Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
05090016 Civil Construction Plans Rcv. 9/9/2005 DOCS
Qf�C�GI V���Jl�1p NOT TO SCALE = y" .z`ISTING Vi age of, WestCla MEETINGiH:OUSE i I lI FUTURE Village of WestClay EXISTING KHARA SPA Village of WestClay E VILLAGE CENTER PART II, 3001 — BLOCK "F" -� _......._,... -EXIS =1N V�Ilage -of - V tCtgy C MMERCIAL T, EN t BIJIMING PROPOSED Village of WestClay, JACKSON LAW OMCE it 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 EXISTING Viliage of WestQay COMMERCIAL — APARTMENT BUILDING #2 i 1 f r' Cr x � s.M1 V _ f- Yy 4 •��JE I"� N X` / S(D LS Pvq&P NOT TO SCALE EXISTING Village of WestClay E VILLAGE CENTER PART II, 3001- - — BLOCK "E" 0 RHETTSBURY STREET %S TEE- �`v�JL%p SCALE: 1 ° =60' L.� EXISTING - -Village of WestClay I H LEN WELLS BUILDING EXISTING Village of WestClay STERKX BUILDING (Under Construction) I Ct T ,f h if f SEC. 28-T18h- Wu a a (a R3E HA ILTO COU T �G I1�IJV'IJ�L�g JASC� JACKS) 12758 EDGEMONT WAY CARMEL, INDIANA 46032 PH: 13171 770 -7778 FAX: 13171 219 -0518 -A- INDEX SHEET No. DE5C RIPI TION COVER SHEET -_ C100 C101 SITE PLAN C102 GRADING, DRAINf2,GE & UTILITY PLAN C103 STORMWATER PO! LOTION PREVENTION PLAN C801 GENERAL DETAIL W - SPECIFICATIONS - o CD w _ RHETTSBURY STREET %S TEE- �`v�JL%p SCALE: 1 ° =60' L.� EXISTING - -Village of WestClay I H LEN WELLS BUILDING EXISTING Village of WestClay STERKX BUILDING (Under Construction) I Ct T ,f h if f SEC. 28-T18h- Wu a a (a R3E HA ILTO COU T �G I1�IJV'IJ�L�g JASC� JACKS) 12758 EDGEMONT WAY CARMEL, INDIANA 46032 PH: 13171 770 -7778 FAX: 13171 219 -0518 -A- f�MOLDo JAMES [Wo IDAVIS COiWovA'AWY lirl%mmc. P.O. BOX 905 CARMEL, INDIANA 46082 PH: [3171 590 -3426 (cell] PH: (3171 844 -0354 [work! REVISIONS: DATE: BY: DESCRIPTION: PROJECT ENGINEER: CHECKED BY: DATE CHECKED: 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 I 5/ CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke ©schneidercorp.com THIS DRAWING AND THE)EAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIV INTELLECTUAL PROPERTY OF THE SCH'IEIDER CORPORATION AND ARE NOT'O BE USED OR REPRODUCED IN WHOLE OR IN PART, WITHOUT THE WRITTR CONSENT OF THE SCHNEIDER CORPORATION. © 2005, Tla Schneider Corporation C DOCKET N0. TAC \\\\ .x'01 §1����QN _.7 T Bl�'' °''' %, P '�5� No. 10000075 STATE OF c %SS10 NAL DATE: 9/08/05 ,JOB No. 1238.012 INDEX SHEET No. DE5C RIPI TION COVER SHEET -_ C100 C101 SITE PLAN C102 GRADING, DRAINf2,GE & UTILITY PLAN C103 STORMWATER PO! LOTION PREVENTION PLAN C801 GENERAL DETAIL C901 SPECIFICATIONS f�MOLDo JAMES [Wo IDAVIS COiWovA'AWY lirl%mmc. P.O. BOX 905 CARMEL, INDIANA 46082 PH: [3171 590 -3426 (cell] PH: (3171 844 -0354 [work! REVISIONS: DATE: BY: DESCRIPTION: PROJECT ENGINEER: CHECKED BY: DATE CHECKED: 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 I 5/ CERTIFIED BY: BRANDON T. BURKE E —MAIL ADDRESS: bburke ©schneidercorp.com THIS DRAWING AND THE)EAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIV INTELLECTUAL PROPERTY OF THE SCH'IEIDER CORPORATION AND ARE NOT'O BE USED OR REPRODUCED IN WHOLE OR IN PART, WITHOUT THE WRITTR CONSENT OF THE SCHNEIDER CORPORATION. © 2005, Tla Schneider Corporation C DOCKET N0. TAC \\\\ .x'01 §1����QN _.7 T Bl�'' °''' %, P '�5� No. 10000075 STATE OF c %SS10 NAL DATE: 9/08/05 ,JOB No. 1238.012 SHEET (Cla(a OF 6 F��E NAME: N: \1238 \012 \DWGS \BLDG2 \C100.DWG J SHEET (Cla(a OF 6 F��E NAME: N: \1238 \012 \DWGS \BLDG2 \C100.DWG ILIE(aIET�� 2' Chairback Curb and Gutter e C801 O Asphalt Pavement 5 cao� cO Edge of Pavement O Concrete Walk � cao� O Landscaping —Grass DOCKET N0. TAC NOTE: SEE ARCHITECTURAL PLANS BY OTHERS FOR BUILDING DIMENSIONS AND EXACT LOCATIONS OF UTILITY SERVICE LINES. ASSUMED NORTH SCALE: 1 "= 20 ' HOLEY MOLEY SAYS "DON'T DIG BLIND "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ET SEQ. AS AMENDED AND SUPPLEMEN IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. 0 L� O L� Q vi z 0 w DATE: 9005 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION 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 CIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering A part of the Southwest Quarter of Section 28, Township 18 North, Range 9/08/05 3 East, Clay Township, Hamilton County, Indiana, described as follows: DRAWN BY: Commencing at the Southeast corner of Block "F" in the Village of West BET Clay, The Village Center, Part 2, Section 3001 —A as recorded in Plat SHEET TITLE: Cabinet 2, Slide 363 in the Office of the Recorder in Hamilton County, CCU Indiana; thence South 89 degrees 51 minutes 51 seconds West along said g g XREF: 012- BS.DWG, 020- BS.DWG south line a distance of 152.30 feet to a oint being on a curve to the P g XREF: 3001 ABS.DWG, 3004BS.DWG right having a radius of 440.00 feet the radius point of which bears North SHEET NO.: 00 degrees 08 minutes 08 seconds West; thence westerly along the south __ - - - -- - _ _ ... , line of said Block F" and along said curve an arc distance of 43.09 feet ........ .. to a point which bears South 05 degrees 28 minutes 31 seconds West from said radius point to the Point of Beginning; a point being on a curve to 0 the right having a radius of 440.00 feet the radius point of which bears z North 05 degrees 28 minutes 31 seconds East; thence westerly along the — - - south line of said Block "F" and along said curve an arc distance of 107.24 feet to a point which bears South 19 degrees 26 minutes 22 seconds West -` from said radius point; thence North 29 degrees 26 minutes 22 seconds f-` East a distance of 79.31 feet; thence South 77 degrees 40 minutes 25 _, , 2 seconds East a distance of 85.07 feet; thence South 03 degrees 37 9 minutes 41 seconds East a distance of 79.86 feet to the Point of Beginning, containing 0.179 acres more or less. vi z 0 w DATE: 9005 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION 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 CIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: w 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: SITE PLAN CCU �---� XREF: 012- BS.DWG, 020- BS.DWG XREF: 026- BS.DWG, 029- BS.DWG XREF: 3001 ABS.DWG, 3004BS.DWG XREF: 043- BS.DWG SHEET NO.: (Cn(an C40 0 z Q) U � U CZ DATE: PROJECT NO.: 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: SITE PLAN DRAWING FILES: N: \1238 \012 \DWGS \BLDG2 \C101.DWG XREF: 012- BS.DWG, 020- BS.DWG XREF: 026- BS.DWG, 029- BS.DWG XREF: 3001 ABS.DWG, 3004BS.DWG XREF: 043- BS.DWG SHEET NO.: (Cn(an $$O � -EXISTING VLLAGE-8f- STCLAY SE TON 3001_�j SANITARY SEWER PROFILE SCALE: ,_50, TI1,'IEE CENTER I VILLAGE PART �, ��- --BLOCK ,.F.. - -- �I - - -111 STUY 10 OF 8/PVC CAP & AL /MARK w/ TAKE t= 897.50 TaR�p DOCKET N0. TAC EXISTING VILLAGE OF WESTCLAY SECTION 3001 -A THE VILLAGE CENTER PART 2, BLOCK "E" EXISTING VILLAGE Of WESTCLAY HELEN WELLS BUILDING EXISTING VILLAGE OF WESTCLAY STERKX BUILDING 4 CD F ASSUMED NORTH SCALE: 1 "=20' HOLEY MOLEY SAYS "DON'T DIG BLIND" "IT'S THE LAW" CALL 2 WORKING DAYS BEFORE YOU DIG 1- 800 - 382 -5544 CALL TOLL FREE PER INDIANA STATE LAW IC- 8- 1 -26 -1 ET SEQ. AS AMENDED AND SUPPLEMEN IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. 