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Design & Construction Standards and Prevailing Specifications for Public Works 2015.08.11
CITY OF SOUTH BEND, INDIANA DEPARTMENT OF PUBLIC WORKS DATE I REVISION PAGE 1/14/20111 REVISED CITY UMRS COVER 11 201 REVISED BOARD MEMBERS COVER MEMBER ELIZABETH A. MARADIK MEMBER JAMES A. MUELLER MEMBER MANAGER, BUREAU OF PUBLIC CONSTRUCTION ��3 S'FgE,'•, �i Q• STATE OF HEREBY CERTIFY THAT THESE STANDARDS WERE PREPARED UNDER MY DIRECT SUPERVISION APPROVED BY BOARD OF PUBLIC WORKS DATE RECOMMENDED FOR APPROVAL GARY A. GILOT PRESIDENT RELOS MEMBER MEMBER ELIZABETH A. MARADIK MEMBER JAMES A. MUELLER MEMBER DESIGN &CONSTRUCTION STANDARDS RECOMMENDED FOR APPROVAL DATE UNKNOWN PATRICK C. KERR, PH.D., P.E. CITY ENGINEER - N�"/ 8. 14• rS TOY VILLA MANAGER, BUREAU OF PUBLIC CONSTRUCTION DESIGN &CONSTRUCTION STANDARDS NO. DESCRIPTION NO. DESCRIPTION NO. DESCRIPTION NO. DESCRIPTION ADMINISTRA TION STREETS WASTE WA TER WA TER AA INDEX SC -1 CONCRETE CURB WW -1 MANHOLES W -1 PIPE LAYING A -1 DRAWING & SPECIFICATION REQUIREMENTS * MANHOLES W -2 CROSS OVER A -2 TYPICAL TITLE SHEET WW -2 SEWER TAPPING W -3 VALVE AND FITTINGS A -3 TYPICAL AS —BUILT SHEET WW -3 VERTICAL & SLANT STACKS W -4 RESTRAIN METHODS SG -1 MINOR STREET SECTION WW -4 ENCASED PIPE W -5 TEES, RESTRAINS, & BLOCKING SG -2 COLLECTOR STREET SECTION WW -5 TYPICAL CLEAN —OUT W -6 ELBOWS, RESTRAINS, & BLOCKING DRAINAGE WW -6 PIPE BEDDING DETAIL W -7 DEAD END MAINS RESTRAINS AND BLOCKING D -1 RAINFALL CHART AND COEFFICIENT "C' TABLE WW -7 PIPE W -8 RESTRAINING DESIGN CRITERIA D -2 TIME OF CONCENTRATION AND DESIGN DATA SP -1 FLEXIBLE PAVEMENT DESIGN CHART WW -8 PIPE W -9 FIRE HYDRANT ASSEMBLY D -3 DRYWELL AND INLET SP -2 MINIMUM THICKNESS CHART W-10 FIRE HYDRANT ASSEMBLY * CASTINGS SP -3 JOINT L A — CONCRETE PAVEMENT * INLETS SP -4 JOINTS— CONCRETE PAVEMENT TRAFFIC * CATCH BASINS SP -4A JOINT L ATION- CONCRETE PAVEMENT * STANDARD DETOUR SIGNS — 1, 1A, 18, 1C, 1D, 2, 2A, 3, 3A, 4, 5 * HEADWALLS, ANCHORS, ETC. SP -5 BRICK PAVER REPLACEMENT * SIGN DESIGN DETAILS — 5A * END SECTIONS * FOUNDATIONS — mT, mT6c, mT6d, mT7 * TRAFFIC PROJECT CONSTRUCTION SIGNAGE — mT9i EROSION & SEDIMENT CONTROL SR -1 UTILITY PAVEMENT CUT T -1 HANDHOLE ES -1 CONSTRUCTION BMP'S ES -2 CONSTRUCTION BMP'S SW -1 RESIDENTIAL SIDEWALK AND APPROACH ES -3 CONSTRUCTION BMP'S SW -2 COMMERCIAL AND INDUSTRIAL SIDEWALK AND APPROACH ES -4 CONSTRUCTION BMP'S Sr STA T r E >F y� X Is ES--5 POST CONSTRUCTION BMP'S * HANDICAP RAMPS ES -6 POST CONSTRUCTION BMP'SC� ES -7 POST CONSTRUCTION BMP'S 6 RSG 14/04/07 NEW SHEET T -1 7 RSG 9/30/09 REVISED DESCRIPTIONS * REFER TO INDIANA DEPARTMENT OF HIGHWAYS ROAD & TRAFFIC STANDARDS a. BY DATE REVISION DATE 7 -11 -90 DEPARTMENT OF C TY OF SOUTH PUBIC WORKS BEND , INDIANA DIVISION INDEX DRAWINGD 1 DRW 12/8/921 DRAWN E.J.L. ® CIVIL 2 DM 5/8/00 CHECKED T. V. ❑ TRAFFIC 3 77-711719701 NEW BORDER & APRVD C.P.L. ❑ WATER SHEET NO, AA 4 RSG 2/13/07 NEW SHEET A -3 SCALE ❑ WASTE WATER 5 RSG 3 23 07 NEW SHEET SP -5 NONE CHECK LIST -- DRAWINGS CHECK LIST - SPECIFICATIONS SEQUENCE SHEET ITEMS REQUIRED S P SEQUENCE SHEET ITEMS REQUIRED S P SEQUENCE SHEET ITEMS REQUIRED SP FIRST TITLE KEY MAP X X THIRD PLAN & RADII AT PROP. INTERSECTION X X FIRST TITLE PROJECT NAME & NUMBER X X PROJECT NAME X X (CON'T.) PROFILE NOTES, DETAIL, & STANDARDS OWNERS & BOARDS NAME X X LOCATION X X (STREETS CROSS REFERENCED X X APC APPROVAL DATE X X STREETS UTILITIES INCLUDED X X & ROADS) EXISTING UTILITIES - ABOVE & ENGR'S NAME & SEAL X X BOARD NAME X X BELOW GROUND X X DATE X X A.P.C. APPROVAL DATE X X NAMES OF PROPERTY OWNERS X SECOND CITY FULL SET INCLUDED X DIRECTOR P.W. APPROVAL X X TITLE BLOCK COMPLETION- SPECS. REV. SET - MINUS BIDDING X OWNER'S NAME & ADDRESS X PROJECT; STREET(S) NAME; CONS. ENGR S. NAME & SEAL X X SECTION NO.; GRAPHIC & STANDARD DRAWINGS LISTED X X NUMERIC SCALE; DATE X X LIMIT OF CONTRACT X X SECOND DETAILS APPR V L PREL. PLAT FOR CONTRACT X SPECIAL DITCHES THIRD SPECIAL CITY SPECIAL REFERENCE PROVISIONS X X APPR'V'L PREL. OR FINAL PLAT OF VERTICAL & HORIZONTAL NO. OF SHEETS IN DRAWING X X PRIOR ADJ. AREA IF AVAIL. X SURVEY DATA X X TENT. PLAT OF PROP, ADJ. LIMITS OF EACH DITCH SECTION X X DETAILED SPECIAL PROVISIONS CORRELATED TO EACH ITEM n AREA IF AVAILABLE X LIMITS & TYPE - EROSION CONT. X X OF WORK X X ui SPCL. DET'L'S -THIS CONT -TYP. COMPLETION DATE X X0 SECT, ROAD- DITCH- BRIDGE; SPCL. UNIT PRICE PROPOSAL X w u') APPURTENANCES, INTERSECTION, FOURTH PLAN & DRAWN ON INTERMEDIATE o II DRIVES, SODDING, EROSION PROFILE COPY OF STREET P & P X CONTROL, ETC. X X (SEWERS HORIZONTAL SURVEY DATA X X NOTE: IT IS REQUIRED THAT EACH LAND DEVELOPER EXIST, SITE PLAN- BRIDGE 1XI & WATER) VERTICAL SURVEY DATA X X ISSUE FULL SET OF DRAWINGS & SPECIFICATIONS Q m PROP. SITE PLAN - BRIDGE X PROP. MANHOLES INLETS ETC. X X TO EACH CONTRACTOR. SPCL. BRIDGE DETAILS X 0 0 PROP. VALVES, HYDRANTS ETC. X X Q o SOIL LOG WITH a w PROP, HOUSE SEWER SERVICES X GENERAL NOTES: ,GRADATION CHART & ENGR S ANALYSIS w w PROP. HOUSE WATER SERVICES X X 1. - SEQUENCE: ORDER OF SHEETS. OF SUITABILITY OF USE X X a � 0 NOTES, DETAILS & STANDARDS S = SUBDIVISION REQUIREMENTS. CROSS REFERENCED X X P = PUBLIC WORKS REQUIREMENTS 2. - DRAWINGS- 24" X 36" STANDARD SHEETS Q U P. & P. REQUIRED PLATE I FED. AID THIRD PLAN & NORTH ARROW X X X- SECTION REQUIRED PLATE i FED. AID PROFILE (STREETS STATION - TO NORTH & EAST X X POINTS OF BEGINNING & ENDING XIXI FIFTH CROSS ROADS - INTERVAL PER INSTRUCTION 3. - DESIGN DATA CRITERIA - SEE OTHER STANDARDS. "AS & ROADS) BENCH MARKS - USGS DATUM - SECTIONS SPECIAL DITCHES __X 4. - BUILT" DRAWINGS ARE TO BE FILED WITH 1 PER 1000', MIN. 2 PER CONTRACT X X 1.- INTERVAL- 50' PLUS CHANGES COMPLETION AFFIDAVIT, SUBMITTED AS REPRODUCIBLE HORIZ. SURVEY DATA X X IN ALIGNMENT OR SECTION X COPIES OR ON DISK IN DXF OR DWG FORMAT VERTICAL SURVEY DATA X X U-) u') 2. INTERVAL- PER INSTRUCTION X SHOWING: CONTRACTORS, UTILITIES AND DATE EXISTING RIGHT OF WAY X X II _II RETENTION AREAS OF COMPLETION. to a. PROP. RIGHT OF WAY X r- EITHER 50' INTERVALS OR PROPERTY LINES & LOT NO.'S X X = 2' CONTOUR MAP X X 11 EQUATIONS AT INTERSECTIONS w TEMPLATE PLOTTING X +F�l3 .11 o r & CROSSING SURVEY LINES X X Q AREAS & VOLUMES X _,'' CONTROL POINTS REFERENCED _> o PROP. PAVEMENT - SHADED X X Li w EXISTING ROAD- DASHED; ALSO SIXTH STANDARDS APPLICABLE STANDARDS a STREETS IN PRIOR SECTION X X INCLUDED IN CONTRACT X X'. sere U (%l U7 Q f,r R�D i� trs • .� �'v� o. BY DATE REVISION DATE 7 -12 -90 DRAWN EJL DEPARTMENT OF PUBLIC WORKS DIVISION DRAWING AND STANDARD DRAWING 1 D.M. 5/8/00 ® CIVIL 2 JRP 11/28/01 REVISED BORDER & TEXT SIZE CHECKED TV APRVD CPL CITY OF SOUTH BEND, INDIANA ❑ TRAFFIC SPECIFICATION REQUIREMENTS ❑WATER SHEET N0. SCALE NONE ❑ WASTE WATER A Fl o o 9 o s o os1 0 o o W oLi o oW o M "t tr) h 00 _0 N 1 _� I I ~ I 0 I � + w l l a I a= I a ��� 2 �QI x I x O 1 O ]ci i i x 10 I= °a' w w u' w w ! I I O� I W � A I m m I m 1 I S >�y I I 1 m 1 I Ia' �wI 1 I I I Iyl I� � 1 I --- - - - - -- m 1 I I I V I V ,T V I I GWi I U � -- --- RION7_6F= WAY1•NE..- -_- '•' >7 I I I � I °° I ® STR1 I I I I I STR2- 3335 -LF OF B" PVC ®1.52% STR3 39� 73 � _ j $TR4- 39& LF OF 8" PVC 041.43% � +00 14 +00 15+00 18+00 17+00 18 +Q0 I I f 'R �- I _-- --- -_�- _.— _--- 7--- '-^--�-- - -.. RICFff�OF -MAY LINT Iw F I 1 I I I 1 I O I Lu NOTES: 710 1. ALL TEXT AND LINE WORK TO BE COMPUTER GENERATED ONLY. ] 10 NO HAND WRITTEN TEXT. 2. MUST BE CERTIFIED BY AN INDIANA LICENSED ENGINEER OR �3 LAND SURVEYOR. N 3. SEE STANDARD SPECIFICATIONS (SECT. XX) FOR ALL AS -BUILT N 705 N ' I REQUIREMENTS, I� 705 rrs 00 I'ii i (N N '? rn EX. GRADE N 'D : r<i P6 0) 0) Q (o [� 700 7_ 700 1 5' MIN, DEPTH O w WATER MAIN w _ j Z TR2 330 LF OF 8 - Z Jose— AL �' 695 695 ``i S,,111 {t11 f1111 // 3396 OF 8" PVC 0 43% 690 690 ;'��,Q sT jkca !r c fY¢ r66U O r N7 co -t C0 n r__ to CID Ij] Ln Lo S!'7 O wl 1!7 O 'tl ••• ` 4 o ca = STATE 0 � co to Lo r�i rri tai c�i C-4 CV O O o 0 0•; O '•, E OF <., ? m r- 685 0 0 0 0 0 0 0 0 0 0 0 0 o a a o 0 0 Co a o o rn ^ n n n n n n n n n n n n n n n n n n n n 685 12 +50 13 +00 13 +50 14 +00 14 +50 15 +00 15 +50 16 +00 16 +50 17 +00 17 +50 18 +00 s /ONAjIL �;`" a," 17 I � y �r o. BY DATE REVISION DATE 1/18/2011 DIVISION DRAWN RSC DEPARTMENT OF PUBLIC WORKS ®CIVIL TRAFFIC TYPICAL AS —BUILT DRAWING ° CHECKED RAN ❑ APRVD CPL ❑ WATER SHEET NO. SCALE CITY OF SOUTH BEND, INDIANA ❑ WASTE WATER A -3 NONE 17 o� O o' w 0- rn w c.� Z z w z J J I z o� 20. 10 10 B. 9 4 1. Q. 0. o. D. D. .D .0 ,0 0 �5 10 15 20 30 40 5060 2 3 4 5 6 5 1012 15 24 MIN,)TES HOUR DU RATION o. BY DATE REVISION DATE 7 -10 -89 1 8 DRAWN EJL K U22/01 CHECKED TV 3 APRVD CPL I ADD C- COEFFICIENTS SCALE- NOTE: Rational Method Runoff C- Coefficients Categorized by Surface forest 0.059 - 0.2 asphalt 0.7 - 0.95 brick 0.7 --- 0.85 concrete 0.8 - 0.95 shingle roof 0.75 - 0,95 lawns, well drained (sandy sail) up to 2% slope 0.05 - 0.1 2% to 7% slope 0.1 - 0.15 over 77. slope 0.15 - 0.2 lawns, poor drainage (clay soil) up to 2% slope 0.13 - 0.17 2% to 7% slope 0.18 - 0.22 over 7% slope 0.25 - 0,35 Categorized by Use farmland 0.05 -- 0.3 pasture 0.05 - 0,3 unimproved 0.1 - 0.3 parks 0.1 - 0.25 cemeteries 0.1 - 0.25 roilro ❑d yards 0.2 - 0.35 playgrounds (except asphalt or concrete) 0.2 - 0.35 business districts neighborhood 0.5 - Q•7 city (downtown) 0.7 - 0.95 residential single family 0.3 - 0,5 multiplexes, detached 0.4 - 0.6 multiplexes, attached 0.6 - 0.75 suburban 0.25 - 0.4 apartments, condorniniums 0,5 - 0.7 industrial Fight 0,5 0,8 heavy 0.6 - 0,9 DERIVED FROM ISOPLUVIAL MAPS TECHNICAL PAPER ND. 40. RAINFALL FREQUENCY ATLAS OF THE UNITED STATES, PUBLISHED BY U.S. DEPARTMENT OF COMMERCE. iI717- 11r1j STATE OF DIVISION DEPARTMENT OF PUBS TRAFFIC WORKS CIVIL RAINFALL CHART AND DRAMNGD WATER ❑ COEFFICIENT "C" CITY OF SOUTH BEND, INDIANA ❑ WASTE WATER nri TABLE SHEET No. [J D -1 I Z Z 0 a Z w C) Z 0 U if 0 W F- 160 120 100 80 60 gut 160 I 600 S00 400 300 200 10D 0 100 K(1000) 500 1000 1500 WATERSHED CHARACTERISTICS 200 K(l 000) rs 300 m L= LENGTH OF MOST DISTANT CONTRIBUTING POINT H= DIFFERENCE IN ELEVATION BETWEEN POINT 1 AND POINT 2 S= SLOPE= H/L TIME OF CONCENTRATION AS A FUNCTION OF WATERSHED LENGTH AND SLOPE. FROM "P.C,A." ENGINEERING DESIGN OF CULVERTS BY I DATE REVISION DATE 7 -10 -89 DRAWN EJL CHECKED TV APRVD CPL SCALE DRAINAGE DESIGN CRITERIA 1. RATIONAL METHOD TO BE USED Q =CIA Q= DISCHARGE C= COEFFICIENT OF RUNOFF- STD, DRAINING D -1 A= AREA OF WATERSHED- ACRES 2. RAINFALL INTENSITY CURVE; 10 YEAR UNLESS OTHERWISE SPECIFICALLY REQD. (MINIMUM 6 HOUR DURATION) 3. CULVERT DESIGN "CAPACITY CHARTS FOR THE HYDRAULIC DESIGN OF HIGHWAY CULVERTS " HYDRAULIC ENGINEERING CIRCULAR NO. 10 U.S. DEPARTMENT OF COMMERCE 4. OPEN CHANNEL DESIGN: 'I. "DESIGN CHARTS FOR OPEN CHANNEL FLOW" - HYDRAULIC DESIGN SERIES NO.3- U.S. DEPARTMENT OF COMMERCE (CAN ALSO BE USED FOR STORM SEWERS WITHIN LIMITS OF CHARTS 2" "DESIGN OF ROADSIDE DRAINAGE CHANNELS"- HYDRAULIC DESIGN SERIES NO.4- U,S, DEPARTMENT OF COMMERCE 5. BRIDGE HYDRAULIC: 1. TENTATIVE: "HYDRAULICS OF BRIDGE WATERWAY " - HYDRAULIC DESIGN SERIES NO.1 -U.S. DEPARTMENT OF COMMERCE, 2, MUST BE PER INDIANA FLOOD CONTROL REQUIREMENTS AT ALL TIMES FOR DESIGNATED STREAMS, 6_ RETENTION AREAS: BY SPECIAL DESIGN N OTE: 1. CHART TO BE USED ONLY FOR OVERLAND FLOW IN WATERSHED. 2. ENGINEER /DESIGNER TO COMPUTE TIME OF CONCENTRATION ACCORDING TO ACCEPTED METHODS FOR IMPROVED AREAS AND STORM SEWERS, DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA `"tttfttitiflrrrrlr v Ng r. J 1,. A T E- C •"1 TIME OF CONCENTRATION AND DESIGN CRITERIA STANDARD DRAWING SHEET NO. D-2 DIVISION Ill CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER `"tttfttitiflrrrrlr v Ng r. J 1,. A T E- C •"1 TIME OF CONCENTRATION AND DESIGN CRITERIA STANDARD DRAWING SHEET NO. D-2 This detail depicts the typical placement of the HR (hydrocarbon removal) pillow. M HR pillow is hemmed to the entire perimeter of the sediment bog +/— 4" from the top of the bag and extends +/— 4" towards center. Curb boxes are protected with a separate pillow that is secured to either the curb box vanes or the top flange of the Catch —All frame. CATCH -ALL HR ABSORBENT PILLOW PRE & POST CONSTRUCTION Fobd MW GENERAL NOTES: FRAME: Top flange fabricated from 1Y4 "x1Y4 "x16" angle, Base rim fabricated from 1)¢ "yA"x76" channel. Handles and suspension brackets fabricated from 1Y4 "xY4" flat stock. All steel conforming to ASTM —A36. SEDIMENT BAG: Bog fabricated from 4 oz. /sq,yd. non —woven polypropylene geotextile reinforced with polyester mesh. Bag secured to base rim with a stainless steel band and lock. TYPICAL CURB BOX CATCH -ALL PRE & POST CONSTRUCTION BY DATE REVISION DATE 1/12/2010 DRAWN RSG CHECKED RAN APRVD C.P.L. SCALE NONE GENERAL NOTES: FRAME: Top flange fabricated from 1Y "x1Y4 "x16" angle. Base rim fabricated from 17¢ "4"xJ6" channel. Handles and suspension brackets fabricated from 1Y4 "xY4" flat stock. All steel conforming to ASTM —A36. SEDIMENT BAG: Bag fabricated from 4 oz. /sq.yd. non —woven polypropylene geotextile reinforced with polyester mesh. Bag secured to base rim with a stainless steel bond and lock. TYPICAL ROUND CATCH -ALL PRE & POST CONSTRUCTION J GENERAL NOTES: FRAME Top flange fabricated from 1Y4 "x1Y4 "x%" angle. Bose rim fabricated from 1)¢ "A"x16" channel. Handles and suspension brackets fabricated from 1Y4 "xY4" flat stock. All steel conforming to ASTM —A36. SEDIMENT BAG: Bag fabricated from 4 oz. /sq.yd. non —woven polypropylene geotextile reinforced with polyester mesh. Bag secured to base rim with a stainless steel bond and lock. TYPICAL BEEHIVE CATCH -ALL PRE & POST CONSTRUCTION GENERAL NOTES: FRAME: Top flange fabricated from 1Y4 "x1Y4 "x16" angle. Base rim fabricated from 1,�"Ofi "x16" channel. Handles and suspension brackets fabricated from 1Y "xY4" flat stock. All steel conforming to ASTM —A36. SEDIMENT BAG: Bag fabricated from 4 oz. /sq.yd. non —woven polypropylene geotextile reinforced with polyester mesh. Bag secured to base rim with o stainless steel bond and lock. TYPICAL RECTANGULAR CATCH -ALL o00QO�DO�OO��000OOa PRE & POST CONSTRUCTION a aOQQppp��pp�ppp0oa c� o ©cam o c� 0 0 0 0 RECTANGULAR CASTING 3D CATCH -ALL PRE & POST CONSTRUCTION DEPARTMENT OR PUBLIC WORKS CITY OF SOUTH BEND, INDIANA ROUND CASTING 3D CATCH -ALL PRE & POST CONSTRUCTION NOTES: *OR APPROVED EQUAL DIVISION CIVIL El CONSTRUCTION BMP'S ❑ WATER ❑ WASTE WATER y. 'N? = STS -TL Ci =. STANDARD DRAWING SHEET NO. ES -1 "�. STORM DANDY SACK� SEWE GRATE REINFORCED CORNERS AREA FOOT 1. STORM SEWER GRATE LIFT STRAPS USED FOR EASY MOVEMENT AND INSPECTION OF UNIT DANDY BAG - LIT STRAPS - OPTIONAL OVERFLOW PORTS DUMPING STRAPS -STORM RfLET NOTE THE OWDY SACK- WILL BE 111101 R&MM IN TH6 U!1 FROM A WYM MOKOFlLAMENT FABRIC THAT MEETS OR EXCEEDS THE FOLLOMNG SECIFRCARONS: REGULAR FLOW DANDY SACK- (BLACK) Mechanlcol Properties Test Method units MARY Grob Tensile Stn <h ASTM 0 4632 kN Ibs 1.78 400 x 1. 315 Grob Tensile Elon ouon ASTM 0 4632 x 15 x IS Puncture Siren th ASTM 0 4833 kH Iba 0.67 130 Mullen Buret Stan th ASTM D 3786 N sl 5506 800 Tro zoid Tear Strength ASTM 0 4533 kN Ybs) 0.67 (150)-. 0.73 185 W Rovistenoo ASTM 0 4.355 x 90 rent nl Size ASTM D 4751 Mm US Std Sbve 0.425 40 Flow Roo ASTM D 4491 1 min m min ft 2852 70 po"Ifthity I ASTM D 4491 1 S" 1 0.90 HI-FLOW DANDY SACk- (SAFETY ORANGE) M.chonlcal Propertlaa Test Method Units MARY Grob Tensile Siren th A51M 0 4832 kN fibs) 1.82 365 X 0.69 200 Grub Tensile Elon ation ASTM D 4832 x 24 X 10 Puncture Stren th ASTM D 4833 kN Ibe 0.40 90 Mullis, Bunt S'trm th ASTM D 3788 kPa s: 3097 450 Tro aid tear Stronath ASTM D 4533 kN Ube) 0.51 113 X 0.33 75 W Rgist4nea ASTM D 4355 x 90 Apoor"t OpqMn g Size ASTM D 4751 Mm US Std Sieve 0.425 40 Flow Rate ASTM D 4491 1 min m ai min ft 5907 143 PemniHlvl ASTM D 4491 Sae 2.1 -Note: All Dandy Socks- can be ordered with our optional oil absorbent pillows DETAIL OF INLET SEDIMENT CONTROL DEVICE DANDY SACK SPECIFICATION VELCRO �LOSURE NOTE THE DANDY BAG® WILL BE Y►NDNACIUM IN THE 11724- FROM A WitOYEN MONORLAMENT FABRIC THAT MEETS OR EXCEEDS THE FOLLOWING SPE09CATIOIS: HI -FLOW DANDY BAG* (SAFM ORANGE) DANDY CURB BAG'' STORM SEWER OVERFLOW GRATE GAP COMPLETELY COVERED BY CURB AND HI -FLOW GUTTER INLET FABRIC M4chanical Properties Test Method Unite MARV Grab Tensile Siren th ASTM D 4632 kN Ibs 1.82 385 X 0.89 200 Grob Tensile 17on ation ASTM D 4632 % 24 X 10 Puncture Strength ASTM 0 4833 kN Ibs 0.40 90 Mullen Buret Siren th AMU D 3786 kPa sf 3097 450 Tmp,Z.id Taar Stan th ASTM D 4,533 kN Qbs) 0.51 (1151 X 0.33 75 W Reslstenoe ASTM D 4355 x 90 Ap-Ml Opening Size ASTAt D 4751 Mm US Std Sieve 0.425 40 Flew Rata ASTM 0 4441 1 min m al min Tt 5907 145 Permftttvi ASTM 0 4491 I Ssa -' 2.1 'Note: All Dandy Bags® can be ordered with our optional oil absorbent pillows NOTE THE DANDY CURB BAG- MILL BE MANWACTUBXD IN TO U g k FROM A MOLEN MONOPLAMENT FABRIC THAT MEETS OR E7fCFADS THE FOLLOWING SPEOFICATIONS: DANDY CURB BAG- (SAFETY GRANGE) Alechonlcol Properties Test Method Units MARV Grob Tensile Strength ASTM 0 4632 kN Ibe 1.62 385 X 0.89 200 Grab Tensfle EJen etion ASTM 0 4632 X 24 X 10 Puncture Sttenath ASTM D 4833 kN Ibs 0.40 90 Mullen Buret StreNth ASTM D 3786 kPa si 3097 450 Tro zoid Tear Siren th ASTM D 4533 kN Ibs 0.51 115 X 0.33 75 W Reelstence ASTM 0 4355 x 90 rant 0 Nn $ize ASTM D 4751 Mm US Std Steve 0.423 40 Flow Rate ASTM 04491 1 mIn m al min tt 5907 145 pemrrifttjv ftv I ASTM 0 4491 1 Sec-' 2.1 *Note: All Dandy Curb Bagsry can be ordered with our optional oil absorbents LIFTING ' t STRAPS '' ` CURB FILTER LOW PROFILE WITH GUTTER FOR SAFETY AND CURB APPEAL DETAIL OF CURB INLET SEDIMENT CONTROL DEVICE WITH CURB FILTER DANDY CURB BAG SPECIFICATION NOTE THE DANDY SACK- MLL BE YAMLICTDM IN TU US.& FROM A MONEN MONOFILAMENT FABRIC THAT MEETS OR EY=S THE FOLLOWING SPEQFICATIOFISS DANDY POP* (BLACK k SAFETY ORANGE) Mechanioal Properties Test Method Units MARV Grab Tensile Strength ASTM D 4632 kN the 1.62_Q65) X 0.89 200 Grab Tensile Elcrtgotian ASTM D 4632 x 24 X 10 Puncture Sinn th ASTM D 4833 kN Ibe tl,40 90 Mullen Bunt Stan lh ASTM D 3786 Wo C P e1 3097 450 Tro zoid Teor Stro p th ASTM 0 43 33 kN IDs 0.51 115 X 0.33 75 W Resistance ASTM 0 4355 x 90 Want O nfn Sfze ASTM D 4751 Mm US Std Sieve 0.425 40 Flor Rata ASTM 04491 T min m al M1.1/ft') 5907 145 Pemnitth'i ASTM D 4491 Sec- 2.1 *Note: All Dondy Pops® can be ordered with our optional oil absorbent pillows DANDY BAGO STORM SEWER GRATE . ' HIGH NOTES: r ti ' srRENGTH VELCRO *OR APPROVED EQUAL � Z 'Ii:rU r CIOSIIAE STORY SERER GRATE Ll]?IRIG STRAPS _ .r _ ?