENAH R- 1972 -AL OR EAST JORDAN V- 1601 -1 WTIH SEWER ON CASTING 6" PVC CAP 36" x 36" x 6" CONCRETE • APRON WITH FIBERMESH \i REINFORCEMENT. FLOW NOTE: SEPARATION BETWEEN WYE FITTING: A. OPPOSITE SIDE LATERALS 1) 1' MINIMUM BELL TO BELL 2) BELL TO SPIGOT MAY BE ADJACENT B. SAME SIDE LATERALS 1) 5' MINIMUM SEPARATION 1' (TYPICAL ALL LATERALS) RIGHT -OF -WAY OR EASEMENT 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, THEN PLACE A MINIMUM OF 6" OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH CONCRETE AROUND THE PIPE TO BEAR ON STABLE GROUND (PER ENGINEER) A MINIMUM OF 8" OF #8 STONE OVER THE CONCRETE CAPPED WYE SHALL BE PLACED PRIOR TO BACKFILLING. FINISHED GRADE 2' MINIMUM 1 4' MINIMUM CCr`TI nKI 22.5' OR 45' GREEN 2 X 4 CAP FOR DEPTH TO LATERAL TO BE 1238.064 SHOWN ON MARKER. '000/PAINTED J 1 (TYPICAL ALL LATERALS) RIGHT -OF -WAY SHALLOWER THAN 12 FEET. OR EASEMENT LINE 4' DETAILS i,STEEL DETECTOR POST 5' MINIMUM - 8' MAXIMUM (TYPICAL ALL LATERALS) tY =� CAP FOR THIS ANGLE MUST BE 45' OR FUTURE CONNECTION 1238.064 (TYPICAL ALL LATERALS) LESS FOR ALL LATERALS BET SHALLOWER THAN 12 FEET. MINIMUM FALL- 1/8" PER FOOT SANITARY SEWER DETAILS DRAWING FILES: MAY NEED TO BE DEEPER FOR (TYPICAL ALL LATERALS) LONG BUILDING LATERALS OR \ \\_ FINISHED GRADES SLOPING AWAY FROM SEWER. NOTE: ALL LATERAL BEDDING SHALL BE AGAINST UNDISTURBED TRENCH. 12' DEEP OR 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 K,- 1 C802 SANITARY OR STORM SEWER —�.- 0 TYPICAL UTILITY —MINIMUM 1" CLEARANCE FROM TOP OF CAP TO BOTTOM OF CASTING FINAL GRADE a — 6" PVC PIPE TEMPORARY GLUED CAP X 6 X 6) TEE -WYE CROSSING: �O2 NOTE: ALL SLAB AND CRAWL SPACE CONNECTIONS MUST BE A MINIMUM OF 3" BELOW THE FOOTER AND EXIT THE BUILDING AT THE FRONT OF THE STRUCTURE TO PROVIDE THE SHORTEST, MOST DIRECT ROUTE FROM THE BUILDING TO THE EXISTING LATERAL STUB. 4 SEWER yi% �i�ili��i��ii��ii :�ii��i��i��i:>i��i� 6 SEWER LATERAL 18 STONE BELOW CONCRETE 6 " MINIMUM. SEE SANITARY APRON TO PREVENT CLEANOUT TYPE 2 SEWER TRENCHING, BEDDING SETTLING. EXTEND TO — AND BACKRLL DETAIL UNDISTURBED EARTH. ( HARDSCAPE SURFACES AND ALL OTHER INSTALLATIONS BEYOND THREE FEET OF BUILDING) NOTE: TOP OF CASTING OR CLEANOUT CAP SHALL EXTEND 0.20 FEET MINIMUM ABOVE FINISHED GRADE UNLESS CONSTRUCTED WITHIN PEDESTRIAN OR VEHICULAR TRAFFIC WAY. UNLESS APPROVED BY ENGINEER, SANITARY SEWER CASTINGS OR CLEANOUTS MUST NOT BE WITHIN ONE (1) FOOT HORIZONTAL DISTANCE OF ANY PAVED OR CONCRETE SURFACES. NOTE: OUTSIDE 3' OF THE FOUNDATION ALL CLEANOUTS AREA TO BE 6" SDR 35 GASGETED PIPE. ALL CLEANOUT FITTINGS ARE TO BE SDR 26. TYPICAL CLEANOUT DETAILS 3 C802 6" PVC CAP FINAL GRADE K, - 6" PVC PIPE 6" X 6" X 6 ") TEE -WYE L.6" SEWER LATERAL 6" x 4" REDUCER "GLUED WITHIN 3' OF THE FOUNDATION OR GASGETED OUTSIDE OF THE FOUNDATION CLEANOUT TYPE 1 (ONLY LANDSCAPED SURFACES WITHIN THREE FEET OF BUILDING) w\ pN T %% 8� �,�i�4 .��F% No. 10000075 ?� STATE OF z��`s, INDIAN?' sXONAL E� V/ / V/ /lllf Itlt111111111 \ \\ \��``\\\\\ DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering z 6/5/07 1238.064 ,o Cz BET O SANITARY SEWER DETAILS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C802.DWG SHEET NO.: a J 0 � w 0 OG oc o a� 0 cii z 0 O Cn w w Q w w\ pN T %% 8� �,�i�4 .��F% No. 10000075 ?� STATE OF z��`s, INDIAN?' sXONAL E� V/ / V/ /lllf Itlt111111111 \ \\ \��``\\\\\ DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: Cz BET O SANITARY SEWER DETAILS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C802.DWG SHEET NO.: (C (0 2 E-1 � w O o w Q w ^\ E-1 Cz w W DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY. BET SHEET TITLE: SANITARY SEWER DETAILS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C802.DWG SHEET NO.: (C (0 2 N�������oIN II1T 74 �G\STE,4�; No. 10000075 -;0- STATE OF 1,, ,1 ,1111 I I I l { I ► % % DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering PROJECT NO.: 6/5/07 1238.064 ,o Cap - ^ o� STORMWATER POLLUTION r-I DRAWING FILES: LU U (Co":')(03 .. Z O �V w w O W X IL LL a� 44 O 0i z 0 V) W N�������oIN II1T 74 �G\STE,4�; No. 10000075 -;0- STATE OF 1,, ,1 ,1111 I I I l { I ► % % DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY. ^ O STORMWATER POLLUTION r-I DRAWING FILES: N:\ 1238\ 062 \DWGS \PENTHOUSES \C803- 804.DWG U (Co":')(03 .. Z � w w �:D z z O r � W w r-i DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY. BET SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N:\ 1238\ 062 \DWGS \PENTHOUSES \C803- 804.DWG SHEET NO.: (Co":')(03 Soils Legend & Descriptions: Br - Brookston silty clay loam, Soil Description and Characteristics: The main soil features that adversely affect engineering uses of this soil are a seasonal high water table, high potential frost action, moderate shrink -swell potential and moderate permeability. This soil has severe limitations for building sites. The site needs to be artificially drained and protected from flooding. Dwellings with basements should not be constructed on this soil. This soil has severe limitations for local roads and streets because of seasonal high water table and high potential frost action. The base material for roads and streets should be replaced or strengthened with suitable material. CrA - Crosby silt loam, Soil Description and Characteristics: The main soil features that adversely affect engineering uses of this soil are a seasonal high water table, high potential frost action, moderate shrink -swell potential and moderate permeability. This soil has severe limitations for building sites. The site needs to be artificially drained to prevent wetness from becoming a problem. Dwellings with basements should not be constructed on this soil. This soil has severe limitations for local roads and streets because of seasonal high water table and high potential frost action. The base material for roads and streets should be replaced or strengthened with suitable material. Recommendations and methods to overcome soil limitations: Limitations for local roads, streets and dwellings because of seasonal high water table and high potential frost action can be overcome by the use of curb underdrains, sub -base strengthening or lime stabilization. Swales which sever the surface drainage can also help. High water tables can be overcome with respect to basement construction with the use of perimeter foundation drains and sump pumps. Refer to the site construction drawings and details for specific information related to the proposed infrastructure improvements on this site. 6' HIGH, 12" WIDE GEOTECTILE FABRIC FILLED WITH No.2 STONE. (FABRIC -NUTEC 3NW SILT FENCE FABRIC OR APPROVED EQUAL) ONE FOOT OVERLAP ONTO THE CURB CURB INLET RUN OFF CURB INLET SEDIMENT BARRIER NO SCALE SEEDING 3 6" MIN. TURN DOWN / In EROSION CONTROL BLANKET (NORTH AMERICAN GREEN S -75 OR EQUAL) / - EXISTING GRADE EROSION CONTROL MATTING DETAIL I I Fen NOT TO SCALE A B 1 1 3' 1 1 1 1 /2'. C 3' 1 300 275 250 225 200 SLOPE 175 LENGTH 150 (FT.) 125 100 75 50 25 0 KtVU1KtU UUt w Utr m ur rLUn. ® x X CHANNEL LININGS UTILIZE STAPLE PATTERN "C" 4:1 3:1 Z_ 1 1:1 WITH ADDITIONAL STAPLES ON SIDE SLOPES AT 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 AT SLOPE LENGTHS GREATER THAN 300 FEET OR WHERE DRAINAGE OVER LARGE AREAS IS DIRECTED ONTO THE BLANKETS, STAPLE PATTERN 'C' SHOULD BE UTILIZED. THE EDGES OF THE BLANKET SHOULD DE BUTTED AGAINST EACH OTHER, THE EDGES OF THE SCC225 SHOULD BE OVERLAPPED 2'. 3 THE BLANKET SHOULD NOT BE STRETCHED BUT ALLOWED TO LAY j LOOSELY ON THE SOIL SURFACE TO ACHIEVE MAXIMUM BLANKET TO SOIL CONTACT. ° a... o° 5 IN HIGH VELOCITY CHANNEL APPLICATIONS, •e 'o ° CHECK SLOTS SHOULD BE ESTABLISHED EVERY 35 - 40'. THE SLOTS SHOULD BE o °O•e °°• 6' WIDE BY 6' DEEP WITH THE BLANKET PUBLIC ROAD o • o • o ' (MIN) STAPLED IN THE BOTTOM OF THE SLOT, 50 \ \ ° e ° ° ° o ° • ° : ° • ° a ° ° THEN BACKFILLED AND SEEDED. •o °•o O•o °•o O•o ° °o.o °o•o °o.o °o.e °o.o °o.o o °o.o•o•o °o.o °o.o °o.e °o.e °o.o e° ,Oeo,Oeo,o. °,oeo,oeo,o. °,Oe °,ee \ °• e° °•o °o•o ° °•e ° °- a ° °•o °o•o °o•o °o•o . ° °o.o °o.o •o °o.o . °• °� °. °�•. °�° °. - o. °- o. ° °o. °o.e °o.o•o•e °o•e 0.0 10 . °- - e;. °•o °o•o °o•e °O•o °o•o °o•o 6" (MIN) - . °'°• °,°• °,e °° °- ° °o.° -o. ° -° -° e�. °O•o °O. ° .;. -o. °. 2 " -3" COARSE 12' (MIN) AGGREGATE GEOTEX11LE FABRIC TO STABILIZE FOUNDATION (ESPECIALLY IMPORTANT WHERE WETNESS IS ANTICIPATED) TEMPORARY CONSTRUCTION Vi i i 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 V APART ON THE END OF THE BLANKET. 7 / 4 ROLL BLANKETS OUT IN DIRECTION ON LONG SLOPES, THE ENDS OF THE OF WATER FLOW. BLANKETS SHOULD BE OVERLAPPED r 4 - 6' IN A "SHINGLE EFFECT -. PREPARATION OF THE SEED BED, > ���� INCLUDING APPLICATION OF LIME, ` R...:.:.:. FERTILIZER AND SEED SHOULD BE "�'' �'••' '� "' CONDUCTED AS NORMAL PRIOR TO 7 INSTALLATION OF BLANKET. ROLL BLANKETS OUT IN DIRECTION OF WATER FLOW PP()g10K1 RI ANIVFT INgTAI I Amm STORMWATER POLLUTION REVENTION SCHEDULE EROSION CONTROL MEASURE MAINTENANCE 2 1 2 INSTALLATION SEQUENCE TEMP. DIVERSION SWALE & SILT TRAPS AS NEEDED to stakes over fabric as reinforcement. STORMWATER POLLUTION PRIOR TO CLEARING AND GRADING STONE ENTRANCE AS NEEDED SHEET NO.: Fabric Weight ............................ ............................... 