1. ALL RADIUS AND OTHER DIMENSIONS FOR 6" STANDING AND CHAIRBACK CURB ARE TO FACE OF CURB. 2. ALL RADIUS AND OTHER DIMENSIONS FOR 2' ROLL CURB ARE TO BACK OF CURB 3. IT SHALL BE THE RESPONSIBILITY OF EACH CONTRACTOR TO VERIFY ALL EXISTING UTILITIES AND CONDITIONS PERTAINING TO HIS PHASE OF WORK. IT SHALL ALSO BE THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE OWNERS OF THE VARIOUS UTILITIES FOR PROPER STAKE LOCATIONS FOR EACH UTILITY BEFORE WORK IS STARTED. THE CONTRACTOR SHALL NOTIFY IN WRITING THE OWNER OR THE ENGINEER OF ANY CHANGES, OMISSIONS, OR ERRORS FOUND ON THESE PLANS OR IN THE FIELD BEFORE WORK IS STARTED OR RESUMED. 4. VERIFY SIGN LOCATIONS AND SIGN REQUIREMENTS WITH LOCAL GOVERNING AUTHORITIES. 5. TEMPORARY TRAFFIC CONTROL DURING CONSTRUCTION TO CONFORM TO APPLICABLE LOCAL AND STATE STANDARDS. 6. ALL CONSTRUCTION ACTIVITY ON THIS SITE TO BE PERFORMED IN COMPLIANCE WITH APPLICABLE O.S.H.A. STANDARDS FOR WORKER SAFETY. 7. ALL DIMENSIONS TO THE BUILDINGS ARE TO THE OUTSIDE OF THE BUILDING FOUNDATION WALL. 8. SEE ARCHITECTURAL PLANS FOR BUILDING DIMENSIONS & BUILDING SQUARE FOOTAGE. 9. THE SIZE AND LOCATION OF EXISTING UTILITIES SHOWN ARE PER INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. ALL UTILITY COMPANIES SHOULD BE NOTIFIED PRIOR TO ANY EXCAVATION FOR FIELD LOCATION OF SERVICES. 10. SERVICE WALKS SHALL BE NON— REINFORCED CONCRETE 4" THICK AND WIDTH AS INDICATED ON PLANS. 11. SEE ARCHITECTURAL PLANS FOR ALL EXPANSION AND CONTRACTION JOINTS LOCATIONS. —��''- --- Existing Storm Sewer — New Storm Sewer Existing Sanitary Sewer DRAWN BY: CHECKED BY: New Sanitary Sewer 000 _ Existing Contour X DESC Existing Elevation N: \1238 \012 \DWGS \BLDG2 \C102.DWG w/ description 000.00 New Pavement Grade 000.00 All Other Finish Grades �QO Storm Structure Number 00o Sanitary Structure Number C.O. Clean Out Flow Arrow 0 6" Subsurface Drain � 000.00 Q) Swale Burried Electric E Burried Telephone T Burried Gas Line G NOTE: SEE ARCHITECTURAL PLANS BY till OTHERS FOR BUILDING DIMENSIONS AND EXACT LOCATIONS OF UTILITY-SERVICE LINES. cfi z 0 Cn w 3/t4ovo4 . i L%, DATE: 90,"5 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. (?O 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: W 23Q•01 I U DRAWN BY: CHECKED BY: BET SHEET TITLE: GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \1238 \012 \DWGS \BLDG2 \C102.DWG XREF: 012- BS.DWG, 020- BS.DWG XREF: 026- BS.DWG, 029- BS.DWG XREF: 3001ABS.DWG, 3004BS.DWG XREF: 043- BS.DWG SHEET NO.: (C n(a � 0 � Q) O VJn 1 � CCU DATE: PROJECT PROJE1 23Q•01 I U DRAWN BY: CHECKED BY: BET SHEET TITLE: GRADING, DRAINAGE & UTILITY PLAN DRAWING FILES: N: \1238 \012 \DWGS \BLDG2 \C102.DWG XREF: 012- BS.DWG, 020- BS.DWG XREF: 026- BS.DWG, 029- BS.DWG XREF: 3001ABS.DWG, 3004BS.DWG XREF: 043- BS.DWG SHEET NO.: (C n(a EXISTING VILLA WESTCLAY SECTIC THE VILLAGE CENT BLOCK "I 0 V - - -° uriEq �r�� RN, T TSB U R S TREE l EROSION /SEDIMENT CONTROL PRACTICE PLAN FOR A TYPICAL BUILDING UNDER CONSTRUCTION FISTING VILLAGE OF WESTCLAY ERCI AL- APARTMENT BUILDING #1 ASSUMED NORTH SCALE: 1 " =10 ' INDIVIDUAL LOT EROSION CONTROL PLAN LEGEND 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 SUPPLEMEN IT IS AGAINST THE LAW TO EXCAVATE WITHOUT NOTIFYING THE UNDERGROUND LOCATION SERVICE TWO (2) WORKING DAYS BEFORE COMMENCING WORK. PROPERTY LINE/ DRAINAGE SWALE o SILT FENCE FINISHED DRAINAGE EXISTING DRAINAGE TREE CONSERVATION GRAVEL ENTRANCE/ EXIT PAD DROP INLET PROTECTION SOIL SALVAGE AND UTIUZA11ON Ps PERMANENT SEEDING I I CURB INLET b—b PROTECTION EROSION CONTROL BY BUILDERS A. Temporary seeded areas established by the developer will be maintained by the builder and his sub — contractors. Silt fences previously installed will be maintained. B. A construction drive to the building —site from the existing drive shall be installed of Number 2 Stone, 6" thick and a minimum of 12' wide. This shall be utilized for access to the building and any mud or dirt tracked into the drive shall be promptly removed to a stable area (water shall not be used to flush silt or mud into the storm sewer). C. Prior to construction, silt fence is to be installed along the back of curb at the front of the property and along the streets or at the edge of the rear drainage easement at the rear of the property. The silt fence is to be installed prior to construction and maintained until permanent vegetation (grass) is established. D. When time is appropriate, and as soon as possible, roof down spout extenders of non — perforated drain tile should be extended to the street or other solid outlet until a lawn is established. E. Establish permanent ground cover and remove silt fence. RECEIVING WATER= ELLIOT CREEK CONTACT PERSON: KEVIN KRULIK BRENWICK DEVELOPMENT CO. 12821 E. NEW MARKET ST., STE 200 CARMEL, INDIANA 46032 (317) 574 -3400 z 0 �n w \e DATE: 9PA05 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION 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: W 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: STORMWATER POLLUTION ct �--i N: \1238 \012 \DWGS \BLDG2 \C103.DWG XREF: 012— BS.DWG, 020— BS.DWG XREF: 026— BS.DWG, 029— BS.DWG XREF: 3001ABS.DWG, 3004BS.DWG XREF: 043— BS.DWG SHEET NO.: (Cn(03 o z ° w w o� Q}) O r� �1 F� DATE: PROJECT NO.: 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: STORMWATER POLLUTION PREVENTION PLAN DRAWING FILES: N: \1238 \012 \DWGS \BLDG2 \C103.DWG XREF: 012— BS.DWG, 020— BS.DWG XREF: 026— BS.DWG, 029— BS.DWG XREF: 3001ABS.DWG, 3004BS.DWG XREF: 043— BS.DWG SHEET NO.: (Cn(03 WITHIN 5' AND UNDER PAVEMENT: FINAL BACKFILL SHALL BE B- BORROW (INDOT SPEC) COMPACTED IN 6" MAX LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR. 6" BELOW 1/2 TRENCH AGGREGATE SUBBASE OF PAVEMENT SHALL BE #53 STONE DEPTH MIN. (INDOT SPEC) COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR. SHALL MEET OR EXCEED REQUIREMENTS OF JURISDICTIONAL AUTHORITY IF MORE STRINGENT. Ir, Ali, �I1, ali, ilr, li,alr, soil PLACEMENT U LIJ z I_ BEDDING _I 12" MIN. B— BORROW SPRING LINE OF PIPE O.D. OF PIPE�� FOUNDATION 6" MIN. � � (REQUIRED IN UNSTABLE SOIL) 12" 1 2" (MIN. SANITARY TRENCH & PIPE EMBEDMENT DETAIL C801 O NORMAL GRADE - 1 /4" PER FOOT MIN. -1 /8" PER FOOT CONNECT TO EXISTING TRENCH SERVICE PLUG FOR 11i FUTURE CONNECTION. \ / /j // // // „ • R. PLUG SHALL BE ABLE 4, TO PASS AIR PRESSURE BACKFILL TEST REQUIRED FOR �1k SEWER MAIN. \\ z w 30' � USE 6" SEWER PIPE MIN UNLESS OTHERWISE 45' MAX. SPECIFIED JAL APPROX. 