+ - DETAIL OF INLET SEDnMT CONTROL DEVICE L, ✓� ( ; DETAIL OF INLET SEDIMENT CONTROL DEVICE DANDY POP SPECIFICATION DANDY BAG SPECIFICATIONS o. BY DATE REVISION DATE 1/12/2010 DEPARTMENT OF PUBLIC WORKS DIVISION CONSTRUCTION BMPTS STANDARD DRAWN RSC ® CIVIL CHECKED RAN CITY OF SOUTH BEND, INDIANA ❑ TRAFFIC APRVD C.P.L. ❑ WATER SHEET NO. ES-2 SCALE ❑ WASTE WATER NONE ❑ WATER PUMP DANDY CURB SACK" STORM CUM RB OPSMG L[[tl' STRAPS CURB REINFORCED FII TER CORNERS OPTIONAL OUTFLOW PORTS WAGEABLE 2 FOOT UPPING T1'RAPS NOTE: THE DANDY CURB SACK -WILL BE YANUPACTOBSD IN TU U.S.A. FROM A WOVEN MONOPILAMENT FABRIC THAT MEETS OR EXCEEDS THE FOLLOWING SPECIRCA1ION3 REGULAR FLOW DANDY CURB SAO<- (BLAO() Mechanical Properties Test Method Units MARY Tensile S[ren th ASTM D 4632 kN Iba 1,78 400 x 1.40 315 Tensile Elon atlon ASTM D 4632 x 75 x 15 netura Stren h ASTM D 4833 kN Ibs 0.67 750 n Burst Strength ASTM D 3786 kPO si 5506 800 zoitl Tear 5tron th RT- ASTM D 4533 kN Ihs 0.67 150 x 0.73 165 V Resistance ASTM D 4355 x 90 0 nln Size ASTM D 4751 Mm US Std Sieve 0.425 40 Flow Rate V ASTM 0 4491 1 min m al min it 2852 70 flermittIvity ASTM D 4491 Sea" 0.90 HI -FLOW DANDY CURB SAO(- (SAFETY ORANGE) Mechanical Properties Test Method Units MARV Grob Tensile Strength AST1A D 4632 kN (Ibe) 1.62 365 X 0.69 200 Grob Tensile Elon ation ASTM D 4832 x 24 X 10 Puncture Stren th ASTM D 4833 kN Obs) 0.40 90 Mullen Burst Strength ASTM D 3786 kPa sl 3097 450 Trapezoid Tear Strength ASTM D 4533 kN Obs) 0.51 115 X 0.33 75 UY Resistance ASTIA D 4355 x 90 Apparent Opening Size ASTM D 4751 Mm US Std Sieve 0.425 40 Flew Rate I ASTM D 4491 1 min m al min it 5907 745 P.rnnittivity 1 A57M D 4491 Sac"' 2.1 *Note: All Dandy Sacksa' can be ordered with our optional oil absorbent pillows DETAIL. OF INLET SEDrONT CONTROL DEVICE 1RTH CURB FILTER DANDY CURB SACK SPECIFICATION FILTEREC WATER PUMP DISCHARGE HOSE D2 DEWATERING BAG TIE DOWN STRAP DEWATERING BAG AND PUMP SIZE CHART I 6'X 6', 1 C' X 15', AND '5'X 15' ....... .............................2 TO 3" PUMP 1 S' X 25'. . ....... ............ ......... - ...... .. .. .......................... 41 PUMP 15' X 35' ......................................... .............................5" PUMP CUSTOM SIZES AVAILABLE FOR LONG TERM OR SPECAILTY APPLICATIONS D2 CMTQala ISAO- Mschenloal Prapertlp Tat MetheC un Its MARV Gm T 1. D 4632 Ni (lb.) 0.9 x 0.9 205 Gab eM`N 0 44032 R 60 x 400 nehxe D 4a33 m o.e6 170 MU1Mn ASTM D 3768 Id'0 2616 360 T ear A59M D NR ror 0. 6o X D _m (ao W ReeletrnGa ANN 0 43M x 70 Size ASTtI D 4751 kkn VS Std Skwe 0.160 60 Flee Rah A51M 4491 t min m In fl 7666 9e Paren;tUvity I ASfM D 4491 Sao 1.2 INSTALLATION AND MAINTENANCE GUIDELINES INSTALLATION: PLACE LIFTING STRAPS (NOT INCLUDED) UNDER THE UNIT TO FACILITATE REMOVAL AFTER USE. JNFOLD D2 DEWATERING BAG ON A STABILIZED AREA OVER DENSE VEGETATION, STRAW OR OTHER COVER. PLACE BAG OVER OPEN GRADED STONE, SUCH AS INDOT #2 GRAVEL, TO ACHIEVE MAXIMUM FILTRATION AND DRAINAGE, INSERT DISCHARGE HOSE FROM PUMP INTO D2 DEWATERING BAG A MINIMUM OF SIX INCHES AND TIGHTLY SECURE WITH THE ATTACHED STRAP TO PREVENT WATER FROM FLOWING OUT OF THE UNIT WITHOUT BEING FILTERED. IF USING OPTIONAL ABSORBENTS, PLACE ABSORBENT BOOM INTO THE D2 DEWATERING BAG. CLIP ABSORBENT BOOM TO TETHER PROVIDED INSIDE THE UNIT, MAINTENANCE: REPLACE THE UNIT WHEN X FULL OF SEDIMENT OR WHEN SEDIMENT HAS REDUCED THE FLOW RATE OF THE PUMP DISCHARGE TO AN IMPRACTICAL RATE. IF USING OPTIONAL OIL ABSORBENTS: REMOVE AND REPLACE ABSORBENT WHEN NEAR SATURATION. D2 DEWATERING BAG SPECIFICATION BY DATE REVISION DATE 1/12/2010 DRAWN RSG CHECKED RAN APRVD C.P.L. SCALE CURB OPENiNG—\ DANDY CURB'S WITHOUT GRATE GAP AGGREGATE POUCH MANHOLE MOTE T tE DANDY CJRSe WILL BE YLKINAOMM IN Tn OS.L FROM A WAN MOtOFILAMENT FABRC THAT MEETS OR Dz=$ THE FOLLOMING SP07FICAn0N5,' DANDY CURB - ( SAPETY ORANGE) Meeh0niC01 Properties Test Method Units MARY Grab Tensile Seen ASTM ❑ 4632 kN Ibs 1.62 365 X 0.89 2D0 Omb Tensile Qon atlon ASf1A D 48J2 x 24 X 10 Puncture strsn th A51M D 4833 NN Ibs 0.40 90 rlullen Burst StmraW ASTM D 3768 kPa 3097 45a Tre zoid Teor Stron th A5TM D 4533 kN Ibs 0.51 113 X 0.33 75 W Resistants ASTM D 4335 x 90 not 0 IrIo Size ASTM D 47-I Mm Us "' Srove 0.423 40 Flaw Rob ASTM D 4491 f min m al min I 5907 t45 Paren;tUvity I ASTM D 4491 see"' 2.1 'Note: All Dandy CurbsTM can be ordered with our optional oil absorbents CURB FILTER DETAIL OF CURB INLET SEDIIIIIENT CONTROL DEVICE WM CURB FILTER DANDY CURB SPECIFICATION 1F x1s-x,s' SIDE VIEW HARDrVOOO STAKES AT 3'- C Cl C EAON SICE SECURE .i-- 10.25'D1A I" O'd ROPE KAM 8`, " is OR 2 ' DIAMETER D25 LB 'CO . FT. OIR LOG WITH POLY OR C IR NET FOR 5ECIMENT C TROL V ¢� /��` /��� END VIEW L� �AP TOP VIEW �P D2 COIR LOG DITCH CHECK FOR SEDIMENT AND ENERGY CONTROL 006 DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA DIVISION CIVIL ❑ TRAFFIC CONSTRUCTION BMP'S ❑ WATER ❑ WASTE WATER NOTES: *OR APPROVED EQUAL STANDARD DRAWING SHEET NO. ES -3 BURY COIR MAT IN ANCHOR TRENCH AT ANY CREST OR TOE OF SLOPE. ANCHOR TRENCH ALSO TO BE USED AT ANY COIR MAT PERIMETER SUBJECT TO WATER FLOW, I�i�lll -III =1 ECB /TRM /COIR MAT OVERLAP DETAIL TERMINAL ENDS OF SC -250 BURRED IN 12" ANCHOR TRENCH AT TOP AND BOTTOM OF SLOPE. NOTE: ALL ANCHOR TRENCHES AND OVERLAPS SHALL BE 4" TO 12" AS REQUIRED BY SITE SPECIFIC CONDITIONS, STAPLES AT ANCHOR TRENCHES AND OVERLAPS SHALL BE PLACED 4" TO 8" ON CENTER IN ONE TO THREE ROWS AS REQUIRED BY SITE SPECIFIC CONDITIONS. -SIDE TO SIDE OR END TO END OVERLAP SHALL BE IN THE DIRECTION OF WATER FLOW SIDE TO SIDE OR END TO END OVERLAP SHALL BE IN THE DIRECTION OF WATER FLOW 0 0 SILT FENCE 3' HIGH FLOW BELT STRAND REINFORCED GRAY NONWOVEN Or OC SPECIFICATION 090311 DESCRIPTION: SILT FENCE THIGH FLOW BELT STRAND REINFORCED GRAY NON -WOVEN 0 OC SHALL CONSIST OF FOUR PARTS: 1. SILT FENCE V HIGH FLOW BELT STRAND REINFORCED GRAY NON -WOVEN GEOTEXTILE SHALL BE A 39 Y2" NON -WOVEN FILTER FABRIC MACHINE PRODUCED FROM 10D% POLYPROPYLENE. GEOTEXTILE SHOULD BE DESIGNED SPECIFICALLTY TO RETAIN SEDIMENT AND REMAIN HIGHLY PERMEABLE TO WATER. DESIRED CHARACTERISTICS INCLUDE SMALL PORE SIZE, HIGH U.V. RESISTANCE, HIGH PERMITTIVITY, AND A HIGH PERCENT OPEN AREA. 2. FULL 2'X 2" X 43" HARDWOOD STAKE WITH A SHARPENED POINT 3, NOMINAL X" X 2'X 25 Y'HARDWOOD LATH 4. 11" OS16 STAPLES GEOTEXTILE PROPERTIES SILT FENCE THIGH FLOW BELT STRAND REINFORCEDGRAY NON -WOVEN S' OC: MECHAHICAU DESCRIPTIONIMINIMUM PHYSICAL PROPERTIES AVERAGE ROLL VALUES TEST METHOD STRUCTURE NON -WOVEN REINFORCEMENT BELT STRAND SCRIM POLYMER POLYPROPYLENE MASS PER UNIT AREA 5,2 auaq yd. AS7M 03776 GRAB TENSILE STRENGTH MD 20Tty, ASTM D4632 GRAB TENSILE STRENGTH CD 223lbs. ASTM D463.1 GRAB ELONGATION MD 58% ASTM 04532 GRAB ELONGATION CD 59% ASTM D4632 TRAP TEAR MD X CO 81 Ibs, X 75 lbs. ASTM D4533 MULLEN BURST STRENGTH 340 pal ASTM D3786 PUNCTURE RESISTANCE 9916. ASTM D4833 WATER FLOW RATE 192 gpmfaq.6. ASTM D4491 PERMITTIVITY 2.60 pet sw. ASTM D4491 ADS (U S. SIEVE) 460 SIEVE ASTM D4751 COLOR Gray ASSEMBLY: SILT FENCE X HIGH FLOW BELT STRAND REINFORCED GRAY NON -WOVEN 6! CC GEOTEXTILE SHALL BE ATTACHED TO HARDWOOD STAKES WITH HARDWOOD LATHS AND SECURED WITH FIVE 1 X" STAPLES. HARDWOOD STAKES SHALL BE 6' IN CENTER. THE BOTTOM 14 Yt "OF FABRIC SHALL BE LEFTUNSECURED TOALLOW FOR ENTRENCHMENT. PREPARATIONIINSTALLATIOM: CREATE A 6" DEEP TRENCH ALONG PROPOSED FENCE LINE, DRIVE THE STAKES INTO THE TRENCH 8 -12" OR UNTIL SECURE. BE SURE TO STRECH FABRIC TAUT WHEN DRIVING STAKES, 5TAKES MUST EE INSTALLED ON THE DOWNH ILL OR DOWNSTREAM SIDE OF FENCE. DRAPE LOOSE END OF GEOTEXTILE INTO TRENCH, THEM BACKF ILL AND COMPACT SOIL ON BOTH SUDES. AVAILABLE: D2 Land 6 Water Resource, INC, 2600 Bloyd Ave. Indlarepclis, IN 46218. SILT FENCE AT THE WATERLINE SPECIFICATION AND INSTALLATION DETAIL SEDIMENT STOP PLACED ON CONTOUR AND SPACED AT 7.5' SILT FENCE 3' HIGH FLOW BELT STRAND REINFORCED GRAY NON -WOVEN 6' CC SPECIFICATION 090311 INTERVALS. SEDIMENT STOP SECURED WITH 24" X 24" X 24° DESCRIPTION: SILT FENCE S HIGH FLOW BELT STRAND REINFORCED GRAY NON -WOVEN 8' OC SHALL HARDWOOD STAKES AT 3' O,C, CONSIST OF FOUR PARTS: 1. SILT FENCE THIGH FLOW BELT STRAND REINFORCED GRAY NONWOVEN GEOTEXTILE SHALL BE A 30S NON -WOVEN FILTER FABRIC MACHINE PRODUCED FROM 100% POLYPROPYLENE. GEOTEXTILE SHOULD BE DESIGNED SPECIFICALLTY TO RETAIN SEDIMENTAND REMAIN HIGHLY PERMEABLE TO _ WATER, DESIRED CHARACTERISTICS INCLUDE SMALL PORE SIZE, HIGH U.V. RESISTANCE, HIGH PERMITTIVITY, AND A HIGH PERCENT OPEN AREA _ ' WITH A SHARPENED POINT -- 3. NOMINAL " X 2'X 25 }S' HARDWOOD LATH X 1 4. 1.5" GS 16 STAPLES — f SC -250 OVER NATIVE SEED. SC -250 SECURED WITH 12 " EGA. GEOTEXTILE PROPERTIES SILT FENCE THIGH FLOW BELT STRAND REINFORCEDGRAY NONWOVEN 6' OC: ' LOOSE STAPLES AT RATE OF STAPLE PATTERN "E" WITH MECHANICAU ONRL M BEEDEIAEB q ADDITIONAL STAPLES AS NECESSARY TO ENSURE INTIMATE VALUES PHYSICAL PROPERTIES AVERAGE ROLL VALUES TEST METHOD sar sSNCE PHYSICAL AVERAGE d01Nr 0ErAE INTOE, ���� CONTACT BETWEEN SC -250 AND UNDERLYING SOILS. STRUCTURE NON-WOVEN I REINFORCEMENT BELT STRAND SCRIM _ 1 POLYMER POLYPROPYLENE MASS PER UNIT AREA 5.207/sq.y4. ASTM 03778 GRAB TENSILE STRENGTH MD 297lbs. ASTM D4632 I! 11 rr GRAB TENSILE STRENGTH CD 2231bs. ASTM 04832 GRAS ELONGATION MO 58% ASTM 04632 ~ GRAS ELONGATION �• RAP TEAR MD X CD D 811llebs. X 75 Ibs ASTM D4533 JJr 1 MULLEN BURST STRENGTH 340 psi ASTM D3786 \ PUNCTURE RESISTANCE 991bs ASTM D4633 r iii jj r WATER FLOW RATE 1929P5q.R. ASTM 04491 r� PERMITTIVITY 2.86 per sec. ASTM 04491 ' f1 ff�J ADS (U.S. SIEVE) 460 SIEVE ASTM 04761 COLOR Gray — r I �..1 "� `•� ASSEMBLY: SILT FENCE THIGH FLOW BELT STRAND REINFORCED GRAY NON -WOVEN TOC GEOTEXTILE SHALL BE ATTACHED TO HARDWOOD STAKES WITH HARDWOOD LATHS �� AND SECURED WITH FIVE 1 %" STAPLES. HARDWOOD STAKES SHALL SE V IN CENTER. " TO FOR SILT FENCE JOINT DETAIL rr I JJ THE BOTTOM 14M OF FABRIC SHALL BE LEFT UNSECURED ALLOW ENTRENCHMENT. SILT FENCE'A" ,. T' I t' ��•P •� �,Y t 77 �rrr f PREPARATIONRNSTAILATION: �,�.'rir f '••� ,1M4p +1 II CREATE A 8" DEEP TRENCH ALONG PROPOSED FENCE LINE DRIVE THE STAKES INTO THE TRENCH 8-12" OR UNTIL SECURE. BE SURE TO 67RECH FABRIC TAUT WHEN DRIVING STAKES, L L} MFABRICTO BE WRAPPED 1` 1 STAKES MUST BE INSTALLED ON THE DOWNHILL OR DOWNSTREAM SIDE OF PENCE. DRAPE LOOSE END OF GEOTEXTILE INTO TRENCH, THEN SACKFILL AND COMPACT SOIL ON BOTH SUDES. OUnb vosT f B" L +_ CIF �I r� 1 AVAILABLE: D2 Land & Water Resoun:e, INC. 2600 Sloyd Ave. Indianapolis, IN 48218, SILT FENCE SPECIFICATION NOTES: .,.,' /� SEDIMENT STOP APPLICATION 001 AND INSTALLATION OR APPROVED EQUAL f f' o. BY DATE REVISION DATE 1/12/2010 DEPARTMENT 0 F PUBLIC WORKS DIVISION CONSTRUCTION BMP'S STANDARD DRAWING DRAWN RSG CHECKED RAN CITY OF SOUTH BEND, N D ANA El TRAFFIC APRVD C.P.L. SHEET N0, ES -4 SCALE ❑WASTE WATER NnNF n NOTE: CONSTRUCTION SEQUENCE 1, DRIVE 2" X 2" X 48' HARDWOOD STAKES 2.1 SLOPE 2. CREATE 1.0' DEEP KEYWAY FOR ROCK 3. PLACE FABRIC IN KEYWAY; DRAPE FABRIC OVER STAKE FOR CONSTRUCTION 4, PLACE ROCK 5. TRIM EXCESS FABRIC, 2:1 SLOPE NOTE: EACH SOIL LIFT IS MADE BY FIRST LAYING THE EXTERIOR AND INTERIOR NETS DOWN AND OVER A COIR LOG OR OTHER 17EM TO FORM THE FACE, PLACING AND COMPACTING THE INFILL IN 8" LIFTS, AND FINALLY FOLDING THE NETS OVER THE INFILL. NUMBER OF SOIL LIFTS, EXTERIOR AND INTERIOR NETS, SIZE 0•12SBN OVER NATIVE AND DIAMETER OF D2 COIR LOG SHALL BE CHOSEN TO MEET SEEDS WITH W STAPLES SPECIFIC SITE CHARACTERISTICS. N.P. 1926 AT PATTERN'E" RATE n Yi1Y Ay� 12" SOIL LIFTS MATH ? i D2COIRMAT9OD EXTERIOR NET 8 C12SBN INTERIOR NET 'o, —,A 416LOPE bu ( IROI N POLYPROPYLENE NET EXTERIOR ESHAPEtREGRADE EXISTING BANK, PREPARE SOIL SEEDBED. AND CREATE N.P. 1976 BEAT FOR COIR LOG SCALE 0.5" - 1.01 D2 VCL FILL SLOPE ss , 2X2•X48 "HA c� STANDARD DETAIL 005 2' O,C. WITH 0.28" DIA. V ROPE LASHINO 4:1 SLOPE 02 COIR MAT OR OTHE R MAT OVER S 12 ". 18' OR 20' D291.81CUTT. VEGETATED NATIVE SEEDING, MAT, STAPLE TYPE, COIR LOG WITH KNOTLESS NET SPECIES STAPLE PATTERN AND SEEDS AS PER SPECIFICATION SPECIFIED TO MEET SITE D2 VCL FILL SLOPE REQUIREMENTS. STANDARD DETAIL 006 0 D2 VCL CUT SLOPE STANDARD DETAIL 004 �_ 1` / PFOPoSED aRMF ifXtSlix0 aA40E D2 VCL CUT SLOPE STANDARD DETAIL 005 BY I DATE I REVISION M COR WT, FS9 aR TRM [VBi INTNE 6EEDeq VAT, EM W TRM, VT Lli TYPE VAALE PATTERN Ma*.="s"Fr WTO IE£TSTTRFti'%R Wilt. soecleE PeasPE <I7wnre now.uu o�T, D2 COIR MAT, ECS OR TRIM OVER NATIVE SEEDING. MAT. £CB OR TRM . STAPLE TYPE, STAPLE PATTERN AND SEEDS AS SPECIFIED TO MEET SITE REQUIREMENTS. YFT 16" OR 20'D2 VEGETATED — CQIR LOG PER SPECIFICATIONS �eraEnn: SEa LACE EXTERIOR NET OF COIR LOG TO SACK GASIQN MESH CONTINUOUSLY WITH 0.25" DIA, INTER BRAI DE D NYLON ROPE, DATE 1/12/2010 DRAWN RSG CHECKED RAN APRVD C.P.L, SCALE MACCAFERRI PVC COATED SACK GABON 22'01A X 8' LONG SACK GABICN ROCKS RANGE BETWEEN 3" TO B" MIRAFI I 60 GEOTEXTILE TO BE PLACED IN TRENCH UNDER SACK GABICN AND 18" COIR LOG. EXISTING CREEK BED MIRAFI I8GN� D2 VCL FILL SLOPE STANDARD DETAIL 009 8' OR 12' D2 VEGETATED COIR LOG PER SPECIFICATIONS 2'X 2' X 38.70 48" HARDWOOD 57AKES AT 2'0.0 FRONT AND BACK: STAGGER STAKES TO ACCEPT 0.25' DIA. ROPE LASHING. OTHER ANCHOR SYSTEM MAY BE USED TO MEET SITE CONDITIONS. EMBANKMENT REINFORCEMENT TO BE TENSAR BX GEOGRID LACED CONTINUOUSLY TO EXTERIOR NET OF CQIR LOG. MINIMUM WIDTH OF BX GEOGRID TO BE S FEET BUT SHALL BE AS GREAT AS THE WIDTH OF THE FILL. VERTICAL SPACING BETWEEN LAYERS OF BX GEOGRID TO BE 12 TO 24 INCHES DEPARTMENT OF PUBIC WORKS CITY OF SOUTH BEND, INDIANA EXISTING GRADE DIVISION ® CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER NOTES: OR APPROVED EQUAL POST CONSTRUCTION BMP'S MIF.IN le0l V/4CE.4 G' 1P SOCK, TRIM EX. ^E �E FABRIC AF TER PLACEMENT OF ROCK 'DRIVE S' X 2' Y, be" HARDWOOD STAKES I. D'O. C. +Q1024 67 4,4`AIi1;1'TTi 01 Jb1J1T/ - k ��n i56S6 x TJ 57! ATE•�Oj= 1tY J, , STANDARD DRAWING SHEET NO. ES- 5 1_ PREPARE SOIL BEFORE INSTALLING BLANKETS. INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE WHEN USING CELL-O -SEED DO NOT SEED PREPARED AREA CR I -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN. 2. BEGIN AT THE TOP OF THE CHANNEL BY ANCHORING THE BLANKET IN A 6' (15cm) DEEP X 6- (15cm) WIDE TRENCH WITH APPROXIMATELY 12' 30cm OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH, ANCHOR THE BLANKET WITH A ROW OF AP S /STAKES APPROXIMATELY 12' (30cm) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12' (30cm) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES /STAKES SPACED APPROXIMATELY 12' (30cm) APART ACROSS THE WIDTH OF THE BLANKET. 3. ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES /STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING OPTIONAL DOT SYS�, STAPLES /STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYIf) WITH A 4' -6' (10cm -15cm) OVERLAP. USE A DOUBLE ROW OF STAPLES STAGGERED 4' (1D—) APART ANO 4' (10cm) ON CENTER TO SECURE BLANKETS, 5. FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES /STAKES APPROXIMATELY 12' (30cm) APART IN A 6' (15cm) DEEP X 6' (15cm) WIDE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. 6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2' -5" (5cm- 12.5cm) (DEPENDING ON BLANKET TYPE)) AND STAPLED. TO ENSURE PROPER SEAM ALIGNMENT, PLACE THE EDGE OF THE OVERIAPPING BLANKET (BLANKET BEING INSTALLED CN TOP) EVEN WITH THE COLORED SEAM STTTCH'ON THE BLANKET BEING OVERLAPPED. 7, IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9m -12m) INTERVALS. USE A DOUBLE ROW OF STAPLES STAGGERED 4' (10cm) APART AND 4' (10cm) ON CENTER DYER ENTIRE WIDTH OF THE CHANNEL 8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WTTH A ROW OF STAPLES /STAKES APPROXIMATELY 12' (30cm) APART IN A 6' (15cm) DEEP X 6' (15cm) WIDE TRENCH. RACKFILL AND COMPACT THE TRENCH AFTER STAPLING. A NCTE CRITICAL POINTS •HORIZONTAL STAPLE W STAG SHOULD BE ALTERED A_ OVERLAPS AND SEAMS C NECESSARY TD ALLOW STAPLES E SECURE THE B- PROJECTED WATER LINE CRITICAL POINTS ALONG THE CMNN0. SURFACE. A C. CHANNEL BOTTOM /SIDE •• IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE SLOPE VERTICES OR STAKE LENGTHS GREATER THAN 6' (15 cm)) MAY B BE NECESSARY TO PROPERLY ANCHOR THE BLANKETS, c CHANNEL INSTALLATION 1. FOR EASIER INSTALLATION, LONER WATER FROM LEVEL A TO LEVEL 8 BEFORE INSTALLATION 2. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF UM£, FERTILIZER, AND SEED NOTE: WHEN USING CELL -O -SEED, DO NOT SEED PREPARED AREA CEILL -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN. 1 BEGIN AT THE TOP OF THE SHORELINE BY ANCHORING THE BLANKET IN A 6' (15 CM) DEEP X 6' (15 CM) WIDE TRENCH WITH APPROXIMATELY 12- (30 CM) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12' (30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12' (30 CM) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES /STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE BLANKET. 4. ROLL BLANKETS EITHER (A) DOWN THE SHORELINE FOR LONG BANKS, (TOP TO BOTTOM) OR (B.) HORIZONTALLY ACROSS THE SHORELINE SLOPE. BLANKETS WALL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL SURFACE. AL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES /STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTDA', STAPLES /STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 5. THE EDGES OF ALL HORIZONTAL AND VERTICAL BLANKET SEAMS MUST BE STAPLED WITH APPROXIMATELY 2' - 5' (5 CM - 12.5 CM) OVERLAP. NOTE: SEAM OVERLAP SHOULD BE SHINGLED ACCORDING TO PREDOMINANT EROSIVE ACTION. 6. THE EDGE OF THE BLANKET AT OR BELOW NORMAL WATER LEVEL MUST BE ANCHORED BY PLACING THE BLANKET IN A 12' (30 CM) DEEP X 6' (15 CM) WIDE ANCHOR TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES /STAKES SPACED APPROXIMATELY 12' (30 CM) APART IN THE TRENCH. 