4 oz /syd PRIOR TO CLEARING AND GRADING SILT FENCE WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING EXISTING INLET PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING TREE PROTECTION WEEKLY, AFTER STORM EVENTS AND AS NEEDED PRIOR TO CLEARING AND GRADING TEMPORARY DIVERSIONS WEEKLY, AFTER STORM EVENTS AND AS NEEDED ALONG WITH ROUGH GRADING TEMPORARY SEEDING WATER AS NEEDED LIJz w AFTER ROUGH GRADING PERMANENT SEEDING WATER AS NEEDED 2. Tall Fescue ** 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 .12 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 SILT FENCE X X � io' t TYPICAL TYPICAL TOPSOIL STOCKPILE Seedbed Preparation Apply lime to raise the pH to the level needed for species being seeded. Apply 23 pounds of 12 -12 -12 analysis fertilizer (or equivalent) per 1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to test. Application of 150 lbs. of ammonium nitrate on areas low in organic matter and fertility will greatly enhance vegetative growth. Work the fertilizer and lime into the soil to a depth of 2 -3 inches with a harrow, disk or rake operated across the slope as much as possible. Seeding Select a seed mixture based on projected use of the area (Figure 5 -2), while considering best seeding dates. See Figure 5 -3 this sheet. If toler- ances are a problem, such as salt tolerance of seedings adjacent to streets and highways, see Figure 5 -4 this sheet before final selection. Figure 5 -2: Permanent Seed Mixtures Species Seeding Rate Suitable pH Site Suitability* lbs/acre lbs/1000 well sq. ft. Droughty Drained Wet Level and Sloping, Open Areas DANDY BAG °II Installation and Maintenance Guidelines Installation: Remove the grate from catch basin. If using optional oil absorbents; place absorbent pillow in unit. Stand the grate on end. Move the top lifting straps out of the way and place the grate into the Dandy Bag 0 II so that the grate is below the top straps and above the lower straps. Holding the lifting devices, insert the grate into the inlet. Maintenance: Remove all accumulated sediment and debris from vicinity of unit after each storm event. After each storm event and at regular intervals, look into the Dandy Bag ® II. If the containment area is more than 1/3 full of sediment, the unit must be emptied. To empty unit, lift the unit out of the inlet using the lifting straps and remove the grate. If using optional oil absorbents; replace absorbent when near saturation. GRATE 00 00000000000 000000C�c�0 0�c DANDY BAG° II T TTTrf► STRAPS Wheat or Rye Oats DANDY BAGS II Annual Ryegrass STANDARD FABRIC IS AN ORANGE WOVEN MONOFILAMENT HOLEY MOLEY SAYS "DON'T DIG BLIND" ITS THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ET SEQ. AS AMENDED AND SUPPLEMENTED, IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. Temporary Seeding and Stablizotion Dates Jan I Feb I Mar I Apr I May 1 Jun I Jul 1Aug Sep Oct Nov Dec Permanent Seeding Date 1. Tall Fescue 35 .8 5.5 -8.3 2 1 2 - All stakes shall be 2" X 2" hardwood 36" tall with DUMPING STRAP to stakes over fabric as reinforcement. STORMWATER POLLUTION All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. SHEET NO.: Fabric Weight ............................ ............................... 4 oz /syd GrabStrength ........................... ............................... Warp 125 lbs. Elongation................................. ............................... FIX 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 .................. ............................... ALLOWS FOR EASY Non- Irrigated* am F 0 0 O LIJz w Q w Q) 2. Tall Fescue ** 25 .6 5.5 -8.3 1 REMOVAL OF CONTENTS Irrigated g W w � x . r-i Red Clover 5 .12 3. Kentucky Bluegrass 15 .4 5.5 -7.5 2 1 Dormant Creeping Red Fescue 15 .4 Seeding ** Steep Banks and Cuts Irrigation needed during this period. To control erosion at times other than in the shaded areas, use mulch. 4. Tall Fescue Kentucky Bluegrass 15 25 .4 .6 5.8 -7.5 2 1 2 * Late summer seeding dates may be extended 5 days if mulch is applied. 5. Tall Fescue 35 .8 5.5 -8.3 2 1 ** Increase seeding application by 50 %. Emerald Crownvetch ** 10 .25 NOTE: MULCHING REQUIRED WHEN ACTUAL CONDTIONS HAMPER THE ESTABLISHMENT OF VEGATATIVE GROUND COVER. Lawns and High Maintenance Areas FIGURE 5-3 6. Kentucky Bluegrass 40 .9 5.8 -7.5 2 1 Creeping Red Fescue 40 .9 Temporary Seedings 7. Perennial Ryegross 170 4.0 5.0 -7.5 1 - - (Turf Type) Kind of Seed 1000 Sq. Ft. Acre Remarks 8. Tall Fescue 170 4.0 5.5 -8.3 2 1 2 - - Wheat or Rye 3.5 lbs. 2 bu. Cover seed 1" to * 1 - Preferred 2 - Will Tolerate ** Inoculate with specific Inoculant. - 1 1/2" deep - Spring Oats 2.3 lbs. 3 bu. Cover seed 1" deep Annual ryegrass - 1 lb. 40 lbs. Cover seed 1 /4 "deep* SILT FENCE 2 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. STORMWATER POLLUTION All silt fence shall be prefabricated by the supplier. No field assembly will be accepted. SHEET NO.: Fabric Weight ............................ ............................... 4 oz /syd GrabStrength ........................... ............................... 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 ant rence Mai( Fence Post Fence Post Should be Buried 1' Below Ground Surface Stakes 0 5' O.C. Ground Surface ..... .,..ice Material Should be Buried 6" Below Ground Surface. SILT FENCE DETAIL N TS * Not necessary where mulch is applied. 0`� ��� u► t u I u I I I I I I I i i iii N o. 10000075 ?O STATE OF .:clt:: DIMA . �! IONI //l1111111I I I ! I It1 \����� DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 2 6/5/07 0 c� - �V o STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: LU SHEET NO.: IL N 2E J0 a W 0 OC OC 0 IL u. am F 0 0 O LIJz w 0`� ��� u► t u I u I I I I I I I i i iii N o. 10000075 ?O STATE OF .:clt:: DIMA . �! IONI //l1111111I I I ! I It1 \����� DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: C� BET o STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \ 1238\ 062 \DWGS \PENTHOUSES \C803- 804.DWG SHEET NO.: Q rT, W Q C:) Q O O w Q w Q) d 04 CZ W w � x . r-i DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \ 1238\ 062 \DWGS \PENTHOUSES \C803- 804.DWG SHEET NO.: Q 1" PVC ANTI - SIPHON 6.50" PIPE ADAPTER 022.00" REMOVABLE WATERTIGHT ACCESS PORT, 6" OPENING 018.00" R9.00" _T 9.00" 27" 25.00" 16" I--- -- 20.00" 14.18" 24.00" FRONT SIDE R12.00" R10.00" PLAN DESIGNED TO FIT 48 " -60" DIAM. STRUCTURES RECOMMENDED SUMP DEPTH 2.5 TO 3X OUTLET PIPE I.D. 3" U.S. PATENT #6126817ADDITONAL PATENTS PENDING I 18.00" 20.00" 24.00" FRONT 13.3511 SIDE SIDE 24.00" - - - STRUCTURE WALL PLAN CONFIGURATION DETAIL 1" PVC ANTI - SIPHON ER BLEI POR 020.00" to FT PIPF fHnnr NI FRONT VIEW SIDE VIEW SNOUT OIL - WATER- DEBRIS SEPARATOR NOTES: 1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE AS MANUFACTURED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. LYME, CT 06371 (860) 434 -0277, (860) 434 -3195 FAX TOLL FREE: (800) 504 -8008 OR (888) 354 -7585 WEB SITE: www.bestmp.com OR PRE - APPROVED EQUAL 2. ALL HOODS SHALL BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE WITH ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0.125" LAMINATE THICKNESS. 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, AND AN ANTI - SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS PER MANUFACTURER'S RECOMMENDATION. 5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A DISTANCE EQUAL TO 1/2 THE OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. 6. THE ANTI-SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3" AND A MAXIMUM OF 24" ACCORDING TO STRUCTURE CONFIGURATION. 7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED SMOOTH AND FREE OF LOOSE MATERIAL. 8. THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH 318' STAINLESS STEEL BOLTS AND OIL - RESISTANT GASKET AS SUPPLIED BY MANUFACTURER. (SEE INSTALLATION DETAIL) 9. INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED INSTALLATION KIT. INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTI - SIPHON VENT PIPE AND ADAPTER C. OIL- RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS US Patent # 6126817 U.S. PATENT# 6126817 FOREIGN PATENTS PENDING TYPICAL INSTALLATION ... 4 ANTI- SIPHON DEVICE d 4 SNOUT ! OIL- DEBRIS 4• HOOD : OIL AND DEBRIS OUTLET '• ' PIPE d SEE .!• SOLIDS SETTLE ON �' 4 4 BOTTOM ,.• , *NOTE- SUMP DEPTH OF 36"= FOR < OR= 12" DIAM. OUTLET. FOR OUTLETS >OR= 15 ", DEPTH = 2.5-3X DIAM. INSTALLATION DETAIL DETAIL B FOAM GASKET WI _ PSA BACKINO�� (TRIM TO LENGTH) M IUNTI ANCHOR W/ BOLT FLANGE SEE DETAIL A) D INSTALLATION NOTE: POSITION HOOD SUCH THAT BOTTOM FLANGE IS A 1/2 D DISTANCE OF 1/2 OUTLET y PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MJNUMUM DISTANCE FOR COMPRESSED PIPES < 12" I.D. IS 6 ". BETWEEN HOOD v AND STRUCTURE DETAIL A (SEE DETAIL B) .♦ • DRILLED ANCHOR HOLE SHIELD STAINLESS BOLT EXPANSION CONE (NARROW END OUT) HOOD SPECIFICATION FOR CATCH BASINS AND WATER QUALITY STRUCTURES DESCRIPTION DATE SCALE OIL- DEBRIS HOOD 09/08/00 NONE SPECIFICATION AND INSTALLATION DRAWING NUMBER (TYPICAL) SP -SN CONFIGURATION DETAIL V PVC ANTI - SIPHON ER BLEI POR' FT PIPF !I-IIf pmi FRONT VIEW SIDE VIEW SNOUT OIL - WATER- DEBRIS SEPARATOR INSPECTION REQUIREMENTS: 1. MANUFACTURER: ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE PROVIDED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. LYME, CT 06371 TOLL FREE: (800) 504 -8008 OR (877) 434 -3197 WEB SITE: www.bmpinc.com 2. CONFIGURATION: ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, AND AN ANTI - SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) 3. PIPE COVERAGE: THE SIZE OF THE HOOD SHALL PERMIT THE O.D. OF THE OUTLET PIPE TO BE COVERED COMPLETELY. 4. HOOD POSITION: THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A MINIMUM DISTANCE EQUAL TO 1/2 THE OUTLET PIPE I.D. WITH A MINIMUM DISTANCE OF 6" FOR PIPES <12" I.D. GREATER INSERTION DEPTH IS PERMISSIBLE. 5. ANTI - SIPHON VENT: VENT WITH ELBOW AND FEMALE ADAPTER SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3" AND A MAXIMUM OF 24" ACCORDING TO STRUCTURE CONFIGURATION. 6. MOUNTING SURFACE PREPARATION: THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED SMOOTH AND FREE OF LOOSE MATERIAL. 7. SNOUT / SRUCTURE INTERFACE: THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH 3/8' STAINLESS STEEL BOLTS. OIL- RESISTANT GASKET AS SUPPLIED BY MANUFACTURER MUST BE INSTALLED TO PROVIDE PROPER SEAL. (SEE DETAIL "B ") 8. ACCESSORIES: IF OIL BOOMS OR FLOW DEFLECTORS ARE SPECIFIED, THEY MUST BE INSTALLED AND PRESENT FOR INSPECTION. 