90' az APPF ISOMETRIC PLAN IAIN -WER LONG RADIUS SECTION A- A_ DIAMETER AS SPECIFIED f ON PLAN OR SCHEDULE PLAN VIEW CONNECTION TO MAIN SEWER FINISH GRADE CLEANOUT PLUG �G LINE PIPE CONNECT TO EXISTING SERVICE OR PLUG FOR FUTURE SERVICE. SANITARY SEWER LATERAL PLUG SHALL BE ABLE TO PASS AIR PRESSURE TEST REQUIRED TYPICAL CLEAN OU T DETAIL FOR SEWER MAIN. r C801 FINISH GRADE NEENAH R- 1642 —A W /SELF SEALING LID (OR EQUAL) STAMPED "SANITARY SEWER" %TA CAST CONC. NOTE N xQ 2' -0" DIA. S MANHOLE CONFORMS TO ASTM C -478 JOINT CONFORMS TO ASTM C -443 PERED CONE INFI— SHIELD "UNIBAND" CTION OR APPROVED EQUAL SEAL o PER SPECIFICATIONS -1 M --- -w ifl °w PRECAST CONCf z CE ° - SECTIONS 0 Z5 l—Zwo U w = w wQ`two (16" MAX.) to _j e�w w Q- � �>N00 7. BUTYL RUBBER COATING MANHOLE STEPS AS PER SPECIFICATION 4' -0" DIA. FILL WITH ..... CONCRETE PLAN .. °.....d.... a......... .......... ......°... . PRECAST BASE o.'.'.'.'.'. .'.'.'.'.'.'.'.'.'. a ...... .. #4 ®12" EA. WAY ll'.'.'.'.ti... d.'.'.'.'.' ...... .....a...... d.'.'. ° o•°° o• ° °o• ° °o• ° °o• ° °o• ° °o• ° °o• ° °o•° 7----6" MIN. NO. 8 CRUSHED STONE °� ' REQUIRED UNDER MANHOLE BASE " FOR LEVELING AND SUPPORT 4'-0" MIN. MANHOLE BASE FOR PRECAST SECTION A —A SANITARY MANHOLE DETAIL K�8 CARMEL C801 PLACE 1/2- DIA PREFORMED GASKE I MA I EKIAL IN EACH KEYWAY (SEE DETAIL). PLAN VIEW PRECAST CONCRETE ADJUSTING RING OR FLANGE OF CASTING a ' NOMINAL 1/2" BUTYL RUBBER 24" 1.D. 1" BASE EXTRUDABLE RE ORMED GASKET MATERIAL (TYP) 34 "O.D. PER SPECS. GASKET DETAIL SECTION A -A 63' 4 " -12" 1/2 ADJUSTING RING DETAIL 9 (FIGURE 5 -48) C801 GREATER THAN 5' FROM PAVEMENT: FINAL BACKFILL SHALL BE CLEAN FILL MATERIAL FREE OF ROCKS LARGER THAN 4" DIA, FROZEN LUMPS OF SOIL, WOOD OR OTHER EXTRANEOUS MATERIAL COMPACTED IN 12" MAX LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR DENSITY. 1/2 TRENCH DEPTH MIN. 11i a / /j //j \ / /j // // // „ • R. 2� C J 4, soil L Lij BACKFILL PLACEMENT �1k U \\ z w #53 COMPACTED ° ° • ° STONE BASE WITHIN 5' AND UNDER PAVEMENT: FINAL BACKFILL SHALL BE B- BORROW (INDOT SPEC) COMPACTED IN 6" MAX LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. 6" BELOW AGGREGATE SUBBASE OF PAVEMENT SHALL BE #53 STONE (INDOT SPEC) COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY. SHALL MEET OR EXCEED REQUIREMENTS OF JURISDICTIONAL AUTHORITY IF MORE STRINGENT. 4'� FINAL BACKFILL BEDDING 12" MIN.— B— BORROW 1. D. BEDDING, HAUNCHING, AND INITIAL BACKFILL SHALL EE 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 FOUNDATION 4" MIN.— � (REQUIRED IN UNSTABLE SOIL) (3" MIN. @ BELL OF PIPE) 12" 12" No. 8 STONE STORM SEWER- TRENCH &PIPE EMBEDMENT DETAIL ,o C801 3" OF TOPSOIL 6" BACKFILL 24" 6" 18" alp, „R . . 3/4„ :. :..a CD d :o 24" COMPACTED SUBGRADE 2' CONCRETE CHAIRBACK 6 C801 CURB AND GUTTER 6" 24" 3" OF TOPSOIL 6" 18" Z 11i a / /j //j \ / /j // // // „ • R. 2� C J EARTH III -11 _ .':.' .:::•::'•:� ,,� II=I �_I I •: .° ' : `►' BACKFILL I=I N _III �1k III II ' :•.•:'•..'••..:••• � .' ':•.° �•:�..'::••.' '::.4:�•• .:••�.'�•. SHEET NO.: (n #53 COMPACTED ° ° • ° STONE BASE ° ° ° • ° ° • ° ° o • o ° O • o °O • o °O • o °o • o °O • o °O • o °O • o °o ° o I . . ° °p. ° °p.o °p. ° °p.° °p. ° °p., °p. ° °p. ° °p.° °p.° p 0 0 o '0. .0. o 0 JAL oe o 0 o 0 0 o O• o O• o O O o O o O .0.0.0.0.0.0.000.0.040. az o e o 0 0 ° , o ° , o ° • o ° • o ° , o ° , a ° � e 2 CONCRETE CHAIRBACK CURB 5' -0" BETWEEN (WITHOUT GUTTER)csol Li 6' -0" Z 1238.012 Z o 2� C J Z 0 � GENERAL 0 �1k 1I E SHEET NO.: (n (n 0- L-= LL if I.— LZ o I � �`' JAL CK > az �� SIDE SHALL NOT z 5' -0" BETWEEN z N� EXCEED 1: 12 TRANSVERSE JOINTS • 12 z U � z O 50' -0" BETWEEN EXPANSION JOINTS (MAX.) FIBER— REINFORCED CONC. (3000 PSI) CONCRETE SIDEWALK NOT TO SCALE SIDEWALK DETAIL 1 C801 X =WIDTH OF SIDEWALK SEALED 6' -0" EXPANSION JOINT 1 1/2"R MAX. 1:12 SLOPE PAVEMENT :' -1 I = 11 -1 I MI 1 I =1' CONCRETE CURB 8„ SECTION A— A WHEELCHAIR RAMP DETAIL rYN� 100' TOP OF CURB \\ PAVEMENT TRANSVERSE EXPANSION JOINTS TRANSVERSE EXPANSION JOINTS -N-i * ** *SEE D.O.T. STD. SHT. 12 -03 FOR GENERAL NOTES CURB JOINT DETAIL K4 No scnLc caoi 50,0-0.0-0.0-0.0 0 0 00 0 0 00 0 0 00 0 0 00 0 00 0 0 00 0 0 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 0 0 0 e 0 0 e 0 0 e o 0 ° 0 0 0 e 0 0 0 e 0 0 0 e 0 0 0 e L�1" 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 0 cao� vi z 0 w �•� �:. DATE: 9,"/"5 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION 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 6' -0" 9/08/05 1238.012 DRAWN BY: ` X IF X< 48" THEN BET SHEET TITLE: GENERAL CO F---� SLOPE OF FLARED SHEET NO.: JAL SIDE SHALL NOT C Z EXCEED 1: 12 • 12 z U � z O w w LJ_I :.. .. ' O � Q) Zan O U �--� U Ct '0 nf r---i �J �w ' U) U LiJ :�' 0'Q�' 1:10 A 1:10 0" PLAN VIEW SEALED 6' -0" EXPANSION JOINT 1 1/2"R MAX. 1:12 SLOPE PAVEMENT :' -1 I = 11 -1 I MI 1 I =1' CONCRETE CURB 8„ SECTION A— A WHEELCHAIR RAMP DETAIL rYN� 100' TOP OF CURB \\ PAVEMENT TRANSVERSE EXPANSION JOINTS TRANSVERSE EXPANSION JOINTS -N-i * ** *SEE D.O.T. STD. SHT. 12 -03 FOR GENERAL NOTES CURB JOINT DETAIL K4 No scnLc caoi 50,0-0.0-0.0-0.0 0 0 00 0 0 00 0 0 00 0 0 00 0 00 0 0 00 0 0 00 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 00 0 0 0 0 0 0 0 0 e 0 0 e 0 0 e o 0 ° 0 0 0 e 0 0 0 e 0 0 0 e 0 0 0 e L�1" 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 0 cao� vi z 0 w �•� �:. DATE: 9,"/"5 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION 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: W 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: GENERAL CO F---� N: \1238 \012 \DWGS \BLDG2 \C801.DWG SHEET NO.: C� C Z z U � z O w w O � Q) Zan O U �--� U Ct r---i �J DATE: PROJECT NO.: 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: GENERAL DETAILS DRAWING FILES: N: \1238 \012 \DWGS \BLDG2 \C801.DWG SHEET NO.: z 0 V) w a✓ \\ �QON T. B� GISTERc`� No. 10000075 STATE OF p -w .