11400ILL AND COMPACT THE TRENCH AFTER STAPLING (STONE OR SOIL MAY BE USED AS SACK U-) NOTE: IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6' (15 CM) MAY BE NECESSARY TO PROPERLY ANCHOR THE BLANKETS. SHORELINE INSTALLATION (30 CM) ow-12's KM) J 1, PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: WHEN USING CELL-O -SEED DO NOT SEED PREPARED AREA. CELL -O -SEED MUST BE INSTALLED WITH PAPER SIDE DOWN. 2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6' (15 CM DEEP X 6' (15 CM WIDE TRENCH WITH APPROXIMATELY 12' (30cm) OF BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES /STAKES APPROXIMATELY 12' (30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12' (30 CM) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF STAPLES /STAKES SPACED APPROXIMATELY 12' (30 CM) APART ACROSS THE WIDTH OF THE BLANKET_ 3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE RAPE BLANKETS WILL UNROLL WITH APPROPRIATE S1DE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLAC`NG STAPLES /STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM STAPLES /STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. 4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2' - 5' (5 CM - 12.5 CM) OVERLAP DEPENDING ON BLANKET TYPE. 5, CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE S7y-E) WITH AN APPROXIMATE J' (7.5 CM) OVERLAP. STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12' (30 CM) APART ACROSS ENTIRE BLANKET WI 7H, NOTE: IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6' (t5 CW) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS. SLOPE INSTALLATION NOTES: *OR APPROVED EQUAL �A1LnTlt�ruu.rr s' G,tST c +w ,4• . { W�• 15VO TAT E OF ' /f iL , tr3 .YOf AE4 \ o. BY I DATE REVISION DATE 1/12/2010 li DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA DIVISION POST CONSTRUCTION MIS DRAWING CHECKED RAN TRAFFIC APRVD C.P.L. ❑ WATER SHEET NO. ES-6 SCALE ❑ WASTE WATER NInNF F-1 BY I DATE 1. 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Th. tarn+,.! wd of w FMCP1 tout W -h..a .Rh o ton of . tap. /.taus appe,lm. 12' (W am) apart N a a' (15 an) damp x a' (15 em) wd. bwtdt, 0ucilil add teimpaal w a..h ew ■w Ping. moos= ha/mn(d ■cep. epocing WwW be aharad If m-ary in allow rtopis to -um w wklcal pdnb al rV w 4twnnr *.Mesa In WIM all a.dlbom, w Ml of dopy a *lobo IrQ11, anablr Nom a' (15 am) rtay be h—cry to prop" adv w RECPa RECP & ROCK/ACB /CONCRETE INTERFACE REVISION DATE 1/12/2010 DRAWN RSG CHECKED RAN APRVD C.P.L. SCALE INSTALL BLANKETS USING APPROPRIATE STAPLE PATTERN AND ACCORDING TO APPLICATION REQUIREMENTS (I.E. SLOPE, CHANNEL, OR SHORELINE). CUT AN 'k" PARALLEL TO PREDOMINANT FLOW DIRECTION THROUGH THE BLANKET USING SCISSORS OR UTILITY KNIFE, THE LENGTH OF CUTS SHOULD EXCEED THE DIAMETER OF THE PLANTS ROOT BALI. BY APPROXIMATELY 12" (30cm WITHOUT LIMITING PLANT PLACEMENT ACTMTIES (I.E. PLANT ROOT BALL EQUALS 6" (15cm) CUT "X' 18 (46cm) IN LENGTH). NOTE: IF PLANT ROOT BALL DOES NOT EXCEED 3' (8cm) IN DIAMETER THEN SIMPLY CUT A SINGLE CUT PARALLEL TO PREDOMINANT FLOW DIRECTION. THE CUT ONLY NEEDS TO EXCEED ROOT BALL DIAMETER BY APPROXIMATELY 6" (15cm). CAUTION: DO NOT PLACE EXCAVATED SOIL FROM PLANTING PROCESS ON BLANKET. THIS MAY RESULT IN DAMAGE TO THE BLANKET AND REDUCED EROSION CONTROL PERFORMANCE. 2. AFTER PLACING PLANT AND REPLACING PREVIOUSLY REMOVED SOIL FOLD FLAPS OF BLANKET SACK INTO PLACE. 3. STAPLE /STAKE CUTS CLOSED STARTING AS CLOSE TO THE PLANT STEM AS POSSIBLE AND CONTINUE PLACING STAPLES EVERY 6' (15cm) WORKING OUTWARDS (SEE PLAN VIEW ABOVE). 4, CONTINUE PLACING STAPLES ALONG SEAM UNTIL ALL CUTS HAVE BEEN SECURELY FASTENED CLOSED (SEE DIAGRAM ABOVE). NOTE: IN SOME INSTANCES ADDITIONAL BLANKET MAY BE REQUIRED TO PROTECT ALL EXPOSED SOIL DUE TO MOUNDING ASSOCIATED WITH PLANTS ROOT BALL INSTALLATION. LIVE PLANT INSTALLATION THROUGH RECPS DEPARTMENT OF PUBLIC WORKS C TY OF SOUTH BEND, IND ANA NOTES; *OR APPROVED EQUAL DIVISION El T VILFIC POST CONSTRUCTION OP'S ❑ WATER ❑ WASTE WATER yyya;lta!11tr!rfrr rr, T,,5.i, >F C - P- /Jin,rfl3F STANDARD DRAWING SHEET NO. ES- 7 24 " — #4 rebar 0 3' —\ CENTER TO CENTER 1 ' —O" � 1/4"R �. �„ ° b 4 � D � 8 12 ' D 2' -0„ COMBINATION CURB & GUTTER TYPE A SAW CUT BY NOTE: CONTRACTOR ELIMINATE #4 REBAR IF ROADWAY IS ASPHALTIC CONCRETE OR MILL 1 I —1/2" EXPANSION JOINT (REFERENCE INDOT) -- 2" R " R GROOMED SURFACE 6„ 2'11 9 R RSG 1 11/18/11 8 R RSG 9 9/30/09 7 R RSG 1 1/22/08 6 J JRP 2 2/18/03 II rAI D ° D 7-1/2'J STANDARD CURB REVISED CONC, INALL ON OODRED CODE EDIT DIMENSIONS AND NOTES ADD 6" CURB EXPOSURE REVISION EDIT DIMENSIONS ON TYPE EVISED BORDER & TE? I 6" 2" 1 /4" R R� 22" MIN. d a d (UNIFORM)-6 v d d •d ,� d D d d a v e 4 d V. e d Q -11 D a _ a � 24 " — #4 rebar @ 3' CENTER TO CENTER 1/2" EXPANSION JOINT (REFERENCE INDOT) Z O N z CONCRETE INFILL (TO BE POURED i o SEPARATE FROM CURB) N J7-1/2"L MODIFIED COMBINATION CURB PLACED AS STANDARD CURB WITH SEPARATE POURED GUTTER. PLACE SURFACE 22" OUT FROM FACE OF CURB AT A DEPTH OF 1 1" OR CURB AND GUTTER CAN BE PLACED MONOLITHICALY. NOTE: 1. ALL CURB TO BE CONSTRUCTED OF CLASS "A" CONCRETE, 2. CONTROL JOINTS TO BE PLACED EVERY 10'. 3. EXPANSION JOINTS TO BE PLACED EVERY 80' OR AS SPECIFIED ON CONSTRUCTION DRAWINGS. DATE 7 -3 —B9 & B DRAWN EJL SIZE CHECKED TV APRVD CPL SCALE DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA 1' -1 1/2" 1/4"R \4 p p I f 14 0 o B„ d v ° ° r 2' -0$$ COMBINATION CURB & GUTTER TYPE B NOTF- ELIMINATE PINNING IF ROADWAY IS ASPHALTIC CONCRETE 6" MIN.—I r �"" ''_1 STANDARD HEADER NOTE: USED TO SEPARATE DISPARATE TYPES OF PAVEMENT ONLY DIVISION ® CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER CONCRETE CURB >�e >i,t44tstRtlrrr;o, A X59. � �,,•:�6 " STANDARD DRAWING SHEET N0, SC -1 CONCRETE CURB >�e >i,t44tstRtlrrr;o, A X59. � �,,•:�6 " STANDARD DRAWING SHEET N0, SC -1 FOR UTILITIES SOUTH & WEST SID APPURTENANCE 1' -Of9 WALK ARKWAY- 5'-0" MIN. 4" CCNC, GRASS 1/4" PER. 12" 114" PER 12 _I 11 -I I r f _ 19 z_ 0- o E T o s WATER M STANDARD DRAWING REFERENCE CURBS- SC- 1, PAVEMENT DESIGN- FLEXIBLE- SP- PAVEMENT THICKNESS- MIN- SP -2. DRIVEWAYS- SW- 1. SIDEWALKS- SW- 1. BY DATE REVISION DATE 7 -11 -89 DRW 2/93 DRAWN EJL DM 5/1 O 00 CHECKED TV HK 13/22/011 JAPRVD CPL .=D k t f'7R /111 I Qnticrn RnQnM Re TEXT 'Wr I SCALE FOR UTILITIES NORTH & EAST SIDE PAVEMENT & CURB IN ACCORDANCE WITH LATEST CITY STANDARDS APPURTENANCE —STANDARD CURB 1/2 SECTION CURB & GUTTER 1/2 SECTION PARKWAY WALK ,_0e 14' -0" MIN, 14' -0" MIN, 5' -D" MIN, 13'6" Mi 12' -0 MIN. 2' -0" 1/4" PER. 12" 4" CONC. w -�-- -- 1/4" PEER. 12' � GUTTER ELEV, TOP CURB ELEV. GUTTER ELEV. 3/16" PER PROFILE GRADE & 1'-- 0" � � TOP CURB ELEV. 3/16" PER 1' -D" 1 3' -0" 1�,T Dili ii T 1' -pll SUBGRADE .J ---0 STORM GAS SEWER SANITARY SEWER IF IN STREET, `�- GRADE AS RECD. f GRADE AS READ. NOTES: 1. WHERE FEASIBLE IT IS RECOMMENDED THAT PUBLIC UTILITIES BE INSTALLED BETWEEN THE BACK OF CURB AND BACK OF SIDEWALK, 2, RIGHT OF WAY WIDTH IN ACCORDANCE WITH THE APPROVED PLAT, BUT A MINIMUM OF 50' IS REQUIRED. 3. SIDEWALK WIDTH IS TO BE 5 FT. MINIMUM. CONCRETE SIDEWALK MAY BE INFILLED TO CURB IN COMMERCIAL ZONES. NO ASPHALT SHALL BE USED FOR INFILL. 4. MAXIMUM GRADIENT ON STREETS AND SIDEWALKS SHALL BE 5%, 8% ON COLLECTORS AND MINOR STREETS 5. MINIMUM GRADIENT SHALL BE NOT LESS THAN THREE - TENTHS (0.3) OF ONE (1) PERCENT AT GUTTER. DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA DIVISION CIVIL TRAFFIC WATER WASTE WATER MINOR STREET SECTION STANDARD DRAWING SHEET N0. SG -1 1' -0 n (FOR UTILITIES— SOUTH & WEST SIDE) — APPURTENANCE —WALK ARKWAY� 5' -0" MIN. 4" CONC. RASS- 4 PER. 12 1/4' PER. 12' 0 } WATER 5' -0" MIND STANDARD DRAWING REFERENCE CURBS- SC- 1. PAVEMENT DESIGN- FLEXIBLE -- SP- PAVEMENT THICKNESS- MIN- SP -2, DRIVEWAYS— SW— 1. SIDEWALKS— SW— 1. FOR UTILITIES— NORTH & EAST SID AVEMENT AND CURB IN ACCORDANCE WITH LATEST CITY STANDARDS: TANDARD CURB 1 20' -0'' 19' -6" 3/16" PER 1' -0 _.__ A�`�SUB —GRADE GUTTER 1/2 S EC TI 0 Nmf 3/16" PER 1' -0" SANITARY SEWER- IF IN STREET GRADE AS REQUIRED} APPURTENANCE -PARKWAY WALK 5' -0" MIN, --GRAS 4„ CONC. 4" PER, 12° 1 /4" P 1 ER. 12 Mvm.I - GUTTER ELEV. �>< TOP CURB ELEV. f o 7.7775. Ti �3'- 0 o '*'- GAS (9)— STORM SEWER GRADE AS REQUIRED} TES. 1. WHERE FEASIBLE IT IS RECOMMENDED THAT PUBLIC UTILITIES BE INSTALLED BETWEEN THE BACK OF CURB AND BACK OF SIDEWALK. 2, RIGHT OF WAY WIDTH IN ACCORDANCE WITH THE APPROVED PLAT, BUT A MINIMUM OF 50' IS REQUIRED, 3. SIDEWALK WIDTH IS TO BE 5 FT. MINIMUM. CONCRETE SIDEWALK MAY BE INFILLED TO CURB IN COMMERCIAL ZONES. NO ASPHALT SHALL BE USED FOR INFILL, 4. MAXIMUM GRADIENT ON STREETS AND SIDEWALKS SHALL BE 5 %, 8% ON COLLECTORS AND MINOR STREETS 5. MINIMUM GRADIENT SHALL BE NOT LESS THAN THREE — TENTHS (D,3) OF DNE (1) PERCENT AT GUTTER. ol BY DATE REVISION DATE 7 -14 -89 DEPARTMENT 0 F PUBLIC WORKS C CITY O 1 SOUTH BEND, INDIANA DIVISION COLLECTOR STREET SECTION STANDARD DRW 2/93 DRAWN IM CIVIL I DM 5 10 00 CHECKED TV TV ❑TRAFFIC HK 3 22 01 APRVD CPL ❑ WATER SHEET N0. S— JRP L/28/01 REVISED BORDER & TEXT SIZE SCALE ❑ WASTE WATER NONE f7 'A MAX. 1 2g 56' r r--12' -20' END OF E- i DAYS WORK TRAVEL DIRECTION 12' 1 NOTE: IF SPEED LIMIT IN EXCESS OF 35 M.P.H. TRANSVERSE JOINT SPACING TO BE RANDOMIZED AT INTERVALS OF 13- 19- 18--12 FT. (REPEAT) . IN 24 FT. THIS APPLIES ONLY TO NON- REINFORCED PAVEMENT, �_A SEAR CONSTRUCTION 13 MAX. 28' - 56' f - (SPACING (` PLAIN & .REINFORCED 18' A - EXPANSION JOINT WITH THICKENED EDGES OR EXPANSION JOINT WITH LOAD TRANSFER B - LONGITUDINAL CONSTRUCTION JOINT TO BE USED IN TYPE 1 PAVEMENT ONLY. C - TRANSVERSE JOINT D - TRANSVERSE CCNSTRUCTION JCINT TO BE USED AT END OF DAYS 'WORK E - LONGITUDINAL JOINT TO BE USED AT ALL TIMES EXCEPT IN TYPE I PAVEMENT NCTE 1 - MAXIMUM JOINT SPACING: LONGITUDINAL - 13 FEET TRANSVERSE - PLAIN AND REINFORCED 18 FE-7 2 - SEE STANDARD DRAWINGS SP -4 & SP -4A FOR TYPES OF JOINTS 3 - SEE STANDARD DRAWINGS SG -1 & SG -2 FOR PAVEMENT WIDTHS DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA CUL DE SAC FULLY PAVED DIVISION CIVIL JOINT LOCATION ❑ TRAFFIC ❑ WATER CONCRETE PAVEMENT ❑ WASTE WATER cr S'ATE CIF X171 H STANDARD DRAWING SHEET NO, SP--3 C U L OPEN DE SAC CENTER BY DATE REVISION DATE 7 -19 -89 D.M. 1D/gp DRAWN EJL H.K. 3/23/01 CHECKED TV JRP 11 /28/01 REVISED BORDER & TEXT SIZE APRVD CPL SCALE 1 2g 56' r r--12' -20' END OF E- i DAYS WORK TRAVEL DIRECTION 12' 1 NOTE: IF SPEED LIMIT IN EXCESS OF 35 M.P.H. TRANSVERSE JOINT SPACING TO BE RANDOMIZED AT INTERVALS OF 13- 19- 18--12 FT. (REPEAT) . IN 24 FT. THIS APPLIES ONLY TO NON- REINFORCED PAVEMENT, �_A SEAR CONSTRUCTION 13 MAX. 28' - 56' f - (SPACING (` PLAIN & .REINFORCED 18' A - EXPANSION JOINT WITH THICKENED EDGES OR EXPANSION JOINT WITH LOAD TRANSFER B - LONGITUDINAL CONSTRUCTION JOINT TO BE USED IN TYPE 1 PAVEMENT ONLY. C - TRANSVERSE JOINT D - TRANSVERSE CCNSTRUCTION JCINT TO BE USED AT END OF DAYS 'WORK E - LONGITUDINAL JOINT TO BE USED AT ALL TIMES EXCEPT IN TYPE I PAVEMENT NCTE 1 - MAXIMUM JOINT SPACING: LONGITUDINAL - 13 FEET TRANSVERSE - PLAIN AND REINFORCED 18 FE-7 2 - SEE STANDARD DRAWINGS SP -4 & SP -4A FOR TYPES OF JOINTS 3 - SEE STANDARD DRAWINGS SG -1 & SG -2 FOR PAVEMENT WIDTHS DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA CUL DE SAC FULLY PAVED DIVISION CIVIL JOINT LOCATION ❑ TRAFFIC ❑ WATER CONCRETE PAVEMENT ❑ WASTE WATER cr S'ATE CIF X171 H STANDARD DRAWING SHEET NO, SP--3 D + 2" 1/8 RADIUS NOTES: TYPE A EXPANSION JOINT FILL WITH JOINT SEALER EXPANSION JOINT FILLER p D 2. t TIE—BAR (EPDXY COATED) FERENCE INDOT D TYPE A- ALTERNATE EXPANSION JOINT 1/8" RADIUS —FILL WITH JOINT SEALER D D }2' D c BUTT JOINT FORMED BY TIE —BAR BULK HEAD (EPDXY COATED) TYPE C REFERENCE INDOT TRANSVERSE CONSTRUCTION JOINT BY I DATE REVISION DATE 8 -10 -89 D. P. /10/00 DRAWN EJL H.K. 3/23/01 CHECKED TV JP,P 11/28/01 REVISED BORDER & TEXT SIZE APRVD CPL SCALE BACKER ROD DIA. OR GREATER 1 — TRANSVERSE JOINTS SHALL BE CONSTRUCTED PERPENDICULAR TO THE CENTERLINE WITH A MAXIMUM SPACING OF 18' -0" UNLESS OTHERWISE SPECIFIED. 2 — FOR TRANSVERSE CONSTRUCTION JOINTS, THE INITIAL SAW CUT MAY BE ELIMINATED, L -1 SEALER z _ NO KEWAY IS TO BE USED ON ANY CONC, PAVEMENT REPLACEMENT. ca I INITIAL OUT ya, a SIL CONE JOINT SEALANT ntrtrsti '4L,t 11NUU1 TIE —BAR SIZES FOR LONGITUDINAL JOINT CONSTRUCTION PAVEMENT THICKNESS, D TIE —BAR SIZE SPACING LESS THAN 9" *5 3' -0" c/c — r D 3' -0" c/c a OR *7 a TYPE A EXPANSION JOINT FILL WITH JOINT SEALER EXPANSION JOINT FILLER p D 2. t TIE—BAR (EPDXY COATED) FERENCE INDOT D TYPE A- ALTERNATE EXPANSION JOINT 1/8" RADIUS —FILL WITH JOINT SEALER D D }2' D c BUTT JOINT FORMED BY TIE —BAR BULK HEAD (EPDXY COATED) TYPE C REFERENCE INDOT TRANSVERSE CONSTRUCTION JOINT BY I DATE REVISION DATE 8 -10 -89 D. P. /10/00 DRAWN EJL H.K. 3/23/01 CHECKED TV JP,P 11/28/01 REVISED BORDER & TEXT SIZE APRVD CPL SCALE BACKER ROD DIA. OR GREATER 1 — TRANSVERSE JOINTS SHALL BE CONSTRUCTED PERPENDICULAR TO THE CENTERLINE WITH A MAXIMUM SPACING OF 18' -0" UNLESS OTHERWISE SPECIFIED. 2 — FOR TRANSVERSE CONSTRUCTION JOINTS, THE INITIAL SAW CUT MAY BE ELIMINATED, L -1 SEALER z _ NO KEWAY IS TO BE USED ON ANY CONC, PAVEMENT REPLACEMENT. ca I INITIAL OUT ya, a SIL CONE JOINT SEALANT ntrtrsti '4L,t 11NUU1 TIE —BAR SIZES FOR LONGITUDINAL JOINT CONSTRUCTION PAVEMENT THICKNESS, D TIE —BAR SIZE SPACING LESS THAN 9" *5 3' -0" c/c 9" THROUGH 12" *6 3' -0" c/c GREATER THAN 12" OR *7 3, -0„ c/c DIVISION DEPARTMENT OF PUBLIC WORKS ❑ T AIFFIG ❑ WATER CITY OF SOUTH BEND, INDIANA ❑ WASTE WATER JOINTS CONCRETE PAVEMENT 4y� �y51tt.ID6i1ti / /�f�r� 'r STANDARD DRAWING SHEET NO. SP -4 BRICK PAVER PREPARATION: 1. REMOVE ORGANIC, UNSTABLE OR UNCONSOLIDATED MATERIAL FROM SITE, VERIFY CONFORMANCE OF SUBGRADE PREPARATION, COMPACTED DENSITY AND ELEVATIONS TO SPECIFIED REQUIREMENTS, 2. CLEAN AND RE —USE EXISTING STREET BRICK PAVERS REMOVED DURING SITE DEMOLITION REMAINING PAVERS NOT USED WILL BE RETURNED TO THE CITY. BRICK PAVER PREPARATION: 1. SPREAD BEDDING SAND EVENLY OVER CRUSHED STONE BASE COURSE AND SCREED RAILS. (SCREED TO 1 INCH THICKNESS) a. DO NOT SPREAD BEDDING SAND BEYOND AREA TO BE COVERED BY PAVERS THE SAME DAY. PRIOR TO RECOMMENCEMENT OF WORK, REMOVE, REPLACE AND RE— SCREED BEDDING SAND NOT COVERED WITH PAVERS THE PREVIOUS WORK DAY, b. DO NOT DISTURB SCREEDED SAND, RE— SCREED DISTURBED BEDDING SAND. 2. LAY PAVERS BY HAND IN PATTERN(S) SHOWN OR EXISTING LAYOUT. a. LAY FULL PAVERS FIRST. b, MIX PAVERS FROM AT LEAST TWO PALLETS TO PRODUCE UNIFORM COLOR BLENDS, 3, PROVIDE Y6 INCH TO 346 INCH WIDE JOINTS BETWEEN PAVERS. ADJUST PAVERS TO FORM STRAIGHT BOND LINES AND APPROPRIATE JOINT WIDTHS. MAXIMUM BOND LINE VARIATION SHALL BE + —_ INCH OVER A 50 FOOT STRING LINE. 4. FILL GAPS AT PAVED AREA EDGES WITH CUT PAVERS. a. CUT PAVERS SHALL NOT BE SMALLER THAN K (ONE— THIRD) OF A WHOLE PAVER EXCEPT WHERE PATTERN IS TO BE MAINTAINED AND A SMALLER PIECE ARE SURROUNDED BY A FULL PAVER AND CONCRETE BANDING. 5. DO NOT PERMIT TRAFFIC, INCLUDING CONSTRUCTION EQUIPMENT, ON PAVERS BEFORE INITIAL COMPACTION AND JOINT FILLING. DISTURBED AREAS OF PAVERS SHALL BE TAKEN UP, THE SAND RE— SCREEDED AND PAVERS RE —LAID. 6. VIBRATE PAVERS INTO SAND USING A HIGH FREQUENCY /LOW— AMPLITUDE PLATE COMPACTOR CAPABLE OF 3,000 Ibf TO 5,000 Ibf AT A 75 TO 100 Hz FREQUENCY. PROTECT PAVERS FROM CHIPPING DURING COMPACTION BY USING A RUBBER MATT, RUBBER. ROLLERS OR OTHER APPROVED MATERIALS PLACED OVER PAVERS. DO NOT COMPACT WITHIN 6 FEET OF UNRESTRAINED EDGES, REMOVE CRACKED OR DAMAGED PAVERS AND REPLACE WITH NEW UNITS. 7. AFTER PAVERS ARE FULLY SETTLED AND FREE FROM MOVEMENT SIMULTANEOUSLY SPREAD, SWEEP AND COMPACT DRY JOINTING SAND INTO JOINTS UNTIL THEY ARE COMPLETELY FILLED AND SAND NO LONGER FALLS INTO JOINTS. 8, PROTECT AREAS NOT COVERED WITH CUT AND COMPACTED PAVERS WITH WATERPROOF COVERING OVERNIGHT. BY ' DATE I REVISION I DATE 3 -23 -2007 DRAWN PSG CHECKED TV APRVD CPL SCALE STREET PAVERS COMPACTED SAND SETTING BED 1" MINIMUM COMPACTED #53 BASE COURSE, 12" MINIMUM rONCRFTF STREET DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, fND ANA DIVISION CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER L-- COMPACTED SUBGRADE BRICK PAVERS REPLACEMENT y.i�teli t ;AilrlrTr� /; _ e ATE OF I ASP STANDARD DRAWING SHEET NO. SP -5 CONCRETE PATCH CLEARED TO NEAREST JOINT CONCRETE PAVEMENTS SHALL BE SAWED TO THE FULL DEPTH FROM TOP OF CONCRETE. – TRENCH CUT 1j" MILLING OF HMA TO NEAREST LANE OR ASPHALT PAVEMENTS SHALL BE PATCHED WITH EDGE OF ROAD IN TRANSVERSE DIRECTION, MINIMUM 1 HMA SURFACE AND MINIMUM 61" AND 2 FEET PAST TRENCH CUT IN BOTH OF HMA BASE IN TWO LIFTS OR THICKNESS OF DIRECTIONS, LONGITUDINALLY EXISTING PAVEMENT WHICHEVER IS GREATER. CLEARED TO EAREST JOINT 11111 /1111111 HMA SURFACE EXISTING ASPHALT BITUMINOUS CRACKSEAL ' I � SEE BACKFILL SHEET WW -6 BRICK—/ 1 II-I Iall � I' I I I� HMA BASE–/ IIII111 1 2 DRW DM 2/93 5/10/00 CONCRETE CONCRETE PAVEMENT NOTES: 3/23/01 CLEAN SAWCUT BACKFILL OR 1. CONCRETE CLEARING AS PER 12/10/01 REVISED BORDER & TEXT SIZE SEE SHEET WW -6 5 PREVAILING SPECIFICATIONS 2/19/02 REVISED TRENCHING DETAIL APRVD CPL 12" MIN SECTION 1400.01 PAVEMENT 6 MIN. 12" TRENCH CUT ALL SIDES REPLACEMENT 18/11/15 SLOPES AS PER TRENCHING NONE BRICK SHALL BE REMOVED AND STOCKPILED, PRIOR 2. DEPTH OF CONCRETE PATCH POT HOLING DETAIL SAFETY POLICY NOT TO SCALE SHALL BE A MINIMUM OF 8" OR _ No. 10707546 - 29 CFR 1926.650, SUBPART P 4. A CONCRETE PATCH ON ASPHALT PVMT MAY BE - STATE THE SAME DEPTH AS ORIGINAL PAVEMENT WHICHEVER IS GREATER O� – EXCAVATION &TRENCHING �i6' MINr SCHEDULED TO BE CONCRETE PAVEMENT NOT TO SCALE GENERAL NOTES: 1. TEMPORARY PATCH: IF IT IS NOT POSSIBLE, DUE TO WEATHER CONDITIONS, FOR THE CONTRACTOR TO REPLACE THE PAVEMENT WITHIN 24 HOURS FOLLOWING BACKFILLING OF CUT, A COARSE AGGREGATE BASE 8" THICK AND A COLD ASPHALTIC SURFACE OF 4" SHALL BE APPLIED AND MAINTAINED AS A TEMPORARY PATCH UNTIL PERMANENT REPAIRS CAN BE MADE. WHEN TEMPERATURE FALLS BELOW 50' WITHIN 72 HOUR CURE TIME, CONCRETE TO BE USED SHALL BE 7 BAG W/ 2% CALCIUM CHLORIDE. SUCH TEMPORARY PATCHES SHALL BE REPLACED WITH PERMANENT REPAIRS NO LATER THAN JUNE 1 OF THE FOLLOWING YEAR. 2. ALL UTILITIES MUST BE LOCATED PRIOR TO MAKING PAVEMENT CUT. o.1 BY I DATE REVISION DATE 7 -21 -89 1 2 DRW DM 2/93 5/10/00 3 HK 3/23/01 ° A. ° DRAWN EJL 4 JRP 12/10/01 REVISED BORDER & TEXT SIZE CHECKED TV 5 JRP 2/19/02 REVISED TRENCHING DETAIL APRVD CPL 6 JRP 3/21/02 REVISED BACKFILL NOTE SCALE 7 PCK 18/11/15 SEPARATED PAVEMENT TYPES NONE 1 "" MIN. HMA SURFACE IF ASPHALT PAVEMENT APPLIED OVER TACK COAT /BINDER --{ c F -12" MIN ALL SIDES 1 II 4 I hI 11=1 11-RI I_� d ASPHALT PAVEMENT a NOT TO SCALE ° A. ° ASPHALT PAVEMENT NOTES: 1. DEPTH OF ASPHALT PATCH SHALL BE A MINIMUM a OF 8" OR THE SAME DEPTH AS ORIGINAL 4 PAVEMENT WHICHEVER IS GREATER 4 2. NO REINFORCING MESH BRICK PVMT. SHALL BE REPLACED WITH BRICK. USE ASPHALT PATCH. C CONCRET 3. WHEN EXCAVATING BRICK PAVEMENT, THE EXISTING BRICK SHALL BE REMOVED AND STOCKPILED, PRIOR `QQ`,,.G`sTFgF POT HOLING DETAIL TO EXCAVATION. SAID BRICK SHALL THEN BE USED NOT TO SCALE FOR PAVEMENT REPLACEMENT. _ No. 10707546 - 4. A CONCRETE PATCH ON ASPHALT PVMT MAY BE - STATE POT HOLING NOTES: ALLOWED BY THE CITY ENGINEER IF THE ROAD IS REHABILITATED IN THE NEAR' ' OF �'•• �NOIANQ:•��,�.