9. INSTALLATION INSTRUCTIONS: INSTRUCTIONS SHALL BE FURNISHED UPON REQUEST OF INSPECTOR WITH MANUFACTURER SUPPLIED INSTALLATION KIT. INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTI - SIPHON VENT PIPE, FEMALE ADAPTER WITH NUT, O -RING GASKETS C. OIL - RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING D. 3/8" STAINLESS STEEL BOLTS E. ANCHOR SHIELDS (SEE BELOW FOR MULTI -PART SNOUTS 36F, 48F, 54R, 96F AND SPLIT SNOUTS ONLY) F. STAINLESS NUTS AND BOLTS PLUS GASKET TO SECURE TOP AND BOTTOM OF SNOUT. US Patent # 6126817 CANADIAN Patent # 2285146 TYPICAL INSTALLATION 4 ANTI- SIPHON DEVICE d SNOUT ! OIL - DEBRIS 4• HOOD ' d : OUTLET PIPE • GASKET MUST BE 4 SEE NOTE" VISIBLE BETWEEN SNOUTAND STRUCTURE WALL 4 ,. i .4' 'NOTE- SUMP DEPTH TO BE MIN. OF 2.5 TIMES THE OUTLET PIPE I.D. (E.G. 24" PIPE= 5' SUMP) 3' MIN FOR PIPES 12" I.D. OR LESS INSTALLATION DETAIL BOLTS TO BE POSITIONED UNIFORMLY AROUND PERIMETER OF SNOUT TO ENSURE OPTIMAL COMPRESSION OF GASKET DETAIL B FOAM GASKET W/ PSA BACKING (TRIM TO LENGTH) ' MOUNTING FLANGE D INSTALLATION NOTE: POSITION HOOD SUCH THAT T BOTTOM FLANGE IS A 1/2 D DISTANCE OF 1/2 OUTLET y PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR COMPRESSED PIPES < 12" I.D. IS 6 ". BETWEEN HOOD AND STRUCTURE DETAIL A (SEE DETAIL B) DRILLED ANCHOR HOLE SHIELD STAINLESS BOLT EXPANSION CONE (NARROW END OUT) INSTALLATION REQUIREMENTS FOR SNOUT HOODS INSTALLED IN STORMWATER QUALITY IMPROVEMENT STRUCTURES DESCRIPTION DATE SCALE OIL- DEBRIS HOOD 04/13/05 NONE INSTALLATION REQUIREMENTS DRAWING NUMBER (TYPICAL) I N RQ -S N DESIGN PARAMETER GUIDELINES FOR WATER QUALITY IMPROVEMENT d• z 6/5/07 1238.064 ,o c� - 2E � o� VARIES v PREVENTION DETAILS & NOTES DRAWING FILES: O SHEET NO.: t S 2E J0 (V1 1 DS 36.00" MIN. �v y .: 0X WS Z a LL y ate• ANTI - SIPHON VENT STACK SIZED ACCORDING TO TOP OF STRUCTURE OR GRATE. 3" MIN. HEIGHT. ___ Dp OUTLET PIPE DIAMETER (I.D.) "SNOUT" OIL /DEBRIS STOP BY BMP, INC. INSTALLED PER MFG. SPECIFICATION BOTTOM OF HOOD 1/2 PIPE I.D. BELOW INVERT OF PIPE (6" MIN.) WIDTH OF STRUCTURE RULE # 1- AT AN ABSOLUTE MINIMUM, STRUCTURE INTERNAL DIMENSIONS MUST BE AT LEAST LARGE ENOUGH TO ACCOMODATE EXTERNAL DIMENSIONS OF THE SNOUT, AND ALLOW FOR A PERSON TO INSTALL IT. REFER TO BMP, INC. CAD DETAILS FOR PART DIMENSIONS. RULE #2- USE ONLY "F" SERIES SNOUTS FOR RECTANGULAR OR SQUARE STRUCTURES, AVAILABLE IN 12 ", 18 ", 24 ", 30',48",72" AND 96" SIZES. USE ONLY "R" SERIES SNOUTS FOR ROUND STRUCTURES, AVAILABLE IN 12 ", 18 ", 24 ", 30 ", AND 54" SIZES. *SUMP DEPTH (Ds)- SUMP DEPTH SHOULD BE A MINIMUM OF 36" FOR ANY NEW CONSTRUCTION FOR PIPES 12" AND LESS. FOR 15 " -18" PIPE MIN. DEPTH SHOULD BE 48 ". OPTIMAL SIZING IS AT LEAST 2.5X TO 3X OUTLET PIPE DIAMETER (Dp) FOR MAXIMUM POLLUTANT REMOVAL EFFICIENCY AND MINIMAL CLEANOUT FREQUENCY. STRUCTURE DIMENSIONS- PLAN DIMENSIONS FOR A STRUCTURE SHOULD BE UP TO 7X AREA OF OUTLET PIPE FOR MAXIMUM POLLUTANT REMOVAL EFFICIENCY AND MINIMAL CLEANOUT FREQUENCY. (SEE "MAINTENANCE CONSIDERATIONS" DOCUMENT FOR MORE INFORMATION) IMPORTANT NOTICE: DO NOT CONFUSE PIPE O.D WITH PIPE I.D. A SNOUT FITS OVER A PIPE, NOT IN IT. THUS, SNOUT MUST BE SIZED TO FIT OVER PIPE OPENING IN STRUCTURE. SNOUTS ARE AVAILABLE FOR ROUND STRUCTURES TO ACCOMODATE PIPES OF 54" O.D. MAX. FOR PIPES 54" O.D. AND ABOVE, USE SQUARE OR RECTANGULAR STRUCTURES. SIZING EXAMPLES: OUTLET HOLE SIZE SNOUT SIZE 11.9" O.D. OR LESS 12 F or R (R FITS 36 " -48" DIAM STRUCTURE) 12.0 " - 17.9" O.D. 18 F or R (R FITS 48 " -60" DIAM STRUCTURE) 18.0 " - 23.9" O.D. 24 F or R (R FITS 48 " -60" DIAM STRUCTURE) BMP, INC. 24.0 "-29.9" O.D. 30 F or R (R FITS 60 " -72" DIAM STRUCTURE) 30.0" -35.9" O.D. 36F 53 MT. ARCHER ROAD, LYME, CT. 0637 30.0" -47.9" O.D. 48 F (800) 504 -8008 FAX: (860)434 -3195 30.0" -53.9" O.D. 54R/72 (FITS 72" DIAM STRUCTURE ONLY) DESCRIPTION DATE SCAT 48.0" -71.9" O.D. 72F 109/09/051 NOI' 72" -95.9" O.D. 96 F SNOUT SIZING ^^ ^f^ RATE 4 ANTI- SIPHON DEVICE d •'d d v ° "SNOUT" OIL & DEBRIS STOP d d • 4 v • OIL & FLOATABLE DEBRIS d N SURFACE CANNOT EXIT PIPE ° OUTFLOW - INFLOW vd d d A p ° d v d ° d 4. SUSPENDED SOLIDS SETTLE ON BOTTOM d d' SNOUT U.S.PATENT #6126817 ADDITIONAL PATENTS PENDING BMP, INC. 53 MT. ARCHER ROAD, LYME, CT. 06371 (800) 504 -8008 FAX.' (860)434 -3195 DESCRIPTION DATE SCALE SNOUT INLINE 09/17/99 NONE INSTALLATION DRAWING NUMBER SC-IN T. No. 10000075 STATE OF DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering z 6/5/07 1238.064 ,o c� - 2E � o� STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: LU SHEET NO.: C00(05 2E J0 (V1 w 0X W0 Z a LL 0 z 0 C0 L1J T. No. 10000075 STATE OF DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: v V ^ O STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C805.DWG SHEET NO.: C00(05 (V1 w rn V L Z C:> � Z QI �i CI w W �q n 04 DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: STORMWATER POLLUTION PREVENTION DETAILS & NOTES DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C805.DWG SHEET NO.: C00(05 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. A;I unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractor's responsibility. 3. Provide and place any additional fill materia! from off the site as may be necessary to produce the grades required. Fill obtained from off site shall be of kind and quality as specified for fills herein and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B_ Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other reference points; if disturbed or destroyed, contractor shall contact engineer. 3. REMOVAL OF TREES A: Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be buried onsite or removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The location of on site bury pits shall be designated by the owner or the Engineer. 4. PROTECTION OF TREES General Protection: The Contractor shall be responsible for the protection of the tops, branches, trunks, and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be protected by being boxed, fenced or otherwise protected before work is started; do not stockpile with in drip line or branch spread to protect the root area from soil compaction. Remove interfering branches or roots without injury to the trunk by removing with a sharp cutting instrument per ANSI Z133.1 -2000 standards. The fencing or marked tree protection is to remain in place until the construction is completed. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, ect. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company and the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilties and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.04 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All building pad areas (engineered fill areas) shall be compacted to standards specified by local and /or state building codes. All fill areas (pad or engineered) shall be compacted to at least 95 percent of the maximum dry density (ASTM D- 1557). fill should exhibit a maximum dry density of at least 105 pcf, and have a liquid limit less than 50 and plasticity index of less than 25. sandy fill must have less than 15% fines passing a #200 sieve. 2. For compaction requirements of paved areas, see street specifications. 8. Earth Work Balance The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or importing of earth. Minor adjustments to the grades may be required to earthwork balances when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the Engineer in determining earthwork quantities shall be ac- complished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, also the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may cause either an excess or shortage of actual earthwork materials to shortage of materials occurs, the contractor shall contact the engineer to determine if adjustment can be made to correct the imbalance of earth. complete the project. If such an actual minor excess or TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED 3/11/2007 1 Standard specifications of Clay Township Regional Waste District (the District) and Department of Transportation ( INDOT) shall apply for all work and materials. Sanitary sewer pipe shall be installed in accordance with Section 715 of the current INDOT standard specifications handbook. 2 Sanitary sewer gravity pipe, unless pressure rated pipe required per IAC or directional drilled pipe, shall be Polyvinyl Chloride (PVC) in accordance with ASTM D3034 -89 with a minimum wall thickness designation of SDR 35 and installed per ASTM D2321 -89 specification. PVC pipe used shall be grooved bell, spigot end, and gasketed. The pipe shall be made of PVC plastic having a cell classification of 12454B. 3 PVC sanitary sewer gravity fittings shall also conform to the requirements of the ASTM D3034 -89 specification. All fittings shall be molded in one piece with standard pipe bells, gasketed elastomeric joints, and spigot ends. Single piece molded PVC with standard pipe bells, gaskets, and spigot ends for back -to -back tee wyes are acceptable. Wall thickness of all fittings shall have a minimum designation of SDR 26. Gaskets for elastomeric joints shall be molded with a minimum cross - sectional area of 0.20 square inches and conform to ASTM F477 specification. 4 All sanitary manholes shall be precast concrete manholes in accordance with ASTM C478 and Section 720 of the current INDOT standard specifications handbook. 0 -rings shall conform to C443. Double row of Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -02, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers' recommendations and performance specifications which have been provided by the manufacturer and accepted by the District Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set in place: 1 Connect the vacuum pump to the outlet port with the valve open. 2 Draw a vacuum of ten (10) inches of Hg. (5 psi) and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a: Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made. The vacuum test and repairs must be repeated until the manhole passes the test. E. if manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating with plastic wrap shall be applied around each manhole joint from 3inches above to 3- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precoot plug material. Entire exterior surface of sanitary sewer manholes shall be sprayed with a bituminous coating and all exterior gap exposure of riser rings shall be back plastered or grouted with nonshrink grout. 