�4� % %,,S /ONAL E �1111NI11111111\ DATE: 9/08/05 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) i 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 8. Earth Work Balance 9/08/05 1238.012 STORM SEWER SYSTEMS CHECKED BY: BET EARTHWORK The Contractor shall confirm all earthwork quantities SPECIFICATIONS Ct I-� SHEET NO.: C III am, 11 � n�y prior to start of construction. If an excess or 1. SCOPE OF WORK shortage of earth is encountered, the Contractor shall 13. All mandrel testing shall be observed by a professional engineer � STREETS H. Curing Concrete - Except as otherwise specified, 1. SCOPE OF WORK confirm with the Owner and Engineer the requirements representative for certification and a representative of the District. P P The work under this section includes all storm sewers, � cure all concrete by one of the methods described for stockpiling, removal or importing of earth. z U � storm water inlets, and related items, including O in Section 501.17 of the Indiana Department of A. Extent: The work required under this section Z w 14. The ends of laterals are to be plugged tight with a braced plastic disc excavating and backfilling, necessary to complete the Transportation Specifications, latest revision. consists of all excavating, filling, rough grading Minor adjustments to the grades may be required to O or cap capable of withstanding a low pressure air test without leakage. work shown on the drawings. 1. SCOPE OF WORK and related items necessary to complete the work earthwork balances when minor excess material or ,Z I. Bituminous Pavement - Hot asphalt concrete indicated on the drawings and described in the 9 shortages are encountered. It is recognized by the 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches 9 P P 2. MATERIALS The work required under this section includes all q pavement shall be as specified in Section 403 specifications. The Contractor shall notify in parties hereto that the calculations of the Engineer below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall concrete and bituminous paving and related items and must comply with Section 401.05 of writing he owners and the Engineer of an changes, g g� y g in determining earthwork quantities shall be ac- be No. 8 crushed stone from 6- inches below the pipe to the spring line of P P P 9 A. Storm Sewers necessary to complete the work indicated on drawings y P g the Indiana Department of Transportation P P errors, or omissions found on the plans or in complished in accordance with the American Society of the pipe and from this point to 12- inches above shall be fill sand or and described in the specifications, including but not latest revisions. Paving Specifications 9 will not the field, before work is started or resumed. Civil Engineers Standards for such calculations. equivalent. Manholes shall be placed on no less than 6- inches of No. 8 1. Reinforced concrete sewer pipe shall confirm limited to: be permitted during unfavorable weather or when Further, that these calculations are subject to the crushed stone bedding. to ASTM C -76 latest revision, with joints the temperature is 40 degrees F. and falling. interpretations of soil borings as the physical limits conforming to ASTM C -443 latest revision. All streets, parking areas in contract limits 1. In general, the items of work to be of the various soil types, also the allowable variation 16. Water and sewer line crossings and separations shall be in accordance 9 P When storm pipe is submerged Curbs and utters J. g Compacted Aggregate Subbase - the thickness shown performed under this section shall include: in finish grade and compaction permitted the contractor, with 3271AC 3 -6 -9. Sidewalks and concrete slabs, exterior steps on g drawings rawn s is the minimum thickness of the i clearing and grubbing, removal of trees and and that all of these parameters may cause either an excess or shortage of actual earthwork materials to g Sec. 9. a Sanitary ewers shall not be located within ten 10 feet of () Y ( ) B. Manholes 2. MATERIALS fully compacted subbase. Compaction shall be accomplished by rolling with a smooth wheeled stumps (where required), protection of trees complete the project. If such an actual minor excess or any existing or proposed water mains, when measured horizontally from roller weighing 8 to 10 tons. Compact to 90% 9 9 P to remain, stripping and storage of topsoil, PP 9 9 P fill compaction and rough of entire shortage of materials occurs, the contractor shall g the outside edge of the sanitary sewer to the outside edge of an g y g y 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest A. Concrete - Concrete shall be read mixed concrete y- compaction using Standard Testing Procedures. grading contact the engineer to determine if adjustment can be existing and proposed water mains, unless the sanitary sewers and water g P P Y revision. and shall be a mix of proportioned fine and Along curbs, headers and walls and at all placed site. made to correct the imbalance of earth. main comply with the following: coarse aggregates with Portland cement and water. not accessible to the roller, the aggregate 2. Excavated material that is suitable may be (1) The sanitary sewer and water main must cross with the sanitary 2. Casting shall be of uniform quality, free Minimum cement content shall be 6 bags per cubic material shall be tamped with mechanical tampers used for fills. All unsuitable material and sewer and water main separated by a minimum of eighteen (18) inches from blow holes, porosity, hard spots, yard of concrete and maximum water content shall or with approved hand tampers. all surplus excavated material not required measured vertically from the outside edge of the sanitary sewer to the shrinkage distortion or other defects. They be 5.5 U.S. gallons per sack of cement, including g p g shall be removed from the site. The outside edge of the water main. g shall be smooth and well cleaned by shot moisture in the aggregate. Slump for normal location