�� 1. MAXIMUM POT HOLE DIAMETER OF 2 FEET, SCHEDULED TO BE OTHERWISE, ASPHALT OR CONCRETE PAVEMENT CUT REPAIRS APPLY. FUTURE OR OTHER LIKE CIRCUMSTANCES. DIVISION DEPARTMENT OF PUBLIC WORKS ®CIVIL PAVEMENT STANDARD ❑ TRAFFIC DRAWING [:1 WATER UTILITY CUT SHEET NO. CITY OF SOUTH BEND, INDIANA ❑ WASTE WATER REPAIRS SR -1 SLOPE 1 /4 " /FT TOWARD CURB IE 5' I SLOPE 1 / i v 4l RESIDENTIAL SIDEWALK SECTION A —A U tYP 5' I SLOPE 1 /4 " /FT. WALK IV I II . IVIVIVJ BOTH SIDES 5' RAD. ALLOWED IF TYP. RAID. IS OBSTRUCTED (I.E. UTILITY POLE) RESIDENTIAL APPROACH DEPRESSED WITH 1.0" LIP FULL DEPTH — EXPANSION JOINT (1/2" THICKNESS MINIMUM) y° 6" MIN-' RESIDENTIAL APPROACH SECTION B —B RSG 11/18/11 EDIT WINGS & TAPER JRP 3/20/02 EDIT DIMENSION OF DRIVEWAY LIP JRP 2/19/02 EDIT NOTE 6 & 8 REVISE SECTION B -B JRP 12/13/01 REVISED BORDER & TEXT SIZE 9 1 RSG 19/30/09 IREVISED DIM. & NO BY DATE REVISION DATE 7 -21 -89 HK 3/23/01 DRAWN EJL DM 8/13/99 CHECKED TV DM 11/20/98, jAPRVD CPL DM 6/9/98 1 1 SCALE —TYPICAL INLET LOCATION SEE NOTE 5. WHEELCHAIR RAMPS — SEE INDOT STANDARD DRAWINGS, TYPE A THRU L TYPICAL INLET LOCATION SFE NOTE 8 0 W D LEGEND EXPANSION JOINT — FULL DEPTH CONTRACTION JOINT WIDTH NOTES: DIMENSION 1. — CLASS "A" CONCRETE TO BE USED IN ALL WALKS AND APPROACHES 2. — RADII AS SPECIFIED 3. — CONTRACTION JOINT REQUIRED ON APPROACHES WHEN D IS 12 OR MORE FT. 4, — SIDEWALK WHEELCHAIR RAMPS REQUIRED AS PER INDOT STANDARD DRAWINGS, 5. — "CURING CONCRETE" — AS PER INDOT STANDARD SPECIFICATIONS SECTION 501 (PARAGRAPH 501.20) USE A CURING COMPOUND IMMEDIATELY (WHITE MEMBRANE ONLY ACCEPTED CURE) 6. — CONCRETE FORMS SHALL BE AT LEAST AS HIGH AS THE THICKNESS OF THE ITEM SHOWN. LUMBER OF NOMINAL DIMENSION SHALL NOT BE USED TO EQUAL THE SPECIFIED DIMENSION, 7. — ALL WALKS & APPROACHES SHALL REQUIRE PROPER COMPACTION AS PER INDOT STANDARD SPECIFICATIONS SECTION 20 (PARAGRAPHS 207.02 & 207.05) 8. — CURB CASTING — EXPANSION JOINT MATERIAL AS PER INDOT SPECIFICATION 605.04 (e) TO BE PLACED ON EITHER SIDE. 9. — BLANKETS SHALL BE UTILIZED ON CONCRETE WHEN TEMPERATURE IS EXPECTED FALL BELOW 50 °. 10. — NO WIRE MESH OR REBAR ALLOWED IN ANY CONCRETE (SIDEWALK, APPROACHES, CURBS) PLACED WITHIN THE RIGHT OF WAY. DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA DIVISION ® CIVIL RESIDENTIAL SIDEWALK ❑ TRAFFIC WATER ❑ WASTE WATER �C A P P R O A H t y�tsttttt�tlrtrte4r , ��`��_ 1 '. �� �,� rE•,��.. tom. 'I IL (� /0/'Ayer/' VI f i V Y , STANDARD DRAWING SHEET NO. SW -1 SEE NOTE 8 l SLOPE 1 4" FT. r-1" D/2 I D/2 0 LC MIN, 8 "typ 8 "typ. BUSINESS APPROACH SECTION A —A SLOPE 1 4' FT' A W/2 W /2� D 4" MIN, TYPICAL SIDEWALK AT CURB SECTION B — B 18 I RSG 1 1/18/11 IRRSED DEWLS AND NOTES Vol BY I DATE I REVISION 7 DATE 7 -31 -89 DRAWN EJL CHECKED TV APRVD CPL SCALE I I I I V!-,L I I I V I %! l 1 1 5' RADIUS ALLOWED IF TYP. RADIUS IS OBSTRUCTED (I.E. TELEPHONE POLE) TYPICAL INLET LOCATION TYPICAL INLET LOCATION MATCH EXIST. OR AS SPECIFIED WHEELCHAIR RAMPS — SEE INDOT STANDARD DRAWINGS, TYPE A THRU L NOTES: 1. - CLASS "A" CONCRETE TO BE USED IN ALL WALKS AND APPROACHES 2. - RADII AS SPECIFIED. 3. - SIDEWALK WHEELCHAIR RAMPS REQUIRED AS PER INDOT STANDARD DRAWINGS, RAMPS ARE TO BE FLUSH W/ EXISTING PAVEMENT 4. - UTILITY POLES, HYDRANTS, ETC. MUST BE WRAPPED WITH 1/2" EXPANSION MATERIAL PRIOR TO CONCRETE POUR. 5. - CONTRACTION JOINT REQUIRED ON APPROACHES WHEN D IS 12 OR MORE FT. 6. - "CURING CONCRETE" - AS PER INDOT STANDARD SPECIFICATIONS SECTION 501 (PARAGRAPH 501.20) USE A CURING COMPOUND IMMEDIATELY (WHITE MEMBRANE ONLY ACCEPTED CURE) 7. - CONCRETE FORMS SHALL BE AT LEAST AS HIGH AS THE THICKNESS OF THE ITEM SHOWN. LUMBER OF NOMINAL DIMENSIONS SHALL NOT BE USED TO EQUAL THE SPECIFIED DIMENSION. 8. - ALL WALKS & APPROACHES SHALL REQUIRE PROPER COMPACTION - AS PER INDOT STANDARD SPECIFICATIONS SECTION 207 (PARAGRAPHS 207.02 & 207.05) A. - INDUSTRIAL APPROACH- 30' MAX. *THROAT, 40' MAX RADIUS B. - BUSINESS APPROACH - 24' MAX. @ THROAT, 20' MAX RADIUS 9. - BLANKETS SHALL BE UTILIZED ON CONCRETE WHEN TEMPERATURE IS EXPECTED FALL BELOW 50'. DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA DIVISION CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER LE ND Q EXPANSION JOINT — ® CONTRACTION JOINT W — WIDTH (16' MIN.) D - SEE NOTE 8 D/2 811 t yp •� F� 8 "typ, FULL DEPTH SLOPE 1/4"/FT. D/2 8" MIN. INDUSTRIAL APPROACH SECTION A —A BUSINESS AREA SIDEWALK s RAWINGD & APPROACH SHEET No, SW -2 PLAN SLAB REINFORCING HEAVY DUTY CASTING 24" CLEAR OPENING SLAB REINF. #4 BARS 6" O.C. EXTRA BARS AROUND OPENING HEAVY DUTY CASTING 24" ADJUST W /2" RINGS CLEAR OPENING GRADE TO BRING FRAME TO GRADE. 6,) f 4' -0" DIA. 3' 0" TO 4' -6" FILLET TO BE 1/2 DIA. °'p OF PIPE © a a 4 D 6" CLASS "A" CONCRETE STANDARD SHALLOW MANHOLE ECCENTRIC 3'- 0"CONE--,�,/ VARIES ' -0" DIA. CONCRETE FILLET d o b q o CLASS "A" CONCRETE GRADE GRADE ADJUST W 12" RINGS TO BRING FRAME TO GRADE, ALL CASTING GRADE ADJUSTMENTS SHALL FOLLOW: INDOT PREVAILING SPECIFICATIONS SECTION 720.04 •P -AR 6. /1 REINFORCED /'r-CONCRETE PRE -CAST MANHOLE �PIPE SIZES 8" TO 30" STANDARD PRE -CAST MANHOLE MANHOLE OUTLET BR19K DAM 2/5 DIA. OF PIPE\ HEAVY DUTY CASTING 24" CLEAR OPENING -ADJUST W /2" RINGS TO BRING FRAME TO GRADE. ALL CASTING GRADE ADJUSTMENTS SHALL FOLLOW: INDOT PREVAILING SPECIFICATIONS SECTION 720.04 -PART b. ,- ECCENTRIC CONE 1'k Poo. 19 0 1 "m 0 og i ,- J 4 d p CLASS "A" CONCRETE STANDARD DROP MANHOLE NOTES 1. ALL MANHOLES SHALL BE MANUFACTURED AND INSTALLED IN COMPLIANCE WITH ASTM C -478, 2. ALL PIPE CONNECTIONS SHALL BE MADE WITH INTEGRAL RESILIENT FITTINGS COMPLYING WITH ASTM C -923. (30" OR LESS) 3. COMPLETED MANHOLES SHALL BE TESTED WITH NEGATIVE AIR PRESSURE (VACUUM) IN ACCORDANCE WITH ASTM C- 1244 -93. BY DATE REVISION DATE 8 -1 -89 DRW 2/93 TRAFFIC DRAWN EJL DM 5/10/01 WASTE WATER CHECKED TV HK 3/23/01 APRVD CPL JRP 12413401 REVISED BORDER & TEXT SIZE SCALE RSG 1/18/11 REVISED NOTES NONE DEPARTMENT OF PUBLIC CITY OF SOUTH BEND, WORKS I N D I ANA DIVISION ® CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER MANHOLES DROP CONNECTION 8" MIN. PIPE SIZE At�tttk ;kkliit)!!!�l p L Ng. 15vri6 - Q', STATE. OF STANDARD DRAWING (STORM AND SANITARY) SHEET NO. WIN -1 BACK -FILL - IN STREETS, ALLEYS, OR DRIVING AREAS: 6" LAYERS, SOLIDLY TAMPED TO SUB —GRADE OF STREET BASE. BACK FILL SHALL BE COMPACTED TO 100% STANDARD PROCTOR BACK -FILL - IN EASEMENT OR OPEN AREAS: 1 18" LAYERS SOLIDLY TAMPED. COMPACTION NOT REQUIRED IF USING FLOWABLE FILL (INDOT SPEC.) MAXIMUM I WIDTH "W" RIGID PIPE PIPE SHALL BE BEDDED FIRMLY ON UNDISTURBED GROUND. EXCAVATE FOR BELLS. NO WEIGHT SHALL BE SUPPORTED BY THE BELLS, GRADE ALLOWABLE MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE PIPE DIAM. o ° MECHANICALLY BACK FIL 18" 8" AND COMPACT IN LAYERS L 24" NOT EXCEEDING 6 ". 30" 15" 35„ 0 o 0 21 o o 45„ o ° 0 0 30 0 °0 o, 68" 0 0° 48" 82" ANY DIMENSION, FLOWABLE FILL OPTIONAL. MECHANICALLY TAMPED 5.) IN 4" LAYERS USING OF THE PIPE. SUITABLE EXCAVATION ,.`::.: " THE FLOWABLE FILL MIX SHALL BE: MATERIAL �� RIGID PIPE PIPE SHALL BE BEDDED FIRMLY ON UNDISTURBED GROUND. EXCAVATE FOR BELLS. NO WEIGHT SHALL BE SUPPORTED BY THE BELLS, GRADE ALLOWABLE MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE PIPE DIAM. PpW" 6" 18" 8" 24" 10 24" 12 30" 15" 35„ 18" 39" 21 42" 24 45„ 27" 48" 30 53" 36" 68" 42" 75" 48" 82" AN ALLOWABLE "W" OF 30" WILL BE PERMITTED WHERE DEPTH OF CUT EXCEEDS 12 FT. AND EXTRA STRENGTH PIPE IS SPECIFIED. FLEXIBLE PIPE -PIPE SHALL BE BEDDED ON A MINIMUM OF 4" OF CLASS I, II OR III TYPE MATERIAL. PIPE BEDD NG DETAIL NOT TO SCALE. BY DATE REVISION DATE 8 -3 -89 , "zr DRW 2/93 THERE SHALL BE NO ROCKS OR STONES GREATER DRAWN EJL DM 5/8/00 CHECKED TV HK 3 23 01 APRVD CPL JRP 112Z101011 REVISED BORDER & TEXT SIZE SCALE RSG 1/17/11 1 NOTE #6 NONE �� 11.II i.�� 11 iron THE LOWER 90° ARC OF THE BARREL SMALL EXCAVATIONS SHOULD BE MADE FOR OF THE PIPE SHOULD BE IN FIRM THE BELLS. THESE SHOULD BE NO LARGER CONTACT WITH UNDISTURBED EARTH. THAN NECESSARY TO CLEAR THE BELL. THE BEDDING SHALL BE CONTINUOS AND UNIFORM FOR THE LENGTH OF THE PIPE. GENERAL NOTES: 1.) ALL PVC PIPE FOR SANITARY SEWERS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321 -89. 2.) THERE SHALL BE NO ROCKS OR STONES GREATER THAN 2" IN ANY DIMENSION WITHIN 6" OF THE PIPE WALL OR BELL. 3.) EMBEDMENT MATERIALS FOR BEDDING, HAUNCHING AND INITIAL BACK FILL SHALL COMPLY WITH THE REQUIREMENTS OF ASTM D2321 -89, CLASSES I, II OR III AND SHALL BE COMPACTED AS NOTED. 4.) FINAL BACK FILL SHALL NOT CONTAIN DEBRIS, ORGANIC MATERIAL, FROZEN MATERIAL, UNSTABLE MATERIAL OR BOULDERS OR STONES GREATER THAN 2" IN ANY DIMENSION, FLOWABLE FILL OPTIONAL. 5.) THE PLACEMENT AND COMPACTION OF BACK FILL SHALL NOT CAUSE DISPLACEMENT OF THE PIPE. 6.) THE FLOWABLE FILL MIX SHALL BE: CEMENT — 50# FLY ASH — 165# SAND — 2746# WATER — 60 GAL. AIR — 6% YIELD — 27.2 pttL lrf!'r`�F DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA DIVISION CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER wal BEDDING DETAIL NQ l5fi66 t STATE OF ' r_ l At4 STANDARD DRAWING SHEET NO. WW -6 KINDS OF PIPE FOR SURFACE DRAINAGE GROUP , DI IN KIND GROUP (SUB GROUPS "G" G1 -G2 -G3 S. 12 -33. SPAN INCHES RISE INCHES AREA SQ. FT. 36 -48 KIND • . ©©©m 18 11 1.1 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 22 13 1.6 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 23 14 1.8 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 25 16 2.2 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 29 18 2.8 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 30 19 3.3 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 34 22 4.1 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 36 22 4.4 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 38 24 5.1 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 42 27 6.3 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 43 27 6.4 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 45 29 7.4 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 50 31 8.7 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 49 32 8.8 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 53 34 10.2 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 58 36 11.4 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 60 38 12.9 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 65 40 14.3 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 68 43 16.6 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 72 44 17.6 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 76 48 20.5 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 79 49 21.3 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 73 55 22 STRUCTURAL PLATE STEEL ARCH 76 57 24 STRUCTURAL PLATE STEEL ARCH 83 53 24.8 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 85 54 25.3 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 81 59 26 STRUCTURAL PLATE STEEL ARCH 84 61 28 STRUCTURAL PLATE STEEL ARCH 91 58 29.5 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 87 63 31 STRUCTURAL PLATE STEEL ARCH 92 65 33 STRUCTURAL PLATE STEEL ARCH 96 63 34.5 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE 95 67 35 STRUCTURAL PLATE STEEL ARCH 98 69 38 STRUCTURAL PLATE STEEL ARCH 103 71 40 STRUCTURAL PLATE STEEL ARCH 106 68 40.1 REINFORCED ELLIPTICAL CONCRETE CULVERT PIPE GROUP , DI IN KIND E®EM H.D.I S. 12 -33. �©©©m >< H.D.I. - 36 -48 x • . ©©©m 54 X STANDARD DUCTILE IRON .: mm®m >< EXTRA STRENGTH REINFORCED CONCRETE (CLASS x 0©mmm >< HE III >< 72 . • ©mm© X 78 X .. ©mm© 84 X 1 ®©mm© x >< • ©mm© >< g-c---i -0-4 X >G GROUP "E" DIA. IN INCHES KIND E.S.R.C. H.D.I S. 12 -33. x >< H.D.I. - 36 -48 x x H.D.R.C.- 54 X STANDARD DUCTILE IRON S.C. - 60 >< EXTRA STRENGTH REINFORCED CONCRETE (CLASS x 66 >< HE III >< 72 X >< X 78 X >< 84 X 1 X GROUP "B" DIA. IN INCHES KIND R.C. IV H.D.I S.F 12 -33 >< X H.D.I. - 36 -48 >< X H.D.R.C.- 54 >< STANDARD DUCTILE IRON S.C. - 60 X EXTRA STRENGTH REINFORCED CONCRETE (CLASS >< 66 >< HE III >C 72 X >< >G 78 X >< 4 X >C X GROUP "C" DIA. I INCHES KIND H.D.R.0 E.H.D.I S.F 12 -18 X X H.D.I. - 24 -48 x X H.D.R.C.- 54 x STANDARD DUCTILE IRON S.C. - STRUCTURAL PLATE STEEL E.S.R.C.- EXTRA STRENGTH REINFORCED CONCRETE (CLASS >< L66 >C HE III >< 7x x >< >< NOTES: THE KIND OF PIPE PERMITTED FOR EACH SIZE AND GROUP ARE DESIGNATED BY "X" UNDER GROUPS "D ", "E ", & "F" FOR 15" DIAMETER PIPE, THE CONTRACTOR AS AN ALTERNATE MAY, USE POLYETHYLENE (PE) OR POLYVINYL CHLORIDE (PVC), PLASTIC CORRUGATED DRAINAGE PIPE. GROUP "H" (SUB GROUPS H1- H2 -H3) GROUP "H" (SUB GROUPS H1,H2,H3) SHALL BE THE SAME AS GROUP "G "(SUB GROUPS G1,G2,G3) FOR 1.1 SQ. FT. AREA TO 17.6 SQ. FT. AREA, INCLUSIVE, EXCEPT THAT C.S. PIPE ARCH OR C.A.A. PIPE ARCH SHALL BE USED INSTEAD OF F.B.C.C.S. PIPE ARCH. WHEN 20.5 SQ. FT. MIN. AREA OR MORE IS SPECIFIED USE GROUP G 1,G2, OR G3 AS REQUIRED. BY DATE REVISION DATE 4 -16 -93 D.M. 5/10/00 DRAWN DRW H.K. 3/23/01 CHECKED TV JRP 12/10/01 REVISED BORDER & TEXT SIZE APRVD CPL JRP 4/2/02 EDITED SHEET ME, ADDED IHDOT PIPE SPEC SCALE OUP "D" LEGEND OF ABBREVIATIONS R.C. - REINFORCED CONCRETE (CLASS III) E.H.D.I.- EXTRA HEAVY DUCTILE IRON R.C. IV - REINFORCED CONCRETE (CLASS IV) H.D.I. - HEAVY DUCTILE IRON V.C. - VITRIFIED CLAY CULVERT H.D.R.C.- HEAVY DUTY REINFORCED CONCRETE (CLASS V) D. 1, - STANDARD DUCTILE IRON S.C. - STRUCTURAL PLATE STEEL E.S.R.C.- EXTRA STRENGTH REINFORCED CONCRETE (CLASS IV) S.F. - STRUTTED STRUCTURAL PLATE STEEL BY DATE REVISION DATE 4 -16 -93 D.M. 5/10/00 DRAWN DRW H.K. 3/23/01 CHECKED TV JRP 12/10/01 REVISED BORDER & TEXT SIZE APRVD CPL JRP 4/2/02 EDITED SHEET ME, ADDED IHDOT PIPE SPEC SCALE OUP "D" KIND R.0 V.C. D.I. S.0 X x x x X F42-48 >G X X G1, H1, OR R1 x X x >< 66 x HE III >C 72 OR R3 >< >G >< >C >C x >< 78 -84 X >< g-c---i -0-4 X >G GROUP "F" DIA. IN INCHES KIND E.S.R.C. H.D.I. S.F 12 -18 X x SECTION 24 -48 X X - 54 X G1, H1, OR R1 60 X GROUP >< 66 >C HE III >C 72 OR R3 - CLASS >G KINDS OF PIPE FOR UNDERDRAINS GROUP "K" FOR KINDS OF PIPE PERMITTED SEE SECTION ON UNDERDRAINS OF THE INDOT STANDARD SPECIFICATIONS WHEN ELLIPTICAL CONCRETE PIPE IS PERMITTED UNDEI THE FOLLOWING GROUPS IT SHALL BE AS SPECIFIED UNDER SECTION M -207 OF THE AASHO SPECIFICATION FOR THE CLASSES PERMITTED - GROUP G1, H1, OR R1 - CLASS HE II GROUP G2, H2, OR R2 - CLASS HE III GROUP G3, H3, OR R3 - CLASS HE IV DEPARTMENT OF PUBL C WORKS MY OF SOUTH BEND, INDIANA DIVISION CIVIL PIPE ❑ TRAFFIC ❑ WATER ❑ WASTE WATER STANDARD DRAWING SHEET NO. WW- 7 9-M w LrJ Q 3 C3 L LJ 0 CL 0 JCL ,—TAPPING SLEEVE 99 m o> — TAPPING VALVE & BOX O�0 0 o v o 0 o Q 90' ELBOW E VALVE & TEE PROPOSED MAIN MAY PA{ MAIN IF EXISTING MAIN IS TO PROVIDE ADEOUATE Cl BETWEEN MAIN AND COVE PROPOSED MAIN. MAINS SHALL HAVE 5' OF COVER EXCEPT AT CROSSOVERS WHERE 3' OF COVER IS ALLOWED FOR NO MORE THAN 4' HORIZONTAL DISTANCE. ALL JOINTS SHALL BE RESTRAINED. BY DATE REVISION DATE B -10 -89 D. M. 5/10/00 DRAWN EJL H. K, 3/23/D1 CHECKED TV JRP 12/10/ 01 REMISED BORDER & TEXT SIZE APRVD CPL SCALE DEPARTMENT OF PUBLIC WORKS CIT`r OF SOUTH BEND, INDIANA CROSS OVER n "' tJVLJ �I R T E CAF <; f `''C)i:nt�� �J STANDARD DRAWING SHEET NO. VV— 2 DIVISION ® CIVIL ❑ TRAFFIC ❑ WATER ❑ WASTE WATER CROSS OVER n "' tJVLJ �I R T E CAF <; f `''C)i:nt�� �J STANDARD DRAWING SHEET NO. VV— 2 PUMPER NOZZLI MUST FACE STREET E NOZZLES TH R EAD) IYDRANT SHACKLED TO VALVE W /BOX SHACKLED BY DATE REVISION DATE 12 -14 -89 DRW 2/93 DRAWN ADH DM 5/10/00 CHECKED TV HK 3/23/01 APRVD CPL ion in /in /n2 Dm /Icrn aroma P, TrVT e17r SCALE E HYDRANT SHACKLED VALVE VE W /BOX SHACKLED T TEE PREFERRED: CLOW NO. F -1224 THD. FORM - MALE BLANK O.D. — 6.233 ±oo7" THD. DEPTH- .20D ,nF)FKl AA— 1On PITCH 60` PITCH- 0.250 P.D. TOLERANCE +0.014 MALE MAX. MIN. THREAD - 6,233 -4 SHARP MAJOR DIA. 6.233 5.226 5" - SOUTH BEND F,D. THREAD PITCH DIA. 6.Q33, 6.026 MINOR DIA. 5.833 5.826 HYDRANT PUMPER NOZZLE THREAD (5" SUCTION HOSE) NOTE: ANY SUBGRADE DISTURBED BENEATH HYDRANT SHALL BE THOROUGHLY COMPACTED OR SUITABLE MATERIAL SHALL BE FURNISHED, PLACED & COMPACTED TO PROVIDE A FIRM FOUNDATION FOR THE HYDRANT, SEE STREET STANDARDS FOR MAIN & HYDRANT LOCATIONS SEE SOUTH BEND WATER WORKS STANDARD DRAWING NO. 108 & 109. ALL JOINTS TO USE JOINT RESTRAINTS AS SPECIFIED ON STANDARD DRAWING NO. W -5. DIVISION DEPARTMENT OF PUBLIC WORKS CIVIL FIRE HYDRANT ❑ TRAFFIC ❑ WATER ASSEMBLY CITY OF SOUTH BEND, INDfANA ❑ WASTE WATER AT E M STANDARD DRAWING SHEET NO, nf Y 4 — 9 NOTE: FOR HYDRANT PUMPER NOZZLE THREAD (5" SUCTION HOSE) SEE STANDARD DRAWING W -11' " X 6" TEE 7,z• kYORANr rn'L VALVE BtA ooc O f ° •° a e a p N"A l NOTE: • •. •• °a ° °,{ ANY SUBGRADE DISTURBED BENEATH HYDRANT ' SHALL BE THOROUGHLY COMPACTED OR SUITABLE • MATERIAL SHALL BE FURNISHED, PLACED & COM-- • •• ' �� PACTED TO PROVIDE A FIRM FOUNDATION FOR I I THE HYDRANT NOTE: HYDRANT PAINTING: HYDRANTS T4 BE PAfNTED RED, WHITE AND BLUE WMT I RUST- O -LASnC PAINT OR EQUAL n(D p PRODUCT THAT IS APPROVED BY CITY OF SOUTH BEND o0 or— I e'3 ya 3 WATER WORKS DEPARTMENT. • . a o ° LEGEND: o c • • " .•� � O COASTAL BLUE 074 -5261 iYDRANT RESTRAINED TO VALVE a✓oNC+e�r� a z, Q2 FIRE PROTECTION RED 074 -4091 WHITE a74 -1651 SEE STREET STANDARDS FOR MAIN & HYDRANT LOCATIONS, FOR SITUATIONS WHERE HYDRANT LOCATION iS CLOSE TO WATER MAIN SEE STANDARD DRAWING W--11 A, LVE W /BOX RESTRAINED r " X 6" TEE 7,z• kYORANr rn'L VALVE BtA ooc O f ° •° a e a p N"A l NOTE: • •. •• °a ° °,{ ANY SUBGRADE DISTURBED BENEATH HYDRANT ' SHALL BE THOROUGHLY COMPACTED OR SUITABLE • MATERIAL SHALL BE FURNISHED, PLACED & COM-- • •• ' �� PACTED TO PROVIDE A FIRM FOUNDATION FOR I I THE HYDRANT BY DATE REVISION DATE 9 -14 -69 DRW 2/93 DRAWN ADH DM 5/10/00 CHECKED TV HK 3 23 01 APRVD CPL JRP 112/10/011 REVISED BORDER do TEXT SIZE SCALE HYDRANT DRAINAGE: TO PREVENT FREEZING OF THE HYDRANT BARREL IF IT WERE NOT DRAINED, A DRAINAGE PIT 2' X 2' X 2' SHALL BE EXCAVATED BELOW THE HYDRANT AND FILLED WITH COURSE GRAVEL OR CRUSHED STONE MIXED WITH SAND TO A DEPTH DF 6' ABOVE THE HYDRANT OPENING, PROVIDING SUFFICIENT AGGREGATE VOID SPACE TO MORE THAN EQUAL THE VOLUME OF THE BARREL. THE DRAINAGE PIT SHOULD NEITHER BE NEAR, NOR HAVE A CONNECTION TO, A SEWER. DNISION DEPARTMENT OF PUBLIC WORKS o CIVIL FIRE HYDRANT o WATER ASSEMBLY CITY OF SOUTH BEND, INDIANA ,❑ WASTE WATER I-J; `j STANDARD DRAWING SHEET NO. W- 10 O e C ■ p o0 or— I e'3 ya 3 p o ° • . a o ° Q,FA /N fi6L0 o c • • " .