6. The manhole chimneys, including all riser rings shall be sealed using flex rib internal chimney seal manufactured by Cretex, NPC, or a District approved equal. The flex rib internal chimney seal shall extend from a minimum of 3- inches below the top of the cone section to 3- inches over the manhole casting frame or per manufacturers installation procedures if directed otherwise. Internal Chimney Seal shall be installed after manhole vacuum testing and prior to final acceptance. Water test may be done, per manufacturer or Districts recommendation, to provide assurance that internal chimney seal is water tight. 7. The casting elevations are set by plan, however, the castings are to be adjusted in the field by the District's representative should a discrepancy occur between plan grade and existing grade. New manhole ring(s) and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12 -inch on existing structure adjustment and 10 -inch maximum on new construction. 8. Final Backfill for sanitary sewer mains and laterals shall conform to the City of Carmel requirements which read: Final backfill for sanitary sewer mains and sanitary sewer service laterals under and within 5 -feet of pavement shall be B- Borrow for Structure Backfill meeting the material requirements of the INDOT and shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate subbase of the pavement shall be No. 53 Stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. If the standard practice of the utility that has jurisdiction over the installation has a more stringent final backfill requirement, the more stringent requirement shall govern. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. Initial asbuilts shall be presented to the inspecting engineer prior to final submittal to the District for review, otherwise Contractor shall be required to furnish the developer's Engineer with a set of prints showing actual sewer locations and inverts including lateral location, depth, and length. Such asbuilt prints must be received by the Engineer before the final contract payment can be authorized. Asbuilts shall be submitted per the Districts current standard which can be found at www.ctrwd.org. 11. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a detectable metal post set immediately above the said termination point if full connection is not immediately made. 12. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM F1417 -92, and shall be witnessed by a District employee or the Districts representative. The testing shall be in accordance with Table 1 as follows with 0.5 psi being added for each foot of water above the sewer line being tested. Sewer lines shall be subject to visual leak inspection at downstream manholes with all visual leaks being repaired and subject to televising requests by the District. 13. Prior to final deflection test (mandrel test) all mainlines shall be cleaned and free of any debris. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed with a nine -point mandrel. Proving rings shall be available at time of test otherwise no testing will be allowed. All mandrel testing shall be witnessed by a District employee or the Districts representative. 14. The ends of all laterals are to be plugged water tight with a gasketed cap capable of withstanding a low pressure air test without leakage. Laterals shall be subject to visual leak inspection at downstream manholes with all visual leaks being repaired 15. Bedding for flexible pipe and rigid pipe shall be No. 8 crushed stone from 6- inches below to 12- inches above the pipe. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water line, utility, and legal drain crossings and separations shall be in accordance with the more stringent of the two: 327 IAC 3 -6 -9 or the Districts standard drawings. 17. The trench shall be opened sufficiently ahead of pipe layin to reveal obstruction, and shall be properly protected and%or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw type mechanical, braced plug until such time as all tests on the sewers and all punch list items are complete. 19. All sewer laterals installed shall be bedded the same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R -1772 or East Jordan 1022Z1GS) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be min. 20- 13/16 inches. Watertight castings shall be bolt -down East Jordan 1022Z1PT and also stamped SANITARY SEWER. 22. The minimum slope of the sewer shall be: Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be installed with a minimum 14 gauge tracer wire from the wye to the terminus. Upon lateral completion the contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items, including excavating and backfilling, necessary to complete the work shown on the drawings. 2. MATERIALS A. Storm Sewers 1. Reinforced concrete sewer pipe shall confirm to ASTM C -76 latest revision, with joints conforming to ASTM C -443 latest revision. When storm pipe is submerged B. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion or other defects. They shall be smooth and well cleaned by shot - blasting or by some other approved method. They shall be coated with asphalt paint which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints - Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. When manhole and storm pipe are continuously in water. C. SUBDRAINS 1. Subsurface drains shall be double wall Hi -Q or equivalent. 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. B. Local Standards - the term "Local Standards" as used herein means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship - To conform to all local, state and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficient ahead of pipelaying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational Safety and Health Administration Standards. Keep trenches free from water while construction is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to the stormwater treatment system. If a stormwater treatment system is not in place install an approved filter at end of the discharge pipe. 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 - See City of Carmel TRENCH DETAIL FOR CITY STORM SEWER - Standard Drawing 10 -28 Figure 501 -1: Bedding and Backfill Standards for Storm Sewers. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi - circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains - All subdrains shall be of the size shown on the plans and shall be constructed to the grades shown. All drains constructed off -site as part of the outlet drain will be located as shown. J. Utilities - It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors or omissions found on these plans or in the field before work is started or resumed. K. Contractor to grout joints inside storm structures where pipes enter or exit and between structure and casting. STREETS - PAVEMENT WITHIN RIGHT -OF -WAY 1. All streets shall conform to City of Carmel specifications. See Sheet C902. CURB AND GUTTER 1. All curb and gutter shall conform to City of Carmel specifications. See Sheet C902. ASPHALT PEDESTRIAN PATHS 1. All asphalt pedestrian paths shall conform to City of Carmel specifications. See Sheet C902. CONCRETE WALKS AND EXTERIOR STEPS 1. Slopes - Provide 1/4 inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings. 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion joints. 4. MATERIALS A. Concrete - Concrete shall be ready -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches. the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches. Standard test ASTM C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C -150, Type IA or Type IIIA. 2. Aggregates: Conforming to ASTM C -33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalies, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except that premoulded joint filler used in concrete walk construction may be either non - extruding or resilient. D. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated, thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1 -1 /2" 100 1. 80 -100 3/4" 70 -90 1/2- 55 -80 #4 35 -60 #8 25 -50 #30 12 -30 #200 5 -10 5. Placing Concrete A. Subgrade - Place concrete only on a moist, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade. B. Forms - All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed. Forms shall be clean and smooth immediately before concreting. C. Placing Concrete - Concrete shall be deposited so as to require as little rehandling as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F. or less, paragraph 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. 6. 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. 