of dump and length of haul shall be (2) The crossing specified in subdivision (1) must be at a minimum - blasting or by some other approved method. weight concrete shall be a maximum of 4 inches the Contractor's responsibility. TYPICAL SANITARY SEWER SPECIFICATIONS angle of forty -five (45) degrees measured from the center lines of the They shall be coated with asphalt paint and a minimum of 2 inches. the slump of machine TO BE USED FOR PRIVATE SEWER DEVELOPMENT sanitary sewer and water main. which shall result in a smooth coating, g' laced concrete shall be no less than 1 -1/4 3. Provide and place any additional fill WITHIN 3 The conditions specified in subdivisions 1 and 2 must be () P () () tough and tenacious when cold, not tacky or inches nor more than 3 inches. Standard test material from off the site as may be CLAY TOWNSHIP REGIONAL WASTE DISTRICT maintained for a minimum distance of ten (10) feet from either side of brittle. They shall be gray iron meeting ASTM C -143 shall be used to measure slump. necessary to produce the grades required. the sanitary sewer as measured from the outside edge of the sanitary ASTM A -48 latest revision. Compressive strength of concrete at 28 days shall Fill obtained from off site shall be of kind REVISED MAY, 2002 sewer to the outside edge of the water main. be 4000 psi. All exterior concrete shall have and quality as specified for fills herein (b) A shorter separation distance than that specified in subsection (a) is 3. Joints - Manhole sections shall be jointed air entrainment 8% by 5% t t i o o a Y volume P er ASTM C and the source approved by the Owner. allowed if the following is conducted within the separation distances with rubber type gaskets. The rubber type -260. Retempering of delivered concrete will not 1. Standard specifications 327 IAC 3 shall apply for all work and materials. specified in subsection a P ()� gaskets shall meet ASTM C -443 latest be allowed. Concrete shall be composed of: 4. Tne Contractor shall accept the site as he finds it and shall remove all trash, rubbish Inspection service shall be provided by Clay Regional Waste District. revision. When manhole and storm pipe are continuously in water. 1. Portland cement - Conforming to ASTM C -150, 9 The following specifications and construction plan details denote requirements fi (1) The sanitary sewers meet all water main pressure testing Type IA or Type IIIA. and debris from the site prior to starting for materials and installation methods per 327 IAC 3. requirements as described in 327 IAC 8- 3.2- 17(a). excavation. (2) The sanitary sewer shall be constructed of materials in C. C SUBDRAINS 2. Aggregates: Conforming to ASTM C -33 B. Work not included: The following items of 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 conformance with one (1) of the following: 1. Perforated plastic pipe subdrains shall related work are specified and included in other (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and (A) 327 IAC 8- 3.2 -8. conform to ASTM F -405. 3. Water - Shall be clear and free from sections of these specifications: gasket. The pipe shall be made of PVC plastic having a cell classification (B) Section 8(a)(1) of this rule. injurious amounts of oils, acids, alkalies, of 12454B. (C) ASTM D2241 -96b, Standard Specification for Poly Vinyl Chloride 3. APPLICATION organic materials or other deleterious 1. Excavation, grading and backfilling for 3. PVC sewer fittings shall conform to the requirements of ASTM PVC Pressure -Rated Pie and having a SDR standard dimension (PVC) Pipe, 9 ( substances. utility lines D- 3034 -89 specification. Fittings in sizes through 8 shall be molded in ration) of 21. A. Permits and Codes -The intent of this section of the specifications is that the contractors bid on B. Welded Steel Wire Fabric - Where required for q 2. Storm drainage systems one piece with elastomeric joints and minimum socket depths as specified P � P P (3)The sanitary sewers and water mains are no in contact. the work covered herein shall be based upon the concrete reinforcement shall conform to ASTM A185. " in sections 6.2 and 7.3.2. Fittings 10 and larger shall be molded or 9 9 (4)Any sanitary sewer joints are compression type joints that are drawings and specifications but that the work 3. Sanitary sewer systems fabricated in accordance with section 7.11 with manufacturers standard pipe placed equidistantly from the water main. shall comply with all applicable codes and C. Premoulded Joint Filler - Shall be of non bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in 9 9 5 The sanitary sewer and water main are laid on separate trench () y p regulations as amended by any waivers. Contractor - extruding type meeting ASTM D -544 except that 4. Streets and paving section 7.4.1 of specifications. Gaskets for elastomeric joints shall be shelves. shall furnish all bonds necessary to get permits premoulded joint filler used in concrete walk molded with a minimum cross - sectional area of 0.20 square inches and (c) No sanitary sewer manhole shall be within eight (8) feet of a for cuts and connections to existing sewers. construction may be either non - extruding or 5. Water supply system conform to ASTM F -477 specification. water main as measured from the outside edge of the sanitary sewer resilient. manhole to the outside edge of the water main. B. Local Standards -the term "Local Standards" as 2. BENCH MARKS 4. All sanitary manholes shall be "precast concrete" manholes in used herein means the standards of design and D. Bituminous Pavement Materials - All materials accordance with ASTM C -478 and Section 720. 