•� � ROGfC NOTE: a a,o O be o SEE STREET STANDARDS FOR MAIN & HYDRANT LOCATIONS, FOR SITUATIONS WHERE HYDRANT LOCATION iS CLOSE TO WATER MAIN SEE STANDARD DRAWING W--11 BY DATE REVISION DATE 9 -14 -69 DRW 2/93 DRAWN ADH DM 5/10/00 CHECKED TV HK 3 23 01 APRVD CPL JRP 112/10/011 REVISED BORDER do TEXT SIZE SCALE HYDRANT DRAINAGE: TO PREVENT FREEZING OF THE HYDRANT BARREL IF IT WERE NOT DRAINED, A DRAINAGE PIT 2' X 2' X 2' SHALL BE EXCAVATED BELOW THE HYDRANT AND FILLED WITH COURSE GRAVEL OR CRUSHED STONE MIXED WITH SAND TO A DEPTH DF 6' ABOVE THE HYDRANT OPENING, PROVIDING SUFFICIENT AGGREGATE VOID SPACE TO MORE THAN EQUAL THE VOLUME OF THE BARREL. THE DRAINAGE PIT SHOULD NEITHER BE NEAR, NOR HAVE A CONNECTION TO, A SEWER. DNISION DEPARTMENT OF PUBLIC WORKS o CIVIL FIRE HYDRANT o WATER ASSEMBLY CITY OF SOUTH BEND, INDIANA ,❑ WASTE WATER I-J; `j STANDARD DRAWING SHEET NO. W- 10 CITY OF SOUTH BEND, INDIANA DEPARTMENT OF PUBLIC WORKS PREVAILING SPECIFICATIONS FOR PUBLIC WORKS Revised: April, 2011 Pete Buttigieg Mayor APPROVED August 11, 2015 STER f•.,. No. 10707546 STATE OF i �''�.,FSS�nu�► AA, Patrick C. Kerr, PhD, PE City Engineer ATTEST: BOARD OF PUBLIC WORKS Gary A. Gilot, President 6� David P. Relos Member Member Elizabeth A. Maradik, Member 1 James A. Mueller, Member rY Tc. Z-t 4-�� I i Linda M. Martin, Clerk REVISION NO. DATE REVISION NO. DATE CITY OF SOUTH BEND, INDIANA PREVAILING SPECIFICATIONS TABLE OF CONTENTS CITY OF SOUTH BEND, INDIANA DEPARTMENT OF PUBLIC WORKS CITY OF SOUTH BEND, INDIANA PREVAILING SPECIFICATIONS ........ SECTION I 4 SECTION II 4 CITY SUPPLEMENTAL SPECIFICATIONS .......... ............................... SECTION 101 -DEFINITIONS AND TERMS ...... ............................... 10 1. 18 Delete in its entirety ........................... ............................... 101.35 Delete in its entirety and substitute the following:......... 10 1.5 6 Delete in its entirety and substitute the following:.......... 101.90 Add Section: ..................................................................... SECTION 102 -BIDDING REQUIREMENTS AND CONDITIONS 102.1 BIDPACKET :.................................. ............................... 102.2 BID SURETY ................................... ............................... 102.3 COMPETENCY OF BIDDERS .................................... ............................... 102.4 INTERPRETATION OF QUANTITIES ....................... ............................... 102.5 EXAMINATION OF PLANS, SPECIFICATIONS, SPECIAL PROVISIONS AND SITE OF WORK ......................... ............................... 102.8 PUBLIC OPENINGS OF BID ....................................... ............................... 102.9 WAGE STIPULATION ................................................. ............................... 1 2 4 5 5 5 5 5 5 5 6 7 7 7 9 9 SECTION 103 -AWARD AND EXECUTION OF CONTRACT ........ ..............................9 103.1 CONSIDERATION OF BID ............................................ ............................... 9 103.2 AWARD OF CONTRACT .............................................. .............................10 103.4 PAYMENT, PERFORMANCE, AND MAINTENANCE BOND .............10 103.5 INSURANCE REQUIREMENTS ................................ .............................11 SECTION 105 - CONTROL OF WORK ............................................... .............................11 DELETE THIS SECTION IN ITS ENTIRETY DELETE THIS SECTION IN ITS ENTIRETY .............It 106.11 COARSE AGGREGATE ............................................ .............................12 106.12 MATERIAL CERTIFICATIONS .............................. .............................12 SECTION 109-MEASUREMENT AND PAYMENT ADD SECTION 217 -RETENTION BASINS .............. 12 12 217.1 MATERIALS .................................................................... .............................13 217.2 CONSTRUCTION ............................................................ .............................13 217.3 MAINTENANCE .............................................................. .............................14 SECTION 300 - AGGREGATE PAVEMENT AND BASES ADD 302.02 MATERIALS 14 303.03 PREPARATION OF SUBGRADE ................................. .............................14 Page 2 of 41 REVISION NO. DATE SECTION 402 - HOT MIX ASPHALT, HMA, PAVEMENT .............. .............................15 SECTION 500 - CONCRETE PAVEMENT .......................................... .............................17 SECTION 807 -HIGHWAY ILLUMINATION ..................................... .............................17 SECTION 2000 - STREET EXCAVATION AND REPAIR ................ .............................19 DESCRIPTIONS........................................................................... .............................19 TRAFFICCONTROL ................................................................. ............................... 21 INSPECTION 21 SECTION 2001 - SEWERS & RELATED FACILITIES ..................... .............................22 DESIGN REQUIREMENTS - SEWAGE FACILITIES ......... ............................... 22 DESIGN REQUIREMENTS -ROOF AND PAVED AREA .... .............................22 DESIGN REQUIREMENTS - STORM SEWER CRITERIA .............................23 2001.05 PIPE MATERIALS ............................................ ............................... 23 JOINT MATERIALS ........................................................ .............................23 APPURTENANCES ......................................................... .............................25 TESTING MATERIAL ..................................................... .............................26 GENERAL REQUIREMENTS ......................................... .............................27 SECTION 2003 -PRIVATE IMPROVEMENTS .................................. .............................28 PRIVATE IMPROVEMENTS IN UNDEDICATED AREAS ... .............................28 PRIVATE IMPROVEMENTS IN DEDICATED AREAS .......... .............................30 SECTION 2090 -AS -BUILT PLAN REQUIREMENTS ...................... .............................30 SECTION 2100 EXCAVATION & TRENCHING SAFETY ............... ............................... 31 Page 3 of 41 REVISION NO. DATE SECTION I PREVAILING SPECIFICATIONS FOR PUBLIC WORKS The PREVAILING SPECIFICATIONS of the City of South Bend, Indiana shall consist of a combination of the following: A. The Standard Specifications of the Indiana State Highway, 2010 Edition (or most recent edition), hereinafter referred to as "State Specifications ", except as modified in the paragraph below. B. The City Supplemental Specifications, latest edition, including revisions, as issued by the Board of Public Works. These City Supplemental Specifications include additions to and modifications of the State Specifications plus all specifications, and hereinafter referred to GG as City Specifications ". C. Should any provision in the City Supplemental Specifications conflict with any provision in the State Specifications, the City Supplemental Specifications shall prevail. D. It is required that any Agency or Individual that engages in public works within the corporate limits in the City of South Bend abide by these PREVAILING SPECIFICATIONS. Copies of the PREVAILING SPECIFICATIONS will be issued, minus the State Specifications, by the Department of Public Works. State Specifications must be procured from the Engineer of Specifications, INDOT, Indianapolis, Indiana or are available for review in the City Engineer's Office. E. The DESIGN AND CONSTRUCTION STANDARDS of the City of South Bend are hereby made apart of the PREVAILING SPECIFICATIONS. F. AGREEMENT AND DOCUMENT REQUIREMENTS -Any and all firms or companies entering into an agreement or contract with the City of South Bend Board of Public Works shall utilize standard agreements and forms approved and provided by the City of South Bend Legal Department and Board of Public Works, or their duly authorized representative. ONLY the Board of Public Works may approve exceptions to this requirement. G. These STANDARDS will be issued by the Department of Public Works for the use in the design and construction of Public Works. The Department of Public Works reserves the right to add, to delete from or amend these STANDARDS upon approval of the Board of Public Works. SECTION II CITY SUPPLEMENTAL SPECIFICATIONS A. The State Specifications are hereby adopted for inclusion in the Prevailing Specifications; however the following modifications shall apply: Page 41 of 41 REVISION NO. DATE SECTION 101 - DEFINITIONS AND TERMS 101.17 Delete in its entirety and substitute the following: 1. Director -The Director of Public Works who is responsible for administering Public Works. 101.18 Delete in its entirety 101.20 Delete in its entirety and substitute the following: 1. Engineer -The Director of Public Works, duly appointed by the Mayor, acting directly through his duly authorized representative(s). 101.35 Delete in its entirety and substitute the following: 1. State -The City of South Bend, Indiana acting through its authorized representative. 101.56 Delete in its entirety and substitute the following: 1. State -The City of South Bend, Indiana acting through its authorized representative. 101.90 Add Section: 1. Developer -Any private party or private company who invests in and develops land with commercial or residential structures within or for annexation to the City of South Bend corporate limits. SECTION 102 - BIDDING REQUIREMENTS AND CONDITIONS A. State Section 102 is deleted in its entirety and the following section 102 shall apply: 102.1 BIDPACKET: 1. The Prospective bidder may obtain a Bid Packet from the designated plan room as stated in the Notice to Bidders. a. A bid packet will be available for review commencing on the 1st published date of advertisement in the office of the Board of Public Works located at 227 W. Jefferson Blvd., County -City Bldg. Rm. 1316, South Bend, IN 46601. 2. Each Packet shall include the following: a. City of South Bend Contractor's Bid Form for Public Work (Most Recent) b. Part I — Signed Bid Sheet Page 41 of 41 REVISION NO. DATE C. Part II - Experience Questionnaire, Plan and Equipment Questionnaire, Contractor's Financial Statement d. Part III - Non - collusion Affidavit, Non - debarment Affidavit, Non- discrimination Commitment for Contractors, and Certification of use of United States Steel Products i. Cityof South Bend Contractor's Bid forPublic Work Proposal form. ii. Project Special Provisions. iii. Project drawings, including Standards (if required). iv. Current EEO requirements. V. Prevailing Wage Rates applicable to the project 3. The Bidder is expected to furnish the following with each Proposal, at his own expense: a. Bid Surety, (See Section 102.02) b. City of South Bend Contractor's Bid for Public Work Form completed in its entirety C. Attachments to proposal if specifically required in the Special Provisions. 102.2 BID SURETY 1. The Proposal must be accompanied by a Bid Surety to insure the execution of the Contract. a. This Surety shall be in the form of a certified check, cash or a Bid Bond in the Amount of 5% of the Bid. b. The Surety shall be made out to "Board of Public Works, South Bend, Indiana ". 2. The City will return the Bid Surety to the unsuccessful bidder (s) upon selection of the successful bidder(s). a. The Bid Surety of the successful bidder(s) will be returned after delivery of the required performance bond. Page 41 of 41 REVISION NO. DATE 102.3 COMPETENCY OF BIDDERS 1. The Standard Questionnaires and Financial Statement for Bidders (Part II of Bid Form) prescribed by the State Board of Accounts of Indiana, must be filled out, notarized and submitted with each bid to the Board of Public Works. 102.4 INTERPRETATION OF QUANTITIES The quantities appearing in the itemized proposal are approximate only and are prepared for the comparison ofbids. 2. Payment to the Contractor will be made only for the actual quantities of work performed and accepted or materials furnished in accordance with the contract. The scheduled quantities of work to be done and materials to be furnished may be increased, decreased, or omitted as hereinafter provided. 102.5 EXAMINATION OF PLANS, SPECIFICATIONS, SPECIAL PROVISIONS AND SITE OF WORK 1. The Board of Public Works will approve full, complete, and accurate plans and specifications for each project. a. The bidder is expected to examine carefully the site of the proposed work, the proposal plan specifications, supplemental specifications,special provisions, and contract forms before submitting a bid. b. The submission of a bid shall be considered prima facie evidence that plans, specifications, supplemental specifications, special provisions, and contract. 2. Information pertaining to exploration, borings, test pits, and other preliminary investigations may appear on the plans. a. While such data will have been collected with reasonable care, there is no expressed or implied guarantee that conditions so indicated are entirely representative of those actually existing, or that unanticipated developments may not occur. 3. These investigations will have been made only for use by the Engineer in the preparation of the design. a. Actual subsoil or other conditions may be found to exist during the progress of construction. Page 41 of 41 REVISION NO. DATE b. The bidders shall make his or her own determination as to existing conditions, materials to be excavated, soil through which piles may be driven and all other contingencies including those found underground. 102.6 PREPARATION OF BID 1. The Bidder shall submit his bid on the forms furnished by the Board of Public Works. 2. Each bid shall consist of the following: a. City of South Bend Contractor's Bid for Public Work Form, completely filled in and showing the gross amount of the bid. 3. Itemized proposal completely filled in, showing the bidders price for each unit of work and the gross amount of the bid. a. The itemized proposal shall be stapled to the Bid Form, for submission to the Board of Public Works. b. The bidder is cautioned to check all multiplication of unit prices and the addition of extension since the award will be based on the corrected Gross Amount of Bid. 4. Bid Surety. (See Section 102.02) 5. City of South Bend Contractor's Bid for Public Work Form, Part II, (See Section 102.03) 6. Current EEO requirements. 7. See section 103.01 for requirements on consideration of bid. Take special note of the 50% self -perform requirements. 8. The Bidder is cautioned to add no qualifying statements of offers of extra work of materials to his Proposal unless specifically requested to do so in the Special Provisions. a. Violations of this requirement can be cause for rejection of his Bid. 1 02.7 DELIVERY OF BID 1. Each bid shall be submitted in a sealed envelope on which is written "Sealed Bid for (Name of Project)" and shall bear the name and address of the Bidder. a. Bids shall be addressed to the Clerk, Board of Public Works, City of South Bend, 13th floor County City Building, South Bend, Indiana 46601. Page 41 of 41 REVISION NO. DATE 2. All bids shall be received by the Clerk of the Board of Public Works by the specified time in the "Notice to Bidders ". 3. Bids received by the Clerk after designated time will be returned to the bidder Unopened. 102.8 PUBLIC OPENINGS OF BID 1. Bids will be opened and read publicly at the date and time specified on the Notice to Bidders. 2. The Board of Public Works reserves the right to waive non - substantive irregularities in the bids received. 102.9 WAGE STIPULATION 1. The successful bidder must comply with the determination of the prevailing scale of wages made in connection with this project in accordance with JC 36- 1- 12 -15- & 5 -16 -7. 2. In the case of Federal funded projects, the successful bidder must comply with the determination of the prevailing scale of wages made in connection of this project in accordance with the Davis -Bacon Act. SECTION 103 -AWARD AND EXECUTION OF CONTRACT A. State Section 103 is deleted in its entirety and the following section 103 shall apply: 103.1 CONSIDERATION OF BID 1. After the bids are opened and read publicly, they will be evaluated to determine the lowest responsive and responsible bidder. 2. On bids requiring unit prices, the unit bid will prevail over the extension in the event of a discrepancy. 3. The Board of Public Works reserves the right to reject all bids, if in the judgment of the Board it is in the best interests of the City to do so. 4. Each Contractor shall have experience in the type of project that is bid. This requirement shall be evaluated by the Board of Public Works, or their duly authorized representative, based on their experience questionnaire. 5. The Bidding contractor shall self - perform at least 50% of the work as determined by a cost comparison of the bid items to be performed by the bidder to the gross amount of the entire bid. Page 41 of 41 REVISION NO. DATE a. The Board reserves the right to award a contract to a bidder not performing 50% of the work under special circumstances as determined solely by the Board of Public Works. 103.2 AWARD OF CONTRACT 1. The award will be made within sixty (60) calendar days after the bid opening unless statute provides otherwise. 2. However, the award may be delayed as agreed upon by mutual consent of the Board of Public Works and the bidder. 103.3 EXECUTION AND APPROVAL OF CONTRACT —The successful bidder shall execute the contract form furnished by the Board of Public Works. 103.4 PAYMENT, PERFORMANCE, AND MAINTENANCE BOND 1. The Contractor shall execute within ten (10) working days of award, a payment bond to the Board of Public Works, approved by and for the benefit of the City in an amount equal to the contract price. a. The payment bond is binding on the contractor, the subcontractor(s), and their successors and assigns for the payment of all indebtedness to a person for labor and service performed, material furnished, or services rendered. b. The payment bond must state that it is for the benefit of the subcontractors, laborers, material suppliers, and those performing services. 