7. Compacted Aggregate Subbase - the thickness shown on the drawings is the minimum thickness of the fully compacted subbase. Compact to 90% compaction using Standard Testing Procedures. The aggregate material shall be tamped with mechanical tampers or with approved hand tampers. LAKE LINER SPECIFICATION It may be necessary to construct a liner to seal the more permeable sandy clays and sand seams which may be present at a shallow depth within the side slope or bottom of the excavation. The contractor shall perform soils analysis tests in the lake area(s) to determine if the lake(s) will require a liner. In the event that construction of a liner becomes necessary, Lake Liner specifications have been included below. Acceptable liners are as follows: I. Natural Clay Liner A. Laboratory testing shall be performed on the designated liner material to determine the optimum liner compaction criteria. Subsequent to determining this compaction criteria, permeability testing shall be performed on remolded samples, compacted to this standard. Laboratory testing shall be performed at least one (1) month prior to initiating lining activities. B. The contractor shall identify and retain the engineer- approved liner material for use on sealing the side slopes and bottom of the lake. The optimum natural liner material shall not be used for other portions of site work prior to verification that adequate resources are available and have been stockpiled. It is important that the stockpiled soils be stored in as small an area as possible to retain natural moisture. The contractor should anticipate that additional soil work may be required to bring the liner material to required uniform moisture level. C. A representative of the testing engineer shall be present for inspection of the base and side slopes of the lake prior to and during compaction of the liner materials. D. The clay lining material, approved by the testing engineer, shall be compacted to a minimum of 12 inches thick on the upper two thirds of the side slopes and 18 inches on the lower one third. A compacted minimum of 18 to 24 inches approved lining material shall be placed across the base of the lake. E. The clay liner material shall be regularly sampled and tested for conformance to the moisture and Atterberg limits established for the approved liner material(s). Field density and moisture testing shall also be performed frequently during construction to establish a correlation between density and field permeability. It is imperative that moisture levels be maintained over optimum as determined in laboratory testing. Only by maintaining this condition will it be possible to approach the zero voids condition and maximize natural liner capabilities. Off -site sources for clay liner material may be used with approval by the Owner's representative and on -site testing engineer. F. Compaction of the natural liner shall be performed by equipment operating up and down the slope. Engineered natural clay liners shall not be compacted by equipment operating around the slopes on or near the some elevation. It is important that hydration of the clay liners takes place after installation is complete. This is typically accomplished by natural rainfall or by application of fresh water at the rate of one quarter gallon per square foot for at least 72 hours. This recommended rate of hydration will help prevent shrinkage and cracking of the clay liner and maintain its integrity. Il. Bentonite A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer. III. Synthetic Liner A. Materials and installation method to be reviewed by the testing engineer and approved by the Engineer. TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED 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 LZ.. 2E SHEET TITLE: 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:46 597 0.380 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 6 5:40 398 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 9:26 239 2.374 L 9:26 9:26 9:26 9:53 11:52 13:51 15:49 17:48 12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:56 22:47 25:38 15 14:10 159 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 18 17:00 133 7.692 L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41 21 19:50 114 10.470 L 19:50 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 99 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 28:20 80 21.366 L 35:37 53:25 71:13 89:02 106:50 124:38 142:26 160:15 33 31:10 72 25.852 L 43:05 64:38 86:10 107:43 129:16 150:43 172:21 193:53 36 34, 00 66 30.768 L 51:17 76:55 102:34 128:12 153:50 179:29 205:07 230:46 `� \ `�pON T. G \STE No. 10000075 S;K?0_ STATE OF DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering 7 6/5/07 O � LZ.. 2E SHEET TITLE: SPECIFICATIONS DRAWING FILES: CC LU a ^ mi o �V O OC wo o IL LL. aIm O vi z 0 V) w `� \ `�pON T. G \STE No. 10000075 S;K?0_ STATE OF DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: LZ.. BET SHEET TITLE: SPECIFICATIONS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C901.DWG SHEET NO.: ^ Z CQ Z � nn 11 J CI W w DATE: PROJECT NO.: 6/5/07 1238.064 DRAWN BY: CHECKED BY: BET SHEET TITLE: SPECIFICATIONS DRAWING FILES: N: \ 1238 \062 \DWGS \PENTHOUSES \C901.DWG SHEET NO.: City of Carmel Right of Way Paving Policy November 2, 2005 1) General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, spreading, finishing, compaction and her work necessary to prepare foundations, install aggregate bases and install one or more courses of base, intermediate, or surface hot mix asphalt mixtures within existing or proposed right -of -way for roadways, auxiliary lanes and asphalt multi -use paths. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non - acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on. the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G) All work shall comply with the requirements of Section 105.03 of the Standard Specifications. H) For the purposes of this policy, where the term Engineer is used in this policy and the Standard Specifications, it shall mean: i) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmel, or authorized agent(s) that may be retained to represent the City of Carmel. ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. 1) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre- construction meeting to review the Engineer's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the Engineer as to relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. 2) Foundation A) General i) This work shall consist of the construction /preparation of the foundation in accordance with Section 105.03 of the Standard Specifications. B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations 1. After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. 2. Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications iii) Embankments 1. Embankments shall be constructed in accordance with Section 203 of the Standard Specifications 2. All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. 3. Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. 4.Prior to the construction of any embankment the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. 5. Embankments shall be shaped to be well drained and shall be protect to prevent erosion. 6.Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. City of Carmel Right of Way Paving Policy November 2, 2005 (continued) C) Soil Subgrades i) Subgrades shall be prepared only after the installation of all utilities and subsurface drains indication on the approved construction documents to be located under the pavement are completed. Trench backfilling work of these installations shall be accordance with the City of Carmel Trench Backfilling Specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections, 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or hot mix asphalt paving operation are constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any aggregate base or hot mix asphalt paving operations commence. v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period of 14 calendar days prior to placing stone or is subject to a measurable rain event prior to placing stone, shall be subject to additional proof rolls prior to placement of Aggregate Base. D. Existing Pavement i) Milling of existing pavement surfaces shall be in accordance with Section 306.02, 306.03, 306.05, 306.07 and 306.08 of the Standard Specifications. ii) Localized weak areas of the existing pavement section uncovered during the milling process shall be repaired in accordance with Section 304.02, 304.03, 304.05 or 305 of the Standard Specifications iii) Prior to opening milled areas to traffic, the milled areas shall be cleaned of all material, debris and dust resulting from the operation. iv) Milled areas that remain open to traffic longer than those times stipulated in Section 306.05 of the Standard Specifications shall be subject to liquidated damages outlined in Section 306.05 of the Standard Specifications. The Contractor shall be responsible for payment of these liquidated damages. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted aggregate on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to and on the work site in a manner that minimized segregation of moisture loss. v) Aggregate Bases shall be constructed on prepared foundations and to thicknesses equal or greater than those indicated on the approved construction documents. B) Temperature and Seasonal Limitations. i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed. iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared foundation shall be free from objectionable or foreign materials at the time of placement. ii) The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. D) Spreading and Finishing i) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard Specifications. ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the Standard Specifications. iii) Subsequent paving courses shall be placed over the Aggregate Base within 14 calendar days. Aggregate Bases that lay exposed for a period of time greater than 14 calendar days or experience a measurable rain event prior to the placement of subsequent paving courses shall be subject to inspection and acceptance by the Engineer. At the discretion of the Engineer, additional proof rolls may be required. 4) Asphalt Pavement A) General i) This work shall consist of placing one or more courses of base, intermediate, or surface hot mix asphalt (HMA) mixtures on a prepared foundation in accordance with Section 105.03 of the Standard Specifications. ii) HMA base, intermediate, or surface mixtures shall be constructed on prepared foundations and to thickness equal or greater than those indicated on the approved construction documents. iii) Materials used in the production of the HMA mixtures shall be in accordance with Section 401.03 of the Standard Specifications. City of Carmel Right of Way Paving Policy November 2. 