0 -rings shall conform to 17. Trench shall be opened sufficiently ahead of pipe laying to reveal construction of the respective municipal proposed for the construction of bituminous Maintain careful) all bench marks, monuments and other Y C -443. Kent Seal or equivalent shall also be applied to all joints and obstruction, and shall be properly protected and/or barricaded when left P P Y P / department or utility company. P y P Y pavements shall comply with the Indiana Department reference points; if disturbed or destroyed, contractor between riser rings and castings. Manhole step spacing shall be no more unattended. of Transportation specifications, per latest P P P shall contact engineer. than 16- inches. Manholes shall be air tested for leakage in accordance C. Existing Improvements - Maintain in operating revision. with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes 18. No water shall be permitted to flow into the sanitary sewer system condition all active utilities, sewers and other 3. REMOVAL OF TREES by the Negative Air Pressure (Vacuum) Test. during construction. Contractor shall utilize a pump to keep the water drains encountered in the sewer installation. E. Compacted Aggregate Subbase: Shall be crushed level below the pipe. Pump discharge shall be directed to a storm outlet Repair to the satisfaction of the owner any damage stone or gravel. Crushed gravel shall be a A. Remove all trees and stumps from area to be A Installation and operation of vacuum equipment and indicating devices in accordance with state and federal laws and regulations (327 -IAC to existing active improvements. minimum of 35% crushed material. Chert shall be occupied b road and surfaced areas. Removal of P Y must be in accordance with manufacturers recommendations and 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw limited to a maximum of 8% of the total. Material trees outside these areas shall only e done as Y performance specifications which have been provided by the manufacturer type mechanical, braced plug until such time as all tests on the sewers D. Workmanship - To conform to all local, state and P shall be free from an excess of flat, elongated, noted on drawings or approved b the Owner. g PP y and accepted by the Engineer. The vacuum equipment must be capable of have been completed and the lines have passed all punch lists. national codes and to be approved b all local and PP y thinly laminated, soft or disintegrated pieces; testing the entire manhole, including the costing and riser rings. 9 9 9 9 state agencies having jurisdiction. and shall be free from fragments coated with dirt. g B. All brush, stumps, wood and other refuse from the 19. All sewer laterals installed by the mainline Contractor shall be bedded Compacted aggregate shall be graded as follows: trees shall be buried onsite or removed to disposal areas P B. With the vacuum tester set in place: the same as the main line sewer. E. Trenching - La all pipe in open trenches, except g Y P P P P off of the site. Disposal by burning shall not when the local authority gives written permission SIEVE SIZE %PASSING be permitted unless proper permits are obtained 1. Connect the vacuum pump to the outlet port with the valve open. for tunneling. Open the trench sufficient ahead (where applicable). The location of on site bury 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. r sh Di 20. For (48) hours notice shall be given to the District prior to the of pipelaying to reveal any obstructions. The 1 -1/2" 100 pits shall be designated by the owner or the start sewer construction. Also, hours notice shall given prior to width of the trench shall be the inside pipe 1" 80 -100 3/4" 70 -90 Engineer. doing any testing done on the sewer. diameter plus 24 inches for 12 inches above the 1/2" 55 -80 pipe. Sheet and brace trench as necessary to 4. PROTECTION OF TREES 21. Manhole castings shall be stamped SANITARY SEWER, Neenah Casting R protect workmen and adjacent structures. All #4 35 -60 #8 25 -50 C. Accepted standards for leakage will be established from the elapsed 1642A or equal and be self - sealing type. The casting flange shall be 34 trenching to comply with Occupational Safety and #30 12 -30 A. General Protection: The Contractor shall be time for a negative pressure change from ten (10) inches to nine (9) inches and the clear opening shall be 24 inches. Waterproof castings shall Health Administration Standards. Keep trenches responsible for the protection of tops, trunks inches of mercury. The maximum allowable leakage rate for a four (4) be Neenah R- 1916 -F1 and stamped SANITARY SEWER. free from water while construction is in progress. #200 5 -10 and roots of existing trees on the project site foot diameter manhole must be in accordance with the following: Under no circumstances lay pipe or appurtenances that are to remain. Existing trees subject to 22. The minimum slope for sewer acceptance is. in standing water. Conduct the discharge from 3. APPLICATION construction damage shall be boxed, fenced or trench dewatering to drains or natural drainage otherwise protected before any work is started; Minimum Elapsed Time for P Size of Pipe Minimum Constructed Slope channels. A. Grading Do any necessary grading in addition to do not stockpile within branch spread. Remove Manhole Depth Pressure Change of 1 Inch Hg f that performed in accordance with Earthwork interfering branches without injury to trunks and 8 -inch 0.40% F. Special Supports - Whenever in the opinion of the Section, to bring rades, after final g sub g cover scars with tree paint. 10 feet or less 60 seconds 10 -inch 0.28% Engineer the soil at or below the pipe grade is compaction, to the required grades and sections >10 feet but <15 feet 75 seconds 12 -inch 0.22% unsuitable for supporting sewers and appurtenances for site improvement. 5. HANDLING OF TOPSOIL >15 feet but <25 feet 90 seconds 15 -inch 0.15% specified in this section, such special support, 18 -inch 0.12% in addition to those shown or specified, shall be B. Preparation of subgrade - Remove spongy and A. Remove all organic material from the areas to be For manholes five (5) feet in diameter, add an additional fifteen (15) provided as the Engineer may direct, and the otherwise unsuitable material and replace with occupied by buildings, roads, walks and parking seconds and for manholes six (6) feet in diameter, add an additional thirty 23. The Contractor shall provide measurements of the slope of the sewer contract will be adjusted. stable material. No traffic will be allowed on prepared subgrade prior to paving. areas. Pile and store topsoil at a location (30) seconds to the time requirements for four (4) foot diameter for each manhole section as construction progresses. Such measurements where it will not interfere with construction operations. Topsoil shall be reasonably free manholes. For all manholes deeper than twenty -five (25) feet. Engineer shall be certified b Registered Land Surveyor or Engineer and be Y a 9 Yo 9 available on -site for observation by the District's Inspector. No