2. The payment bond shall be deposited with the Board. The payment bond must specify that: a. Modification, omission, or addition to the terms and conditions of the public work contract, plans, specifications, drawings, or profile; b. A defect in the public work contract; or C. A defect in the proceedings preliminary to the letting and awarding of the public work contract; does not discharge the surety. i. The surety of the payment bond may not be released until one (1) year after the Board's final settlement with the contractor. 3. The contractor shall also furnish within ten (10) working days of award a performance bond in apenal sum of at least one hundred percent (125 %) of the amount of the contract. Page 41 of 41 REVISION NO. DATE 4. The contractor shall also submit a three year maintenance bond in the sum of ten percent (10 %) of the final amount of the contract and a waiver of lien after the project is complete. 103.5 INSURANCE REQUIREMENTS 1. All Contractors and subcontractors doing business with the City of South Bend Shall present a Certificate of Insurance showing coverage in the following minimum amount: a. General Liability: Premises - Completed Operations or Products and Bodily Injury Combined Single Limit - $5,000,000 or $750,000 per person. Property Damage Combined Single Limit - $6,000,000 or $1,000,000 per occurrence. b. There shall be no exclusion for explosion, collapse or underground hazard. C. Workmen's Compensation: Statutory State of Indiana Employer's Liability - $100,000. d. Auto Liability: Bodily Injury and Property Damage Combined Single limit - $1,000,000. C. The City of South Bend shall be named as additional insured on the Certificate. SECTION 105- CONTROL OFWORK 1. The following sections shall be modified or added as indicated: 105.08 (a) DELETE THIS SECTION IN ITS ENTIRETY 105.16 (c) DELETE THIS SECTION IN ITS ENTIRETY ADD 105.17 APPROVAL OF PLANS Whenever new construction affects public right -of -way for grades, drainage or traffic control the plans must be approved by the Engineer prior to start of work, and issuance of excavation or curb cut permit if required. 2. Approval shall be based on existing City ordinance and Federal Transportation requirements for the South Bend Urban Area. 3. Prior to the start of the design for any facility listed in paragraph (1) above the Architect, Engineering or Owner should contact the Department of Public Works for information. Page 41 of 41 REVISION NO. DATE SECTION 106 - CONTROL OFMATERIAL -The following sections shallbe added: 106.11 COARSE AGGREGATE 1. Unless specifically allowed in the Special Provision gravel will not be used as a coarse aggregate in any finished asphaltic or cement concrete surface exposed to the weather. 106.12 MATERIAL CERTIFICATIONS 1. All material that is to be used in any construction and which has not been approved by the Engineer in writing, will be given approval after certified reports as to the material Is composition and compliance with these PREVAILING SPECIFICATIONS have been supplied to the Engineer. 2. These certifications will be required prior to incorporation on any manufactured product into the Project. 3. Aggregate shall be tested and approved by the Engineer prior to its incorporation into base, subbase, asphalt, cement concrete or shoulder work. SECTION 109 - MEASUREMENT AND PAYMENT 109.08 STATE SECTION 109.08 DELETE THIS SECTION IN ITS ENTIRETY AND THE FOLLOWING SECTION 109.08 SHALL BE SUBSTITUTED: 109.08 FINAL PAYMENT 1. When the Contractor has completed the work in accordance with the terms of the Contract and the statutory requirements of IC 36 -1 -12, et seq., the Construction Manager, or duly authorized representative, will prepare a final estimate for the work done, one copy of the Completion Affidavit, one copy of the waiver of lien, and the necessary payment claims and deliver them to the Contractor for final payment 2. Upon execution of the affidavit and claim forms and delivery of same to the Construction Manager by the Contractor, the Construction Manager will present them to the Board of Public Works for final payment. 3. One copy of the affidavit will be returned to the Contractor. ADD SECTION 217 -RETENTION BASINS Before any outfall pipes are connected to a new retention basin they must meet the following standard(s). Page 41 of 41 REVISION NO. DATE a. Filter measures, such as sediment basins, at every new outfall must be put in place and maintained throughout construction of the watershed service area. b. Filter measures, as part of the drainage plan, are to be approved by the City Engineer before any outfalls are placed. 217.1 MATERIALS 1. If no seed mixtures are explicitly specified on the plans or in the contract documents or a contractor is performing permitted work on an existing basin the following seed mixtures shall be used and placed as specified: a. Perennial and Annual Flower Plots. i. Perennial and Annual Flower Plots shall be planted on the banks of retention basins. ii. The only acceptable seed mixture shall be the America Mix manufactured by Rupp Seeds, or equivalent as approved by the City Engineer. b. Food Plots Food plots shall be planted in the bottom of retention basins. ii. The only acceptable seed mixture shall be the Upland Mix manufactured by Rupp Seeds, or equivalent as approved by the City Engineer. C. Warm Season Grasses i. Warm season grasses are to be planted around any culverts or inflows into a detention basin to act as erosion control and filter measures. ii. Grass types to be utilized are as follows: Big Bluestein, Little Bluestein, Switch grass, or Indian Grass d. All herbicidal label requirements and applicable state and federal regulations will be followed. 217.2 CONSTRUCTION 1. Note all construction shall conform to the City of South Bend's Rule 13 Erosion Control and Permitting Ordinance. Page 41 of 41 REVISION NO. DATE a. Soil pH for planting shall be within 6.5 — 7.5. Ifsoil pH is not within the suitable range lime shall be applied according to test recommendations until the pH is within the acceptable range. b. Before seeding occurs 200 lbs. per acre of 12 -12 -12 fertilizer shall be applied to the site. C. Seeds shall be applied at a rate specified by the manufacturer. 217.3 MAINTENANCE 1. Seedbeds are to be maintained until vegetation is established. 2. This includes periodic watering and reseeding. 3. After this requirement has been met, based upon the approval of the City Engineer, the contract requirements shall be considered fulfilled. SECTION 300 - AGGREGATE PAVEMENT AND BASES ADD 302.02 MATERIALS 1. The natural soil in place may qualify as SUBBASE when the following conditions are met: a. Borings -A soil boring at intervals not to exceed 200 lineal feet is taken within the limits of construction. The boring shall extend 3 feet below the natural ground. b. Gradation -The soil sample shall be screened for compliance with one of the gradations tabulated in 903.04. For the determination of the material passing the Size No. 200 sieve, the sample shall be thoroughly washed and the amount of Loss through Decantation shall be determined. The final gradation of the materials shall comply with the requirements as set forth in 903.04 (b). C. Analysis — The analysis of the existing material shall be submitted to the Engineer with the signature and seal of a Registered Professional Engineer. The final determination for use of the material as SUBBASE shall be made by the Engineer. 303.03 PREPARATION OF SUBGRADE 1. If the soil on site meets the standards for subbase as set forth by 302.02, the requirements of INDOT Section 207 shall not apply. Page 41 of 41 REVISION NO. DATE SECTION 402 - HOT MIX ASPHALT, HMA, PAVEMENT Section 402 shall be deleted in its entirety and replaced by the following specification: 1 . Prevailing Specifications: a. 2008, INDOT, Standard Specifications Sections 401,402 and 406 2. Additions: a. The Contractor shall submit ajob mix formula for approval five (5) working days prior to any mix placed. i. The Contractor will not be allowed to proceed with the placement of asphalt without an approved job mix formula. ii. The Contractor shall notify the city forty eight (48) hours prior to placing any asphalt. iii. Mix placed without notification will be subject to no payment to the Contractor. b. The Contractor shall hire an outside - approved independent laboratory to perform testing. Test results shall be given to the city representative within forty eight (48) hours. ii. A city representative shall be present and designate a random location for all samples. iii. A representative from the testing lab will be present during sampling and shall take immediate possession of sample(s). iv. The representative from the testing lab will be required to sign the City's chain of custody form prior to leaving the site with the samples. C. One (1) plate sample for each different type of mix shall be taken each day that fifty (50) tons are placed. If more than five hundred (500) tons per day are placed, then one (1) additional sample for each five hundred (500) tons will be required for each different type of mix. Page 41 of 41 REVISION NO. DATE d. There shall be a minimum of two (2) field density tests for each mix design and each lift. An outside approved independent laboratory shall perform density testing. ii. The target density shall not be less than ninety six (96 %) percent of the optimum unit weight of the mixture at the optimum binder content, as determined during the preparation of the mix design. iii. The determination of optimum density shall be the average of five (5) tests taken at random locations. iv. When the width of the pavement does not allow tests to be taken transversely, the five (5) tests shall be taken longitudinally. V. The average of the density tests should not be less than ninety five (95 %) percent of the average density of six (6) laboratory prepared specimens. e. If test results for the mixture properties, and density, does not meet allowable tolerances, adjustment points shall be assessed in accordance with Section 401.19 of the 2006 INDOT Standard Specifications. f. The Contractor shall perform smoothness tests for all base, intermediate, and surface pavements in accordance with 2006 INDOT Standard Specification Section 401.19. i. The test shall be done in the presence of a city representative. The Contractor shall straight edge each course prior to the placement of the next course. ii. Adjustment inpayment factors for smoothness shall be assessed in accordance with Section 401.19 of the 2008 INDOT Standard Specifications. g. Damages will be assessed if the Contractor varies from the above specification. h. No recycled asphalt pavement (RAP) or Native gravel for coarse aggregate will be allowed in the HMA surface mixture. The binder in the HMA surface mix shall be PG 70 -22. Page 41 of 41 REVISION NO. DATE SECTION 500 -CONCRETE PAVEMENT 502.02 MATERIALS 1. Change the following: a. Course Aggregate shall only be Class AP, Size No .5 unless otherwise specified. b. No payment shall be made for Concrete Pavement that deviates from this Coarse Aggregate Requirement. SECTION 807 - HIGHWAY ILLUMINATION 807.20 CITY OF SOUTH BEND, IN SPECIFICATIONS 1. Drawings: a. Prior to the installation of street lights in a development, the developer must submit three (3) sets of plans for review and approval i. These plans must meet minimum design standards as described in the standards set forth herein and the standards set forth below. 2. Points of Service : a. American Electric Power shall specify all points of service forthe street lighting system. 3. As -Built Drawings & Catalog Cuts a. Upon completion and prior to acceptance of the street light system, the developer must submit three sets of as built drawings of the street light system, along with three sets of catalog cuts on all material used in the installation of the lighting system to the City of South Bend Engineering Department. 4. Minimum Design Standards: a. The following are minimum design standards for street lights installed within the City of South Bend: i. Woodpole- overheadwiring (a) Maximum spacing -200 ft. (b) Either staggered or one side Page 41 of 41 REVISION NO. DATE (c) Wire 44 duplex, aluminum (d) Connection Wire 412 alum (black and white) 600V (e) Fixture -GE Cobra Head 20OW HPS 120 Volt M -400 Series (f) Arm -6' arm x 2' with 2' rise (aluminum) (g) Photo control relay service -30 or 60 AMP normally open ii. Fiberglass Pole - Underground wiring (a) Pole-Fiberglass 17' overall height, 14' above ground (b) MFG - Shakespeare (c) Engineered Fiberglass Products, Inc., or equal (d) Maximum spacing -50 ft, staggered (e) Color -Black (f) Fixture -GE TC -100 IOOW HPS, 120V or (g) ITT American Revolution IOOW HPS, 120V (h) Wire 44 slum direct bury (i) Pole wire - #12 alum., 600V (black + white) THHN 0) Photo control relay service -30 60 AMP normally open Aluminum pole - underground wiring (a) Pole -35' aluminum direct bury with 6' arm (b) Fixture -GE Cobra head 200 W. HPS, 120V -M -400 Series (c) Max. spacing -200 ft. staggered or one side (d) Wire 44 alum direct bury (e) Pole wire - #12 alum, 600V (black &white) THHN (f) Photo control relay services - 30 or 60 AMP nominally open Page 41 of 41 REVISION NO. DATE (g) No variance from these standards will be permitted without written approval by the City Engineer. SECTION 910 -METAL MATERIALS 910.14 (a) FLANGED CHANNEL POSTS 1. ADD Street Name Posts a. 2 lb per foot, 10 foot minimum length 2. ADD Traffic Control Posts a. 2 lb per foot, 12 foot minimum length 3. ADD Delineator Posts a. 3 lb. per foot, 7 foot minimum length SECTION 919 TRAFFIC SIGNS 1. ADD All Street signs shall be metal. a. No plywood signs shall be allowed. 2. ADD All Signs shall also conform to the MUTCD, most recent version. SECTION 2000 - STREET EXCAVATION AND REPAIR 2000.01 AUTHORITY 1. Chapter 18, Article 2, Division 2 Municipal Code, City of South Bend, Indiana 2000.02 DESCRIPTIONS 1. Policy a. Whereas: The Board of Public Works deems it necessary to establish a firm policy for the backfilling of excavations and opening or excavations and replacement of pavement disturbed as a result of making an opening or excavation on any street, these specifications are set forth and the compliance therewith shall be a requirement of obtaining a permit for said opening or excavation under chapter 18, Article 2, Excavations, as set Page 41 of 41 REVISION NO. DATE forth in the South Bend Municipal Code. b. It shall be the obligation of any person, firm or corporation obtaining a permit for an opening or excavation in the public right -of -way to backfill the excavation and replace the pavement as set forth in these specifications: 2. Backfill a. All excavations under pavement shall be backfilled with material meeting INDOT Section 211.03.1 Types 2, 3, or 4. b. Any flowable backfill used in place of traditional Backfill shall meet INDOT Section 213, Removable Flowable Backfill . C. Compaction shall meet the requirements of INDOT 211.04. 3. Pavement Replacement a. All pavement shall be replaced with a type of construction equal to or better than that which is removed, as approved in writing by the City Engineer. b. All concrete pavement removal shall be to the nearest joint. C. Joints in concrete replacement pavement shall match the existing joints in the pavement 4. Concrete or Asphalt Pavements a. Concrete or asphaltic pavement shall be replaced with concrete of a thickness equal to that which existed or six (6) inches, whichever is greater. Concrete used in pavement replacement shall consist of Type A concrete with 6% air entrainment. ii. Slump shall not exceed four (4) inches. b. Coarse Aggregate shall be Limestone or Blast Furnace Slag ONLY. No natural or local gravel aggregate may be used. C. When concrete is used in replacement of asphaltic pavement, a blacking agent such as C 250 Super Black (Color Pigment, Inc. ) or approved equal, shall be used. d. Tining shall be performed immediately after. A clear seal membrane shall be utilized once patch is finished (asphalt only). Page 41 of 41 REVISION NO. DATE e. White pigment will be only accepted seal for any concrete work performed in an existing concrete street. 5. Brick Pavement a. When excavating brick pavement, the existing brick shall be removed and stockpiled, prior to excavation. Said brick shall be used for pavement replacement. 6. Temporary Patch a. If it is not possible, due to weather conditions, for the contractor to replace the pavement within 24 hours following backfilling of cut, a coarse aggregate base 8" thick and a cold asphaltic surface of 4" shall be applied and maintained as a temporary patch until permanent repairs can be made. b. Cold weather concrete shall be used and blanketed when the temperature falls below 50 degrees. C. Such temporary patches shall be replaced with permanent repairs no later than May 1 of the following year. d. The permit holder will be responsible for maintaining the temporary patch until final surface restoration is made. 2000.03 TRAFFIC CONTROL 1. It shall be the responsibility of any person, firm, or corporation to provide all traffic control devices and personnel required by the Indiana Manual for Uniform Traffic Control Devices at no direct cost to the City. 2. No construction equipment, including vehicles, trailers, or other objects shall be left unattended in the right -of -way of any street or parked overnight without proper markings and lighting. 3. The method of traffic control shall be approved by the Engineer. 4. It shall be the responsibility of any person, firm, or corporation to provide flag persons whenever operations require traffic to be reduced to one lane for travel. 2000.04 INSPECTION 1. It shall be the responsibility of any person, firm, or corporation to notify the Engineer when obtaining curb cut Iexcavation permits from the Engineering Department as to the time and date of the proposed work. Page 41 of 41 REVISION NO. DATE a. If the reported date is altered, it shall be the responsibility of the permit holder to notify the Engineer no less than 24 hours prior to the commencement ofthe proposed work. 2. The Engineer reserves the right to reject any and all work upon the failure by the Contractor to comply with this section. SECTION 2001 - SEWERS & RELATED FACILITIES 2001.01 DESCRIPTION 1. This work shall consist of the design and construction of storm and sanitary sewers and related facilities. 