2005 (continued) iv) Equipment for HMA operations, peci ica ions. including but not limited to production, Dimensional and other standards for concrete hauling /transportotion, laydown, ZV compaction and miscellaneous /ancillary accordance with Section 301.06 of the Standard activity shall be in accordance with Standard Details. Section 409 of the Standard Specifications. v) Installation of the full pavement section Under no circumstances shall material other than indicated on the approved construction mi0 documents for the entire area to be lay exposed for a period of time greater than 14 paved must be completed in the same established by this policy be utilized to construct paving season. vi) Widening operations shall comply with prior to the placement of concrete curb shall be the following: of Carmel. 1. The outside face of the excavated a 44 area shall be left as nearly vertical as At the discretion of the Engineer, additional proof the nature of the material will permit Under no circumstances shall extruded type curb and not wider than the outside limits cr) w a' of the widening section Concrete Curb 2. The existing pavement adjacent to Carmel. the widening area shall be sawcut to 2) Foundation a clean edge. A) General 3. The subgrade in the widened area "�7- shall be compacted in accordance with A) this policy. curbing on prepared soil subgrades or Aggregate 4. Widening mixtures shall comply i) This work shall consist of the with the pavement section indicated on the approved construction Standard Specifications. documents. accordance with Section 105.03 of the Standard 5. Compaction of the widening shall r--I be in accordance with Section 304.05 standards of the applicable City of Carmel Standard of the Standard Specifications. B) Preparation i) The Aggregate Base shall be subject to with Section 605.03(a) of the Standard Specifications additional proof rolls in accordance with Section 203.26 of the Standard iii) Materials used in the production of the concrete Specifications just prior to placing the HMA courses in accordance with Section 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any paving operations commence. ii) All displacement or rutting of the Aggregate Base shall be repaired prior to placing HMA mixtures. iii) Milled asphalt surfaces shall be tacked in accordance with Section 406 of the Standard Specifications. iv) Asphalt surfaces between courses shall be tacked in accordance with Section 406 of the Standard Specifications. v) Contact surfaces of curbing, gutters, manholes and other structures shall be tacked in accordance with Section 406 of the Standard Specifications. vi) Surfaces on which a mixture is placed shall be free from objectionable or foreign materials at the time of placement vii) Tact Coat material shall be distributed with equipment meeting the requirements of Section 409.03(a) of the Standard Specifications. C) Weather and Seasonal Limitations i) HMA courses shall be placed when the ambient temperature and the temperature of the surface on which it is to be placed is 457 (7'C) or above. The Engineer shall determine the ambient temperature. There shall be no provision for low temperature compaction allowed bye Section 402.16 of the Standard Specifications. ii) No mixture shall be placed on a frozen subgrade. iii) Under no circumstances shall HMA mixtures be placed between December 15 and March 30. iv) If a foundation that is to receive one or more courses of base, intermediate, or surface HMA mixtures is placed and determined to be an approved foundation by the City prior to November 30, placement of HMA courses will be allowed up to December 15, provided that the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and foundation surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, HMA course shall be allowed to be placed on an approved foundation provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all paving operations if, in the opinion of the Engineer that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard HMA placement, spreading and finishing. D) Spreading and Finishing i) HMA courses shall be placed upon an approved foundation or other HMA course by means of laydown equipment in accordance with Section 409.03 (c) of the Standard Specification. ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted. Corrective action shall be taken to prevent continuation of these conditions. Segregated or flushed or bleeding HMA mixtures shall be removed if directed. iii) All areas showing an excess or deficiency of binder shall be removed and replaced. iv) All HMA mixtures that become loose and broken, mixed with dirt, or is in any way defective shall be removed and replaced. City of Carmel Right of Way Paving Policy November 2, 2005 (continued) E) Joints i) Joints shall conform to the requirements of Section 401.15 of the Standard Specifications. F Compaction action P i The HMA M A mix r shall mixture s a be compacted with equipment in accordance with Section 409.03 (d) of the Standard Specifications immediately after the mixture has been spread and finished. ii) Rollers shall not cause undue displacement, cracking or shoving. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non - compliant or as directed by the Engineer. E) Where the Engineer determines that it is necessary to confirm compliance with standards of quality or thickness, pavements shall be cored and tested at the expense of the Contractor. The average thickness of all courses must equal or exceed the minimum prescribed by the approved construction documents, and no single core shall show a deficiency greater than one half inch (1/2") in any course or total thickness from the pavement section indicated on the approved construction documents. F) Such inspections shall not be construed to relieve the developers' engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction or for the means and methods of construction, nor for safety on the job site. G) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to final acceptance of the work, shall be removed immediately and replaced in an acceptable manner at the Contractor's expense. H) If the Contractor fails to comply forthwith with any order made under the provisions of the subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; to cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. 1) Work done contrary to instructions proved by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of any phase of construction, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. B) The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding requirement. City of Carmel Concrete Curb Policy January 13, 2006 1) General A) The work subject to the requirements of this policy shall include the production, hauling /delivery, excavation for, placing, installation, jointing, curing, finishing, and other work necessary to prepare foundations and soil subgrades, install aggregate bases and install concrete curbing within property within the corporate limits of the City of Carmel and existing or proposed right -of -way. B) This policy shall be the basis for acceptance of the work by the City. Failure to adhere to the requirements of this policy may result in non - acceptance of the work or other remedies outlined in this policy. C) Workmanship, materials and quality of the work completed shall conform to the 2006 Standard Specifications of the Indiana Department of Transportation (hereinafter referred to as Standard Specifications), except where deviations are allowed or specified herein, or variances are granted. D) Where the minimum standards of any other governmental agency having concurrent jurisdiction exceed these standards, the higher standards shall apply. E) If any plan or other note or specification on the approved construction documents exceeds the minimum standards of this policy, the higher standards shall apply. F) Nothing contained herein shall be construed as prohibiting the design and construction of improvements meeting higher standards, nor as discouraging petitions to appropriate governing bodies for variances for alternatives which can be supported by advances in technology and are approved by other agencies with concurrent jurisdiction. G) All work shall comply with the requirements of Section 105.03 of the Standard Specifications. H) For the purposes of this policy, where the term Engineer is used in this policy and the Standard Specifications, it shall mean: i) The Carmel City Engineer, staff of the Department of Engineering, other personnel employed by the City of Carmel, or authorized agent(s) that may be retained to represent the City of Carmel. ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway Department, other personnel employed by Hamilton County, or authorized agent(s) that may be retained to represent Hamilton County Highway, depending on the location of the work. 1) Authority of the Engineer over the work shall be per Section 105.01 of the Standard Specifications. J) Prior to commencing the work, the Contractor performing the work shall contact the Engineer to schedule a pre- construction meeting to review the Engineer's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the Engineer as it relates to the work. K) Under no circumstances shall work subject to the standards established by this policy commence without obtaining approved construction drawings by the City of Carmel Department of Engineering. L) At the sole discretion of the Engineer, the portions of this policy r6ated 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. City of Carmel Concrete Curb Policy January 13, 2006 (continued) C) Soil Subgrades i) Subgrades shall be installed on foundations constructed in accordance with Section 2(A) and Section 2(B) of this policy and only after the installation of all utilities and subsurface drains indicated on the approved construction documents to be located under the pavement are completed. Trench backfilling work of these installations shall be in accordance with the City of Carmel Trench Backfilling specifications. ii) The subgrade shall be shaped to the required grade and sections, free from all ruts, corrugations, or other irregularities. iii) The subgrade shall be uniformly prepared, compacted and approved in accordance with Sections 207.02, 207.03 and 207.04 of the Standard Specifications. iv) Subgrades shall be inspected and approved by the Engineer before any aggregate base or concrete curbs r u bs a e constructed. A proofroll shall be conducted in accordance with Section 203.26 of the Standard Specifications. Unacceptable areas shall be corrected to the satisfaction of the Engineer before the placement of any Aggregate Base or concrete curbing. v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a proofroll, but remains uncovered for a period of 14 calendar days prior to placing Aggregate Base or concrete curbing or is subject to a measurable rain event prior to placing Aggregate Base or concrete curbing, shall be subject to additional proof rods prior to placement of the Aggregate Base or concrete curbing. 