more than G. Backfilling - Bedding, haunching, and initial backfill for all RCP installations shall be B- Borrow C. Compaction of Sub rode -The first 6 inches below P 9 from subsoil, debris, weeds, grass, stones, ect. will determine the applicable minimum elapsed time. PP P three manhole sections can be constructed in advance of such for structure backfill meeting the material the subgrade shall be compacted to at least 100% measurements. requirements of the INDOT. Bedding shall be placed of the maximum dry density as determined by the B. After completion of site grading and subsurface D. If the manhole fails the test, necessary repairs must be made and in the trench bottom such that after the pipe is provisions of AASHO T -99. Water shall be utility nstallation, to soil shall be replaced Y P P the vacuum test and repairs must be repeated until the manhole 24. In the event the Contractor does not meet the minimum slopes, the installed to grade and line, there remains a 4 -inch g prevented from standing on the compacted subgrade. in areas designated on the erosion control Ian 9 P passes the test. sewer section and any other affected sewer sections shall be reconstructed minimum depth of material below the pipe barrel P P P for seeding and /or sodding. Any remaining top E. If manhole joint sealants are pulled out during the vacuum test, the to meet such minimum slopes. P and a minimum of 3 -inch below the bell. For pipe D. Utility Structures - Check for correct elevation Y boxes soil shall be used for finished grading around structures and landscaping areas. manhole must be disassembled and the joint sealants replaced. 14 from sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. P P of all manhole covers, valve and similar structures located within areas to be paved, and P 9 25. Laterals are to be traced with a minimum size of gauge wire the wye to the terminus. The contractor for the building or home will Bedding, haunching and initial backfill shall be make, or have made, any necessary adjustments in F. Manholes will be subject to visual inspection with all visual leaks being P g extend the wire from this terminus to the building cleanout adjacent to the g compacted in 6 -inch maximum lifts to not less such structures. 6. DISPOSITION OF UTILITIES: repaired. P building. than 95% Standard Proctor Density for the entire depth of the material placed. The backfill shall be E. Placing Concrete A. Rules and regulations governing the respective 5. Butyl rubber coating shall be applied around each manhole joint from brought up evenly on both sides of the pipe for the utilities shall be observed in executing all work above to below each joint. The appropriate primer shall full length of the pipe. Hounching shall extend to 1. Sub grade -Place concrete only on a moist, 9 Y under this section. be applied prior to applying the rubber coating. Inside joints to be filled be applying the springline of the pipe. The limit of initial compacted subgrade or base free from loose with precoat plug material. backfill shall be 6- inches above the springline. material. Place no concrete on a muddy or B. If active utilities are encountered but not shown 6. The manhole chimney's including all riser rings shall be sealed using Minimum trench width shall be the outside diameter frozen subgrade. on the drawings, the Engineer shall be advised before work is continued. " " Infi- Shield Uniband or approved equal. Prior to placement, the top of the pipe plus 18- inches. Final backfill for all RCP installations under and within 5 -feet of 2. Forms - All forms shall be free from warp, P 4- inches of the manhole cone and costing ame shall be cleaned and g pavement shall be B- Borrow for structure backfill tight enough to prevent leakage and C. Inactive and abandoned utilities encountered in primed. The Uniband shall extend from 3- inches below the top of the meeting the material requirements of the indot and substantial enough to maintain their shape 9 P excavating and grading operations shall be cone section to 2- inches over the flange of the manhole casting frame. 9 9 shall be compacted in 6 -inch maximum lifts to not and position without springing or settling, reported to the Engineer. They shall be removed, less than 95% Standard Proctor Density for the when concrete is placed. Forms shall be plugged or capped as directed by the Utility 7. The casting elevations are set by plan. However, the castings are to be entire depth of the material placed. The backfill for clean and smooth immediately before Company and the Engineer. adjusted in the field by the Engineers representative, should a discrepancy the top 6- inches of the excavation below the start concreting. occur between plan grade and existing grade. New manhole ring and cover of the aggregate subbase of the pavement shall be D. It shall be the responsibility of each contractor shall be installed to establish grade. Maximum height of adjusting rings No. 53 stone meeting the material requirements of to verify all existing utilties and conditions shall be 12- inches. the INDOT and shall be compacted to not less than 3. Placing Concrete - Concrete shall be pertaining to his phase of the work. It shall 95% Standard Proctor Density. Final backfill for all deposited so as to require as little also be the contractors responsibility to contact 8. Backfill around all structures and all cuts under paved areas with RCP installations greater than 5 -feet of pavement rehandling as practicable. When concrete is g P the owners of the various utilities before work granular material. Trenches opening within 5 -feet of paved roadways shall shall be clean fill material free of rocks larger than to be laced at an atmospheric temperature of P P P is started. be backfilled with granular material in accordance with Section 211. Backfill 4- inches in diameter, frozen lumps of soil, wood or 35 degrees F. or less, paragraph 702.10 of under sidewalks shall be granular, unless the walks are constructed a other extraneous material, compacted in 12 -inch the Indiana Department Transportation P P 7. SITE GRADING: minimum of 6 months after backfill has been in lace. P maximum lifts to not less than 90% Standard Specifications latest revision shall be 9. The Contractor shall be responsible for verifying that all state highways, nsity for the entire depth of the followed. A. Grades: Contractor shall perform all cutting, city, and county permits have been obtained by the developer prior to start exccavation filling, compacting of fills and rough grading of construction. F. Concrete Curb required to bring entire project area to grade as H. Manhole Inverts - Construct manhole flow channels 1. Expansion Joints Shall inch thick shown on the drawings. 