2. Special attention shall be given to the STATE SPECIFICATIONS as this Section 2001 pertains only to special items not covered in the STATE SPECIFICATION. 2001.02 DESIGN REQUIREMENTS - SEWAGE FACILITIES All storm and sanitary sewers, sewage pumping stations, and sewage treatment facilities shall be designed in accordance with the latest revision of "Recommended Standards for Sewage Works" as adopted by the Great Lakes - Upper Mississippi River Board of State Sanitary Engineers. 2001.03 DESIGN REQUIREMENTS -ROOF AND PAVED AREA 1. Drainage and Maintenance — Off street parking facilities shall be graded so as to prevent drainage onto abutting property and /or into the public streets and alleys. 2. Dry wells of a construction capacity and design approved by the City Civil Engineer shall be installed to collect all runoff water unless adequate storm sewers or drainage ditches are available. 3. Dry wells shall be cleaned periodically so that they will collect the design capacity of runoff water. 4. These drainage provisions shall not apply where a different method disposing of said runoff water is ordered by the Board of Public Works. 5. Parking areas shall be maintained in a clean and orderly condition at the expense of the owner or lessee and not to be used for the sale, repair, or dismantling or servicing of any vehicles, equipment, material or supplies. 6. No newly constructed, rebuilt, repaired, or replaced gutter, downspout, roof drain, foundation drain or off - street parking area drain shall be connected with or permitted to drain into the sanitary sewer system of the City. Page 41 of 41 REVISION NO. DATE 2001.04 DESIGN REQUIREMENTS - STORM SEWER CRITERIA 1. All storm sewer facilities shall be designed in accordance with latest Standards Drawings as approved by the Board of Public Works. However, the City Engineer may require the use of more stringent criteria where he /she deems it appropriate. 2001.05 PIPE MATERIALS 1. All sewers shall be constructed of the materials as approved by the Engineer. 2001.06 JOINT MATERIALS 1. Sanitary Sewers a. All joints for sanitary sewer pipe shall meet all requirements of the latest revision of the "Recommended Standards for Sewage Works" otherwise known as the "10 State Standards ". 2. Riser /Adjusting Rings a. NO BRICK OR BLOCK SHALL BE USED IN THE CONSTRUCTION OF A MANHOLE OR TO ADJUST THE ELEVATION OF THE FRAME AND COVER. b. CONTRACTOR shall replace existing, deteriorated riser with new precast concrete riser rings free from cracks, voids and other defects conforming to ASTM C478 or a 'Pivoted Turnbuckle Manhole Riser" as manufactured by American Highway Products, or approved equal. C. To the extent practicable, CONTRACTOR shall use riser rings of a nominal thickness of not less than two (2) inches and not more than twelve (12) inches for reconstruction and /or adjustment of the manhole frame and cover. i. Where the ring thickness of any individually installed replacement ring is less than 2 inches CONTRACTOR shall use high density polyethylene riser rings exclusively. ii. CONTRACTOR shall adjust all manholes designated to receive casting adjustment and/or alignment. iii. Such adjustment shall meet existing finished grade unless an alternative elevation is specified. iv. Where existing structures are located in sloped, paved surfaces, CONTRACTOR shall use high density polyethylene riser rings Page 41 of 41 REVISION NO. DATE with slope construction exclusively. d, Extrudable Preformed Gasket Material: i. CONTRACTOR shall use a nominal 1/2 inch size butyl rubber base gasket material, conforming to AASHTO M -198 and Federal Specification SS- S -21OA placed in all keyways as shown in Figures 5AA and B between precast concrete adjusting ring and casting, individual precast concrete adjusting rings, and precast concrete adjusting ring and conejoints. ii. The gasket material shall be as manufactured by Hamilton Kent - Seal, RUB= R- NEK -L -T -M by K.T. Snyder Company or an OWNER approved equal. iii. CONTRACTOR shall use a double bead of 3/ 16 inch to 3 inch butyl sealant on high density polyethylene riser rings as specified. e. Preparation: i. CONTRACTOR shall excavate and remove the existing riser rings where riser reconstruction is designated or otherwise required to provide a suitable base for casting reinstallation. ii. CONTRACTOR shall thoroughly clean the concrete cone or top slab with a whisk broom, wire brush, chisel or other method to assure a flat seating surface free of rocks, gravel, asphalt, protruding concrete, dirt, frozen and other material and debris. iii. For significantly damaged cone tops and top slabs, CONTRACTOR shall apply rapid setting cement mortar to a smooth finish suitable for seating riser rings, and install the riser rings in accordance with the manufacturer's recommendations. f. Precast Concrete Riser Ring Sealant CONTRACTOR shall provide a watertight seal between the cone and precast concrete riser ring, each adjoining precast concrete riser ring, and precast concrete riser ring and casting by applying two (2) rows of 1/2 inch extrudable preformed gasket material. ii. A compatible primer or solvent as recommended by manufacturer of butyl base material shall be used to prepare surfaces prior to application of butyl base material and riser rings. g. Precast Concrete Riser Ring Sealant Page 41 of 41 REVISION NO. DATE CONTRACTOR shall provide a watertight seal between the cone and precast concrete riser ring, each adjoining precast concrete riser ring, and precast concrete riser ring and casting by applying two (2) rows of 1/2 inch extrudable preformed gasket material. 11. A compatible primer or solvent as recommended by manufacturer of butyl base material shall be used to prepare surfaces prior to application of butyl base material and riser rings. h. HDPE Riser Ring Sealant CONTRACTOR shall apply a 3/16 inch to 3 bead of butyl sealant on the cone or top slab of the existing structure. ii. A double bead shall be used if surface irregularities are present. iii. CONTRACTOR shall also apply a 3/16 inch to 3 inch bead of butyl sealant on the bottom of each HDPE riser at the male lip, and a 3/ 16 inch to 3 inch bead of sealant on the top of the last ring prior to resetting the existing casting. i. Exterior Sealing i. CONTRACTOR shall reinstall existing casting or provide new casting as applicable; and prior to backfilling, shall seal the exterior of the manhole from two (2) inches below the bottom riser ring on the cone section to and covering the base of the casting, including the voids on the outside j oints of the riser rings with a trowelable grade butyl rubber base exterior backplaster material, 3 inch minimum thickness when dry. ii CONTRACTOR shall then apply a shrink wrap, visquine, or OWNER approved equal to the outside of the riser rings to provide further sealing of the manhole. iii. As an alternative, CONTRACTOR shall install Infi - Shield External Sealing System or OWNER approved equal. 3. Testing and Acceptance a. All work shall be visually inspected by ENGINEER prior to backfilling and at the time of final inspection. b. Any defects shall be repair by CONTRACTOR at no additional cost to OWNER. See 2001.08 for specific testing requirements. 2001.07 APPURTENANCES Page 41 of 41 REVISION NO. DATE 1. Manholes: Manholes are to be in accordance with the Standard Drawings and Plans. 2. Special attention shall be given to the infiltration and exfiltration requirements in Section 2001.06 as no allowance will be made for leakage in the manholes. 3. Inlet and Inlet Pipes: Inlets are to be in accordance with the Standard Drawings and Plans. Inlet pipes shall be included in the specifications pertaining to Storm Sewers. 4. Miscellaneous Items: All other items pertinent to the Project shall be covered in the Standard Drawings and Plans. 2001.08 TESTING MATERIAL 1. All manufactured material used in the Project shall meet all testing requirements of these PREVAILING SPECIFICATIONS. Special attention shall be given to Section 106. 2. Infiltration and exfiltration tests shall be responsibility of the Contractor. In the event of failure, the Contractor shall be fully responsible for correction of the problem and retesting by the Engineer. 3. Certification of materials does not preclude further testing by the Engineer. 4. All manholes, unless otherwise specified, shall be tested with negative air pressure (vacuum) in accordance with ASTM C- 1244 -93 5. The Engineer reserves the right to reject any materials which do not fulfill these SPECIFICATIONS. 2001.09 INSPECTION 1. It shall be the responsibility of the Contractor to notify the Engineer of his intent to commence working operations. Said notice shall be issued no less than 48 hours prior to start. 2. The Engineer reserves the right to reject all work based upon the failure by the Contractor to comply with this Section. 3. A five (5 %) percent Mandrel Deflection Test shall be performed on all flexible sewer pipe. a. These pipes shall be mandrelled with a rigid device sized to pass five (5 %) percent or less deflection (or deformation) of the base inside diameter of the pipe Page 41 of 41 REVISION NO. DATE b. The mandrel test shall be conducted thirty (30) days after reaching final trench backfill grade. Each pipe material /type required to be mandrel tested shall be tested with a mandrel approved by the pipe manufacturer and meeting the requirements of this section. C. The test shall not be performed with the aid of a mechanical pulling device. d. The mandrel shall be pulled by hand through all sewer lines in a manner acceptable to the City Engineer and any section of sewer not passing the mandrel shall be uncovered, replaced or repaired to the City's satisfaction, and retested. C. The Contractor shall provide proving rings to check the mandrel. f. Drawings of mandrels with complete dimensions shall be furnished by the Contractor to the City upon request for each diameter and specification of pipe. 4. Leakage tests of the sewer and manholes shall be conducted by the Contractor for infiltration or exfiltration. a. The infiltration and exfiltration shall not exceed two hundred (200) gallons per inch diameter per mile per day for any section of the system. b. The tests shall be performed with a minimum positive head of two (2') feet. 5. For Pipes thirty -six (3 6) inches and larger in diameter ASTM C -1103 joint test will be allowed. 6. For elliptical pipes video inspection of each joint will be allowed instead of air or joint testing. 7. Vacuum testing of the standard manholes will be required while manholes of special configuration will be exempt from testing on this project. 8. If an air test is proposed, the test must be approved by the City Engineer. 9. Tests must be certified by a professional engineer registered in the State of Indiana. 10. The City Engineering Department shall be advised forty -eight (48) hours prior to conducting all tests. 2001.10 GENERAL REQUIREMENTS Page 41 of 41 REVISION NO. DATE 1. Special attention shall be given to the PREYAILING SPECIFICATIONS covering the several items of responsibility, backfilling and final acceptance of the work. SECTION 2003 -PRIVATE IMPROVEMENTS 2003.01 DESCRIPTION 1. Procedure a. This Section outlines the proper procedure for approval, construction, dedication, and acceptance of storm sewers, sanitary sewers, roads, curbs, sidewalks, drainage and other related improvements constructed by Developers for dedication to the civil City of South Bend as Public right of way. 2003.02 PRIVATE IMPROVEMENTS IN UNDEDICATED AREAS 1. Initial Approval a. The Developer must submit to the Board of Public Works all Final Plans and Specifications related to the proposed Improvements. b. All Plans shall be prepared and sealed by a Professional Engineer registered in the State of Indiana. C. Accompanying these documents and request for approval, the Developer shall furnish the Board of Public Works proof of final plat approval as issued by the appropriate agency. d. Construction activities shall not begin unless all Plans, Specifications and related documents are approved by the Board of Public Works. Any work completed prior to approval by the Board of Public Works may be required to be removed and replaced at the Board's or its authorized representative's discretion. e. If the work is not accepted or replaced by the Developer the surety held by the Board will be used to have the improvements re- installed by a licensed and bonded contractor. f. Surety shall be posted in perpetuity until the acceptance of the Completion Affidavit, Maintenance Bond, and Waiver of Lien. g. Surety may be reduced as improvements are accepted by the Board of Public Works. (see "D" Below) 2. Construction Phase Page 41 of 41 REVISION NO. DATE a. Control of Work: All work shall be done in accordance with these Special Provisions and the Prevailing Specifications. b. Notification to Engineers: Section 2001.09 (a) shall apply 3. Acceptance of Improvements a. Upon completion of work: i. The Developer shall request Final Inspection and acceptance by the Engineer ii. The Developer shall submit the following documents to the Board of Public Works along with his request for acceptance of the Improvements. b. As Built Plans: The as -built plans shall be in accordance with section 2090. C. Waiver of Lien: On all workmanship and materials used in connection with these improvements. d. Maintenance Bond , as per section 103.04 e. Completion Affidavit, as furnished by the Board of Public Works f. Items 3 and 4 above shall list the Developer as the 1 st party to all documents. Maintenance Bonds and Completion Affidavits will not be accepted from individual contractors or service firms. 4. Uncompleted Work a. Should acceptance by the Board of Public Works be requested by the Private Party prior to the completion of all improvements, a Modified Completion Affidavit may be issued at the discretion of the Engineer, if the following conditions are met: 1. Posting with the Board of Public Works one of the following items to insure completion of the balance of all Improvements: (a) Certified Letter of Credit (b) Certified Check (c) Any equally negotiable instrument equal to (a) or (b), (d) All such instruments in the amount of 100% of the Page 41 of 41 REVISION NO. DATE uncompleted improvements. (e) The instrument shall be issued in perpetuity and shall NOT have an expiration date. (g) Itwill be released upon final acceptance of the proposed improvements. 2003.03 PRIVATE IMPROVEMENTS IN DEDICATED AREAS I. Initial Approval: As per Section 2002.02(A) 2. All reference to final plat approval shall be deleted. 3. The following Provisions shall be added: a. It shall be the responsibility of the Developer (or his authorized agent) to secure all required permits. b. The Developer shall submit a document acceptable to the Board of Public Works stating their intent to dedicate any additional right -of -way or easements as required by the proposed Plans and Specifications. 4. Construction Phase a. The following provisions shall be added: i. The Developer shall also furnish to the Board of Public Works documentation of Grants of Right -of -way and I or Easements necessitated by any improvements constructed outside the existing right -of -way and I or Easements. ii. All such documentation shall be furnished on forms approved by the Board of Public Works. SECTION 2090 -AS -BUILT PLAN REQUIREMENTS 2090.01 ALL As -Built plans shall meet the following requirements: 1. Deviations from the original construction drawings shall be shown in the same general detail utilized in the original drawings. 2. For Public Work a copy of the plans shall be continuously updated (hand marked) on -site as construction proceeds and available for inspection by the City of South Bend Board of Public Works or their authorized representative. Page 41 of 41 REVISION NO. DATE 3. If any significant changes, as deemed so by the City of South Bend or its authorized representative, are made to the plans during construction the as- built drawings shall be re- drafted to reflect the change(s). 4. Only computer generated corrections will be accepted on the final sets (electronic and hard -copy) of as -built drawings. No handwritten strike -outs or corrections will be accepted. 5. The final set of as -built drawings shall be clearly stamped "AS- BUILT" and dated with the date of production. They shall also be stamped and certified by a professional engineer or professional land surveyor. 6. The City reserves the right to utilize some or all of the retainage held for a public project or a portion of the posted surety to complete as -built drawings if they are not submitted within twenty -one (21) calendar days of the substantial completion date of a project. 7. No retainage will be released or full surety will not be released until the as- built drawings are approved. 8. Final hard copy as -built drawing requirements: a. One (1) set of as -built drawings shall be submitted on D size (24" x 36 ") mylar or vellum. b. As -built drawings are to be submitted in black and white only as a complete set consisting of EVERY sheet of the original plan set. 9. Electronic as -built requirements: a. One (1) set of as -built drawings shall be submitted in AutoCAD (2000 or later versions only) .DWG file format. b. As -built drawing fomlat shall meet all requirements set forth in drawing A -3 of the City of South Bend's Design and Construction Standards. SECTION 2100 EXCAVATION & TRENCHING SAFETY 1. Purpose a. This program outlines procedures and guidelines for the protection of employees working in and around excavations and trenches. b. This program requires compliance with OSHA Standards described in Subpart P (CFR 1926.650) for the construction industry. Page 41 of 41 REVISION NO. DATE C. Compliance is mandatory to ensure employee protection when working in or around excavations. d. The programs in this manual on confined space, hazard communication, lock- out /tag -out, respiratory protection, and any other safety programs or procedures deemed essential for employee protection, are to be used in conjunction with this program. 2. Scope a. This program pertains to all City of South Bend projects that require any excavations or trenches. b. Please direct any questions to the Safety and Risk Department (574) 245- 6400. 