3) Aggregate Bases A) General i) This work shall consist of placing a compacted Aggregate Base on a prepared soil subgrade in accordance with Section 105.03 of the Standard Specifications. ii) Aggregate Base materials shall be in accordance with Section 301.02 of the Standard Specifications. iii) The Aggregate Base material shall be obtained from a Certified Aggregate Producer in accordance with Section 917 of the Standard Specifications. iv) The Aggregate Base material shall be handled and transported to, and on, the work site in a manner that minimizes segregation and moisture loss. v) Aggregate Bases shall be constructed on approved soil subgrades and to thicknesses equal or greater than those indicated on the approved construction documents. B) Temperature and Seasonal Limitations i) The Aggregate Base shall be placed in accordance with the temperature limitations of Section 301.04 of the Standard Specifications. ii) Frozen material shall not be placed. iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in order to allow paving in accordance with Section 4C(iv) of this policy. C) Preparation i) The prepared soil subgrade shall be free from objectionable or foreign materials at the time of placement. ii) The subgrade shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the Aggregate Base on the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before any Aggregate Base is placed. D) Spreading and Finishing I) The Aggregate Base shall be spread in accordance with Section 301.05 of the Standard S 'f' t' B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations (1) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. (2) Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. iii) Embankments (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. 605.02 of the Standard Specifications. High early strength admixtures may be utilized but shall not be considered in waiving any requirements of this policy. iv) Equipment utilized for concrete curbing installation work, including but not limited to production, hauling /delivery, placing, installation, jointing, curing, finishing and miscellaneous /ancillary activity shall be in accordance with Section 508 of the Standard Specifications. v) Concrete production, mixing and hauling /delivery shall be in accordance with Section 502.10 of the Standard Specifications. vi) Installation of the concrete curbing indicated on the approved construction documents shall be completed in the same paving season. B) Preparation i) The soil subgrade or Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 2C(v) and 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before placement of any concrete curbing. ii) All displacement or rutting of the soil subgrade or Aggregate Base shall be repaired prior to placing concrete curbing. City of Carmel Concrete Curb Policy January 13, 2006 (continued) C) Weather and Seasonal Limitations i) Concrete curbing shall only be placed in accordance with Section 502.11 of the Standard Specifications. There shall be no provision for installation below the temperatures specified. ii) No mixture shall be placed on a frozen subgrade or Aggregate Base. iii) Under no circumstances shall concrete curb be placed between December 15 and March 30. iv) If a soil subgrade or Aggregate Base over which concrete curb is to placed, is placed and approved by the City prior to November 30, placement of the concrete curb will be allowed up to December 15, provided that the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, concrete curb shall be allowed to be placed on an approved soil subgrade or Aggregate Base provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all concrete curb placement operations if, in the opinion of the Engineer, that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard concrete curb placement, curing and finishing. D) Placement i) Concrete curb shall be placed in accordance with Section 502.09, 502.12 and 605.04(c) and 605.04(d) of the Standard Specifications. ii) Curb machines may be utilized in accordance with Section 605.04(h) of the Standard Specifications provided that the equipment conforms to the requirements of Section 508 of the Standard Specifications. iii) Formwork shall comply with the requirements of Section 605.04(b) of the Standard Specifications. iv) Forms shall be removed in accordance with Section 502.16 and 605.04(b) of the Standard Specifications. E) Joints i) Joints shall conform to the requirements of Section 503 and 605.04(e) of the Standard Specifications. ii) Joints shall be installed at intervals of 10 -feet or less; 5 -foot or less along radii. Joints in integral curb and sidewalks shall be located at the some location as the joints in the adjoining sidewalk. Joints may be sawed or tooled to a minimum depth of X -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. Fcr 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(8) of ±he Standard Specifications only after the concrete curbing is inspected and accepted by the Engineer in accordance with Section 5 of this policy. ii) Backfilling operations shall be completed prior to opening the area to regular construction traffic. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) The Contractor and Engineer will conduct an inspection of the new concrete curbing for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to backfilling operations. E) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non - compliant or as directed by the Engineer. F) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, concrete curb shall be cored and tested at the expense of the Contractor. The average thicknesses of the curb must equal or exceed the minimum prescribed by the approved construction documents. G) Such inspections shall not be construed to relieve the developers' engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction, or for the means and methods of construction, nor for safety on the job site. H) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shrill be removed immediately and replaced in an acceptable manner at the Contractor's expense. City of Carmel Concrete Curb Policy January 13, 2006 (continued) 1) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; aced• to p cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. J) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of the concrete curb, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. B The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding requirement. 2E peci ica ions. M) Dimensional and other standards for concrete ii) The Aggregate Base shall be compacted in ZV curb shall be in accordance with the City of Carmel accordance with Section 301.06 of the Standard 0 Standard Details. Specifications. I iii) Concrete curb shall be placed over the Aggregate N) Under no circumstances shall material other than Base within 14 calendar days. Aggregate Bases that mi0 Portland Cement Concrete meeting the standards lay exposed for a period of time greater than 14 F4 established by this policy be utilized to construct calendar days or experience a measurable rain event O concrete curbs within the corporate limits of the City prior to the placement of concrete curb shall be Cz� Z of Carmel. subject to inspection and acceptance by the Engineer. a 44 F At the discretion of the Engineer, additional proof 0) Under no circumstances shall extruded type curb rolls may be required. cr) w a' be installed within the corporate limits of the City of 4) Concrete Curb � Carmel. � E----q 2) Foundation U A) General tw "�7- i) This work shall consist of placing concrete A) General curbing on prepared soil subgrades or Aggregate W i) This work shall consist of the Bases in accordance with Section 105.03 of the construction /preparation of the foundation in Standard Specifications. accordance with Section 105.03 of the Standard ii) Concrete curb shall be constructed on prepared soil subgrades or Aggregate Bases to the dimensional r--I Specifications. standards of the applicable City of Carmel Standard M ii) The foundation shall be prepared in accordance Details or in accordance with the curbing details of with Section 605.03(a) of the Standard Specifications the approved construction documents. and the requirements of this policy. iii) Materials used in the production of the concrete for the curbing shall be in accordance with Section B) Excavation and Embankment i) Prior to beginning excavation and embankment operations, all necessary clearing, grubbing, scalping and topsoil stripping and subsequent backfilling for removed items within the slope stake limits shall be performed in accordance with Section 201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots, stumps, friable and deleterious material shall