10. The Contractor shall be required to furnish the developer's Engineer q P 9 TABLE 1 of concrete sewer pipe or brick, smoothly finished e m tru premoulded between storm structures &curb. B. Rough Grading: the tolerance for paved areas with a set of prints, marked in red pencil, showing actual sewer location length. Such "as built MINIMUM SPECIFIED TIDE REQUIRED FOR A 1.0 prig and of semi - circular section conforming to the inside diameter of the connecting sewers. Make shall not exceed 0.04 feet plus or minus above and invert, to include lateral location, depth and as changes in size or grade gradually and changes in 2. Contraction /Control Joints - Unless otherwise the established subgrade. All other areas shall prints must be received by the Engineer before the final contract payment DROP FOR SIZE AND LENGTH OF PIPE INDICATED direction by true curves. Provide such channels p rovided, contraction joints shall be sawed not exceed 0.10 feet plus or minus the can be authorized. The sanitary sewer laterals and stubs termination shall for all connecting sewers at each manhole. or scored joints spaced 10 feet on center, except for established grade. All banks and other breaks in be indicated on the surface with a metal fence post set immediately above intersection radii where joints shall be placed 5' o.c. grade shall be rounded at top and bottom. the said termination point. 1. Subdrains - All subdrains shall be of the size C. Compaction Requirements: 11. All sanitary sewer lines upon completion will be required to pass a low Pipe Diameter Minimum Time, Length for Minimum Time for Longer Specification Time for Length (L) Shown, min:s shown on the plans and shall be constructed to the grades shown. All drains constructed off -site as 3. Finish - Tamp and screed concrete as soon as placed, and fill any honey combed places. pressure air test. Said test shall be conducted according to ASTM In. min: s Time, ft Length, S g part of the outlet drain will be located as shown. Finish square corners to 1/4" radius and 1. All building pad areas (engineered fill areas) 1417 -92, and shall be witnessed b an Engineer and a representative of y g P other corners to radii shown. shall be compacted to standards specified P P the District. The testing shall be in accordance with Table 1. Add 0.5 si for each foot of water above the sewer line being tested. P g g 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft J. Utilities - It shall be the responsibility of each G. Concrete Walks and Exterior Steps by local and /or state building codes. 4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 contractor to verify all existing utilities and All fill areas (pad or engineered) shall be 12. Deflection tests shall be performed on all flexible* pipe after the final P P P 6 5:40 386 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 conditions pertaining to his phase of the work. It shall also be the contractors responsibility to 1. Slopes - Provide 1 /4 inch per foot cross compacted to at least 95 percent of the maximum dry density (ASTM D- 1557). backfill has been in lace at least 30 days. No pipe shall exceed a vertical P Y P P 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 contact the owners of the various utilities before slope. Make adjustments in slopes at walk fill should exhibit a maximum dry density deflection of 5% deflection test results. * (The following are considered work is started. The contractor shall notify in intersections as necessary to provide proper of at least 105 pcf, and have a liquid non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). 10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 15:49 17:48 writing the owners or the engineer of any changes, drainage. limit less than 50 and plasticity index of The deflection test shall be performed with a nine-point mandrel. Proving 12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38 errors or omissions found on these plans or in the less than 25. sandy fill must have less b rings shall be available. Deflection test shall also be performed using a field before work is started or resumed. 2. Dimensions - Walks and steps shall be one than 15% fines a #200 sieve. mandrel that is 95% of the diameter of the inside of the pipe, and that 16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04 course construction and of widths and details passing the mandrel be pulled by hand. 18 17:00 133 7.682 L 17:00 19:13 25:38 32:03 38:27 44:52 51:10 57:41 K. Contractor to grout joints inside storm shown on the drawings. 2. For compaction requirements of paved areas, 21 19:50 114 10.470 L 18:60 26:10 34:54 43:37 52:21 61:00 69:48 78:31 structures where pipes enter or exit 3. Finish - Screed concrete and trowel with a see street specifications. and between structure and casting. steel trowel to a hard dense surface after 24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33 surface water has disappeared. Apply medium 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 broom finish and scribe control joints at 5 30 28:20 80 21.388 L 35:37 53:26 71:13 89:02 108:50 124:38 142:25 160:15 foot spacing. Provide 1/2" expansion joints where sidewalks intersect, and at a maximum 33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129:18 150:43 172:21 193:53 spacing of 48 feet between expansion joints. 38 34:00 86 30.788 L 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46 z 0 V) w a✓ \\ �QON T. B� GISTERc`� No. 10000075 STATE OF p -w .�4� % %,,S /ONAL E �1111NI11111111\ DATE: 9/08/05 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) i 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: W 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: SPECIFICATIONS Ct I-� SHEET NO.: C III am, 11 � n�y � O � Q � Q z U � z O w Z w O O ti Tn ,Z �1 Imo-' DATE: PROJECT NO.: 9/08/05 1238.012 DRAWN BY: CHECKED BY: BET SHEET TITLE: SPECIFICATIONS DRAWING FILES: N: \1238 \042 \DWGS \C901.DWG SHEET NO.: C III am, 11 � n�y