3. References a. 29 CFR 1926.650, Subpart P - Excavations b. Excavation Equipment Manufacturer Safety Procedures 4. Responsibilities a. It is the responsibility of each supervisor or department head to implement and maintain the procedures and steps set forth in this program. b. Each employee involved with excavation and trenching work is responsible to comply with all applicable safety procedures and requirements of this program. 5. Definitions a. BENCHING -A method of protecting employees from cave -ins by excavating the sides of an excavation to form one or a series of horizontal levels or steps, usually with vertical or near vertical surfaces between levels. b. CAVE -IN - The separation of a mass of soil or rock material from the side of an excavation, or the loss of soil from under a trench shield or support system, and its sudden movement into the excavation, either by failing or sliding, in sufficient quantity so that it could entrap, bury, or otherwise injure and immobilize a person. C. COMPETENT PERSON -One who is capable of identifying existing and predictable hazards in the surroundings or working conditions, which are Page 41 of 41 REVISION NO. DATE unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them. d. DURATION OF EXPOSURE — The longer an excavation is open, the longer the other factors have to work on causing it to collapse. C. EXCAVATION -Any man -made cut, trench, or depression in an earth surface, formed by earth removal. 6. Hazardous Atmosphere a. An atmosphere which by reason of being explosive, flammable, poisonous, corrosive, oxidizing, irritating, oxygen deficient, toxic, or otherwise harmful, may cause death, illness, or injury. 7. Protective System a. A method of protecting employees from cave -ins, from material that could fall or roll from an excavation, or from the collapse of adjacent structures. b. Protective systems include support systems, sloping and benching systems, shield systems, and other systems that provide necessary protection. 8. Shield a. A structure that is capable of withstanding the forces imposed on it by a cave -in and thereby protects employees within the structure. b. Shields can be permanent structures or can be designed to be portable and moved along as work progresses. All shields must be in accordance with 29 CFR 1926.652(c)3 or (c)4. 9. Sloping a. A method of protecting workers from cave -ins by excavating to form sides of an excavation that is inclined away from the excavation to prevent cave - ins. b. The angle of incline required to prevent a cave -in varies with differences such as soil type, length of exposure, and application of surcharge loads. 10. Surcharge Loads a. Generated by the weight of anything in proximity to the excavation, push starts for a cave -in (anything up top pushing down). Common Page 41 of 41 REVISION NO. DATE surcharge loads: i. Weight of spoil pile ii. Weight of nearby buildings, poles, pavement, or other structural objects. iii. Weight ofmaterial and equipment 11. Trench a. A narrow excavation below the surface of the ground, less than 15 feet wide, with a depth no greater than the width. 12. Undermining a. Undemlining can be caused by such things as leaking, leaching, caving or over - digging. Undermined walls can be very dangerous. 13. Vibration a. A force that is present on construction sites and must be considered. The vibrations caused by backhoes, dump trucks, compactors and traffic on job sites can be substantial. 14. Excavation a. Before any work is performed and before any employees enter the excavation, a number of items must be checked and insured: b. Before any excavation, underground installations must be determined. i. This can be accomplished by either contacting the local utility companies or the local 'one- call" center for the area. ii. All underground utility locations must be documented on the proper fonts. iii. All overhead hazards (surface encumbrances) that create a hazard to employees must be removed or supported to eliminate the hazard. iv. If the excavation is to be over 20 feet deep, it must be designed by a registered professional engineer who is registered in the state where work will be performed. Page 41 of 41 REVISION NO. DATE V. Adequate protective systems will be utilized to protect employees. This can be accomplished through sloping, shoring, or shielding. C. The worksite must be analyzed in order to design adequate protection systems and prevent cave -ins. i. There must also be an excavation safety plan developed to protect employees. d. Workers must be supplied with and wear any personal protective equipment deemed necessary to assure their protection. i. All spoil piles will be stored a minimum of four (4) feet from the sides of the excavation. ii. The spoil pile must not block the safe means of egress. e. If a trench or excavation is 4 feet or deeper, stairways, ramps, or ladders will be used as a safe means of access and egress. For trenches, the employee must not have to travel any more than 25 feet of lateral travel to reach the stairway, ramp, or ladder. ii. No employee will work in an excavation where water is accumulating unless adequate measures are used to protect the employees. f. A competent person will inspect all excavations and trenches daily, prior to employee exposure or entry, and after any rainfall, soil change, or any other time needed during the shift. The competent person must take prompt measures to eliminate any and all hazards. g. Excavations and trenches 4 feet or deeper that have the potential for toxic substances or hazardous atmospheres will be tested at least daily. h. If the atmosphere is inadequate, protective systems will be utilized. i. If work is in or around traffic, employees must be supplied with and wear a wrap around reflective (vertical or horizontal) vests. i. Signs and barricades must be utilized to ensure the safety of employees, vehicular traffic, and pedestrians. 15. Competent Person Responsibilities Page 41 of 41 REVISION NO. DATE a. The OSHA Standards require that the competent person must be capable of identifying existing and predictable hazards in the surroundings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and have authorization to take prompt corrective measures to eliminate them and, if necessary, to stop the work. b. A competent person is required to: i. Have a complete understanding of the applicable safety standards and any other data provided. ii. Assure the proper locations of underground installations or utilities, and that the proper utility companies have been contacted. iii. Conduct soil classification tests and reclassify soil after any condition changes. iv. Determine adequate protective systems (sloping, shoring, or shielding systems) for employee protection. V. Conduct all air monitoring for potential hazardous atmospheres. vi. Conduct daily and periodic inspections of excavations and trenches. vii. Approve design of structural ramps, if used. 16. Excavation Safety Plan a. An excavation safety plan is required in written form. i. This plan is to be developed to the level necessary to insure complete compliance with the OSHA Excavation Safety Standard and state and local safety standards. b. Excavation safety plan factors: 1. Utilization of the local one -call system 11. Determination of locations of all underground utilities M. Consideration of confined space atmosphere potential IV. Proper soil protection systems and personal protective equipment and clothing Page 41 of 41 REVISION NO. DATE V. Determination of soil composition and classification vi. Determination of surface and subsurface water vii. Depth of excavation and length of time it will remain open viii. Proper adherence to all OSHA Standards, this excavation and trenching safety program, and any other coinciding safety programs. C. The competent person will classify the soil type in accordance with the definitions in Appendix A on the basis of at least one visual and one manual analysis. i. These tests should be run on freshly excavated samples from the excavation and are designed to determine stability based on a number of criteria: the cohesiveness, the presence of fissures, the presence and amount of water, the unconfined compressive strength, the duration of exposure, undermining, and the presence of layering, prior excavation and vibration. ii. The cohesion tests are based on methods to determine the presence of clay. (a) Clay, silt, and sand are size classifications, with clay being the smallest sized particles, silt intermediate and sand the largest. (b) Clay minerals exhibit good cohesion and plasticity (can be molded). (c) Sand exhibits no elasticity and virtually no cohesion unless surface wetting is present. (d) The degree of cohesiveness and plasticity depend on the amounts of all three types and water. d. When examining the soil, three questions must be asked: i. Is the sample granular or cohesive? ii. Fissured ornon - fissured? iii. What is the unconfined compressive strength measured in TSP? Page 41 of 41 REVISION NO. DATE 17. Methods of Testing Soils: a. Visual Test i. If the excavated soil is in clumps, it is cohesive. 11. Ifit breaks up easily, not staying in clumps, it is granular. b. Wet Manual Test: i. Wet your fingers and work the soil between them. ii. Clay is a slick paste when wet, meaning it is cohesive. iii. If the clump falls apart in grains, it is granular. C. Dry Strength Test: i. Try to crumble the sample in your hands with your fingers. i Ifit crumbles into grains, it is granular. iii. Clay will not crumble into grains, only into smaller chunks. d. Pocket Penetrometer Test: i. his instrument is most accurate when soil is nearly saturated. ii. This instrument will give unconfined compressive strength in tons per square foot. iii. The spring- operated device uses a piston that is pushed into a coil up to a calibration groove. iv. An indicator sleeve marks and retains the reading until it is read. V. The reading is calibrated in tons per square foot (TSF) or kilograms per cubic centimeter. e. Thumb Penetration Teal: i. The competent person attempts to penetrate a fresh sample with thumb pressure. iii. If the sample can be dented, but penetrated only with great effort, it is Type A. Page 41 of 41 REVISION NO. DATE iii. Ifit can be penetrated several inches and molded by light pressure, it is Type C. Type B can be penetrated with effort and molded. f. Shearvane: i. Measures the approximate shear strength of saturated cohesive soils. ii. The blades of the vane are pressed into a fiat section of undisturbed soil, and the knob is turned slowly until soil failure. ii. The dial is read directly when using the standard vane. iv. The results will be in tons per square foot or kilograms per cubic centimeter. V. The competent person will perform several tests of the excavation to obtain consistent, supporting data along its depth and length. vi. The soil is subject to change several times within the scope of an excavation and the moisture content will vary with weather and job conditions. vii. The competent person must also determine the level ofprotection based on what conditions exist at the time of the test, and allow for changing conditions. 18. Soil Classification and Identification a. The OSHA Standards define soil classifications within the Simplified Soil Classification Systems, which consist of four categories: i. Stable rock, Type A, Type B, and Type C. Stability is greatest in stable rock and decreases through Type A and B to Type C, which is the least stable. Appendix A of the Standard provides soil mechanics terms and types of field tests used to determine soil classifications. b. Stable rock is defined as natural solid mineral matter that can be excavated with vertical sides and remain intact while exposed. C. Type A soil is defined as: Cohesive soils with an unconfined compressive strength of I.5 tons per square foot (TSF) or greater. Page 41 of 41 REVISION NO. DATE ii Cemented soils like caliche and hardpan are considered Type A. 19. Soil is NOT Type A if: a. It is fissured. b. The soil is subject to vibration from heavy traffic, pile driving or similar effects. C. The soil has been previously disturbed. d. The material is subject to other factors that would require it to be classified as a less stable material. e. The exclusions for Type A most generally eliminate it from most construction situations. 20. Type B soil is defined as: a. Cohesive soil with an unconfined compressive strength greater than .5 TSF, but less than 1.5 TSF. b. Granular cohesionless soil including angular gravel, silt, silt loam, and sandy loam. C. The soil has been previously disturbed except that soil classified as Type C soil. d. Soil that meets the unconfined compressive strength requirements of Type A soil, but is fissured or subject to vibration. e. Dry rock that is unstable. 21. Type C soil is defined as: a. Cohesive soil with an unconfined compressive strength of .5 TSP or less. b. Granular soils including gravel, sand and loamy sand. C. Submerged soil or soil from which water is freely seeping. d. Submerged rock that is not stable. 22. Excavation Protection Systems a. The three basic protective systems for excavations and trenches are sloping and benching systems, shoring, and shields. Page 41 of 41 REVISION NO. DATE b. The protective systems shall have the capacity to resist without failure all loads that are intended or could reasonably be expected to be applied to or transmitted to the system. Every employee in an excavation shall be protected from cave -ins by an adequate protective system. C. Exceptions to using protective system: i. Excavations are made entirely in stable rock ii. Excavations are less than S feet deep and declared safe by a competent person 23. Sloping and Benching Systems a. There are four options for sloping: b. Slope to the angle required by the Standard for Type C, which is the most unstable soil type. C. The table provided in Appendix B of the Standard may be used to determine the maximum allowable angle (after determining the soil type). d. Tabulated data prepared by a registered professional engineer can be utilized. e. A registered professional engineer can design a sloping plan for a specific job. f. Sloping and benching systems for excavations five (5) to twenty (20) feet in depth must be constructed under the instruction of a designated competent person. g. Sloping and benching systems for excavations greater than twenty (20) feet must be designed and stamped by a registered professional engineer. h. Sloping and benching specifications can be found in Appendix B of the OSHA Standard (Subpart P). 24. Shoring Systems a. Shoring is another protective system or support system. b. Shoring utilizes a framework of vertical members (uprights), horizontal members (whales), and cross braces to support the sides of the excavation Page 41 of 41 REVISION NO. DATE to prevent a cave -in. C. Metal hydraulic, mechanical or timber shoring is common examples. d. The different examples of shoring are found in the OSHA Standard under these appendices: L APPENDIX C - Timber Shoring for Trenches ii. APPENDIX D - Aluminum Hydraulic Shoring for Trenches W. APPENDIX E - Alternatives to Timber Shoring e. Shielding is the third method of providing a safe workplace. i. Unlike sloping and shoring, shielding does not prevent a cave -in. Shields are designed to withstand the soil forces caused by a cave - in and protect the employees inside the structure. ii. Most shields consist of two flat, parallel metal walls that are held apart by metal cross braces. f. Shielding design and construction is not covered in the OSHA Standards. i. Shields must be certified in design by a registered professional engineer and must have either a registration plate on the shield or registration papers from the manufacturer on file at thejobsite office. g. ANY REPAIRS OR MODIFICATIONS MUST BE APPROVED BY THE MANUFACTURER. 25. Safety Precautions for Shield Systems a. Shields must not have any lateral movement when installed. b. Employees will be protected from cave -ins when entering and exiting the shield (examples - ladder within the shield or a properly sloped ramp at the end). C. Employees are not allowed in the shield during installation, removal, or during any vertical movement. d. Shields can be 2 ft. above the bottom of an excavation if they are designed to resist loads at the full depth and if there are no indications of caving under or behind the shield. Page 41 of 41 REVISION NO. DATE e. The shield must extend at least 18 inches above the point where proper sloping begins (the height of the shield must be greater than the depth of the excavation). f. The open end of the shield must be protected from the exposed excavation wall. The wall must be sloped, shored, or shielded. ii. Engineer designed end plates can be mounted on the ends of the shield to prevent cave -ins. 26. Personal Protective Equipment a. It is The City of South Bend's policy to wear a hard hat, safety glasses, and work boots on the jobsite. b. Because of the hazards involved with excavations, other personal protective equipment may be necessary, depending on the potential hazards present (examples - goggles, gloves, and respiratory equipment). 27. Inspections a. Daily inspection of excavations, the adjacent areas and protective systems shall be made by the competent person for evidence of a situation that could result in a cave -in, indications of failure of protective systems, hazardous atmospheres or other hazardous conditions. i. All inspections shall be conducted by the competent person prior to the start of work and as needed throughout the shift. ii. Inspections will be made after every rainstorm or any other increasing hazard. M. All documented inspections will be kept on file in the jobsite safety files. 28. Training a. The competent person(s) must be trained in accordance with the OSHA Excavation Standard, and all other programs that may apply (examples Hazard Communication, Confined Space, and Respiratory Protection), and must demonstrate a thorough understanding and knowledge of the programs and the hazards associated. b. All other employees working in and around the excavation must be trained Page 41 of 41 REVISION NO. DATE in the recognition of hazards associated with trenching and excavating. Page 41 of 41