be completely removed within the limits of the slope stakes. ii) Excavations (1) After excavation operations, all spongy and yielding material that does not readily compact shall be removed from within the slope stake limits and the resulting void shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. (2) Any pronounced depressions within the slope stake limits resulting after excavation operations shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications. iii) Embankments (1) Embankments shall be constructed in accordance with Section 203 of the Standard Specifications. (2) All spongy and yielding material that does not readily compact shall be removed from within the slope stake limits prior to embankment operations. (3) Any pronounced depressions within the slope stake limits resulting after clearing, grubbing, scalping and topsoil removal shall be refilled with suitable material and compacted in accordance with Section 203 of the Standard Specifications prior to embankment operations. (4) Prior to the construction of any embankment, the original ground surface within the limits of the slope stakes shall be leveled and the upper 6- inches shall be compacted in accordance with Section 203 of the Standard Specifications. (5) Embankments shall be shaped to be well drained and shall be protected to prevent erosion. (6) Loose depth of each embankment lift, final compacted depth, compaction method and compaction requirements shall be in accordance with Section 203 of the Standard Specifications. 605.02 of the Standard Specifications. High early strength admixtures may be utilized but shall not be considered in waiving any requirements of this policy. iv) Equipment utilized for concrete curbing installation work, including but not limited to production, hauling /delivery, placing, installation, jointing, curing, finishing and miscellaneous /ancillary activity shall be in accordance with Section 508 of the Standard Specifications. v) Concrete production, mixing and hauling /delivery shall be in accordance with Section 502.10 of the Standard Specifications. vi) Installation of the concrete curbing indicated on the approved construction documents shall be completed in the same paving season. B) Preparation i) The soil subgrade or Aggregate Base shall be subject to additional proof rolls in accordance with Section 203.26 of the Standard Specifications just prior to placing the HMA courses in accordance with Section 2C(v) and 3D(iii) of this policy. Unacceptable areas shall be corrected to the satisfaction of the Engineer before placement of any concrete curbing. ii) All displacement or rutting of the soil subgrade or Aggregate Base shall be repaired prior to placing concrete curbing. City of Carmel Concrete Curb Policy January 13, 2006 (continued) C) Weather and Seasonal Limitations i) Concrete curbing shall only be placed in accordance with Section 502.11 of the Standard Specifications. There shall be no provision for installation below the temperatures specified. ii) No mixture shall be placed on a frozen subgrade or Aggregate Base. iii) Under no circumstances shall concrete curb be placed between December 15 and March 30. iv) If a soil subgrade or Aggregate Base over which concrete curb is to placed, is placed and approved by the City prior to November 30, placement of the concrete curb will be allowed up to December 15, provided that the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy and the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. v) If the ambient and soil subgrade or Aggregate Base surface temperature complies with the requirements of Section 4C(i) of this policy between April 1 and April 15, concrete curb shall be allowed to be placed on an approved soil subgrade or Aggregate Base provided that the paving contractor pay for the services of a full time construction inspector and who shall act as an authorized agent of the Engineer. The Engineer shall select the construction inspector. vi) The Engineer reserves the right to suspend all concrete curb placement operations if, in the opinion of the Engineer, that prevailing weather conditions and /or the condition of the Subgrade and /or the Aggregate Base may result in substandard concrete curb placement, curing and finishing. D) Placement i) Concrete curb shall be placed in accordance with Section 502.09, 502.12 and 605.04(c) and 605.04(d) of the Standard Specifications. ii) Curb machines may be utilized in accordance with Section 605.04(h) of the Standard Specifications provided that the equipment conforms to the requirements of Section 508 of the Standard Specifications. iii) Formwork shall comply with the requirements of Section 605.04(b) of the Standard Specifications. iv) Forms shall be removed in accordance with Section 502.16 and 605.04(b) of the Standard Specifications. E) Joints i) Joints shall conform to the requirements of Section 503 and 605.04(e) of the Standard Specifications. ii) Joints shall be installed at intervals of 10 -feet or less; 5 -foot or less along radii. Joints in integral curb and sidewalks shall be located at the some location as the joints in the adjoining sidewalk. Joints may be sawed or tooled to a minimum depth of X -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. Fcr 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(8) of ±he Standard Specifications only after the concrete curbing is inspected and accepted by the Engineer in accordance with Section 5 of this policy. ii) Backfilling operations shall be completed prior to opening the area to regular construction traffic. 5) Inspections A) All materials furnished and each part or detail of the work will be subject to inspection per Section 105.10 of the Standard Specifications for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. B) The Contractor shall notify the Engineer a minimum of 48 -hours in advance of commencing any work subject to the standards established by this policy. C) The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in advance of such proofrolls. D) The Contractor and Engineer will conduct an inspection of the new concrete curbing for any damage, including freezing or random cracks. The inspection and all necessary repairs shall be completed prior to backfilling operations. E) Sampling and testing of materials, equipment or construction work may be required at the expense of the Contractor at the discretion of the Engineer for the purpose of ascertaining that the work is in substantial conformance with this policy and the approved construction documents. Sampling and testing shall conform to the requirements of the sections of the Standard Specifications applicable to the portion of the work suspected to be non - compliant or as directed by the Engineer. F) Where the Engineer determines that is necessary to confirm compliance with standards of quality or thickness, concrete curb shall be cored and tested at the expense of the Contractor. The average thicknesses of the curb must equal or exceed the minimum prescribed by the approved construction documents. G) Such inspections shall not be construed to relieve the developers' engineers or contractors in any way from their obligations and responsibilities under their contracts. Specifically, inspection by the Engineer, or by retained engineers or testing agencies, shall not require them to assume responsibilities for the approved construction documents, for any misinterpretation of the approved construction documents by the contractors during construction, or for the means and methods of construction, nor for safety on the job site. H) Work identified to not meet the requirements of this policy or the approved construction documents, unacceptable work, whether the result of poor workmanship, use of defective materials, damage through carelessness, or any other cause found to exist prior to the final acceptance of the work, shrill be removed immediately and replaced in an acceptable manner at the Contractor's expense. City of Carmel Concrete Curb Policy January 13, 2006 (continued) 1) If the Contractor fails to comply forthwith with any order made under the provisions of this subsection, the Engineer will have authority to cause unacceptable work to be remedied or removed and replaced; aced• to p cause unauthorized work to be removed; and to deduct the costs from any monies due or to become due. J) Work done contrary to instructions provided by the Engineer shall be considered unacceptable and subject to immediate removal and replacement in accordance with the instructions provided by the Engineer. 6) Acceptance A) Before acceptance of the concrete curb, the Engineer shall determine if the improvements are in substantial compliance with this policy (except for any variances granted) and the approved construction documents. B The Engineer may, at his sole discretion, accept work that is not in conformance with this policy provided that the work is bonded for a period greater than three years. The Engineer shall establish the extended bonding requirement. \\\\ \ \ \ \ \ U l 111 I { I I 1 III///////////, / //i .. �\STERF 'Q. N o. - 1 = .. -0 10000075 = 1 5: ri .' : � STATE OF 0��- . %.,,,s70NAL / I111111 11111 111111 \ \� 3/t4.V44 / /�.. L..".- DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering >__4 2E O g Q9 CZ ZV 0 0 r---q im I a. CO LP mi0 4 F4 -:11 W :25 O OC Wo Cz� Z IL LL a 44 F o z 0 Z cr) w a' � � \\\\ \ \ \ \ \ U l 111 I { I I 1 III///////////, / //i .. �\STERF 'Q. N o. - 1 = .. -0 10000075 = 1 5: ri .' : � STATE OF 0��- . %.,,,s70NAL / I111111 11111 111111 \ \� 3/t4.V44 / /�.. L..".- DATE: 6/5/07 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2007) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 301 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering >__4 CZ 0% O r---q U -H� H C/) Q) F4 -:11 W :25 .< C Cz� Z � C� Z 4-11 O � � W Q � n 1 � E----q U U � U tw "�7- �i� CIZ5 W w r___r___4 � ri Q__1 1:4 r--I M