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Home My WebLink About05060038-05060039 Tree Preservation Plan Dated 7/26/2005------ - - - - -- SETBACK /EASEMENT LINE SAN SANITARY LINE __----------------- STORM SEWER LINE --------- - - - - -- 10, 1 ....... _.. -- WATER LINE LEGEND: 20 D.F. - DRAINAGE EASEMENT `Y ; r N WATER VALVE WATER LINE TEE PROPOSED FIRE HYDRANT STORM MANHOLE SANITARY MANHOLE WATER BLOW OFF 1 STORM CATCH BASIN /INLET FYSB FRONT YARD SETBACK RYSB REAR YARD SETBACK SYSB SIDEYARD SETBACK ROW RIGHT -OF -WAY TREE LEGEND: 4 t "sl �r 4" TREE 6" TREE 8" TREE 10" TREE 12" TREE 14" TREE 16" TREE 18" TREE 21 " TREE 24" TREE 27" TREE 30" TREE 42" TREE TREE TO BE REMOVED oq C) Co ba-L-1 PPAouuw � osc�c� co3, p(aipu-1, 15' -0" CONC. END SECTION 6" MINIMUM RIPRAP FABRIC SECURING PINS ENGINEERING FABRIC, 8oz /SYD. MIN. J COMPACTED SUBGRADE END SECTION & RIPRAP DETAIL NOT TO SCALE TOE WALL EXTERIOR CLEANOUT W/ COUNTERSUNK HEAD r-GRADE OR PAVEMENT "X6" E PAD 'E AND 0 0 SANITARY FLO SANITARY CLEANOUT &MANHOLE r2�_ NOT TO scuF 9 FOR DEBRIS /ANIMAL GUARD. ANIMAL GUARD DETAIL NOT TO scuE 9 A tz �tz w 0 J Q 0 J 3 PLAN C B GROOVE — OUTLET END) TONGUE —INLET END) OR T SECTION A —A' N N 12" J J A' DIAMETER w 1 1/2" MD. 1/32 TAPER PER Q INCH PER SIDE HORIZONTAL FLARE ELEVATION 1 WALL VERTICAL FLARE SECTION B —B' nlA1ir=13 SIZE SCHEDULE DIA. I WALL I G or T WE SEC A B C D E IA.+ R -1 I R -2 SKIRT 12 1 2 1 2 -4 1 -8 2 530 740 4 6 24 27 48 -1 46 72 -1 73 24 30 13 16 10 -1 12 -8 9 11 3 -8 3 -8 15 18 2 -8 2 -w 3 2 -8 2 -4 2 -8 990 1280 1520 9 9 9 -8 1 27 1 35 43 -8 46 38 30 73 73 73 -8 36 42 48 19 1 22 25 15 -8 16 -2 16 -q 12 13 14 4 4 4 -8 21 24 NOTE: MANUFACTURER OF END SECTION IS IN ACCORDANCE WITH APPLICABLE PORTIONS OF A.S.T.M. SPECIFICATION C76. CONCRETE END SECTION / 4 Nor ro Scue 9 1 1/2" RAD. ALL R -37 INLET HOOD DETAIL 5 NOT TO SCALE 9 * A placard with the words " No dumping of waste, solvents or paint allowed" needs to be added to all inlets. Inlet casting or grate and frame as specified on structure chart. 3 33/4" x x • (2) #5 Rebors I� ■ 36" long Precast concrete spacers; or solid concrete block 21212 2'1212 & mortar per CO. specs. M U_1 iY Q > NEENAH R -3700 N . •. • .I w i ■ cc 42" Min.* Notes: 1. Dimensions shown in conformance with Indiana * Dimensions vary according to required Dept. of Transportation (INDOT) Specifications. pipe sizes and casting specifications. 2. Poured benchwall and pipe connection vary with * Structure 1103 will not have the hood box type specified. due to the inaccessibility 3. Height dimensions may vary as required by site conditions. PRECAST C BOX INLET TYPE E W/ROLL CURB 6 NOT TO SCALE 9 3 . ' '. '�. Pipe connections per Table 404 -1 of waste, solvents or paint allowed" needs ��.Y.A�- , .' ' • of Specifications M 42" Min.* • 4" Sub - Surface . . 0 1# " NOT TO SCALE 9 Drain Connection •. • " (D 1' ' See note 2 W • ", ' • " " * • '. S 2) BELL TO SPIGOT MAY BE ADJACENT Max. P�ipps > ' . • Drain Connection .. IF • . • See note 2 '------ .•• Pipe 12" A0 • V - -- ---- (TYPICAL ALL LATERALS NEENAH R -3700 N . •. • .I w i ■ cc 42" Min.* Notes: 1. Dimensions shown in conformance with Indiana * Dimensions vary according to required Dept. of Transportation (INDOT) Specifications. pipe sizes and casting specifications. 2. Poured benchwall and pipe connection vary with * Structure 1103 will not have the hood box type specified. due to the inaccessibility 3. Height dimensions may vary as required by site conditions. PRECAST C BOX INLET TYPE E W/ROLL CURB 6 NOT TO SCALE 9 ---------- ----- - --- - - - - -- Notes: I 1. Dimensions shown in conformance with Indiana • • •• • Dept. of Transportation (INDOT) Specifications. • • • .: • 2. Poured benchwall and pipe connection vary with j box type specified. _V - - - - -. - ...._. -- � � 3. Height dimensions may vary as required by site conditions. * Dimensions vary according to required pipe sizes and casting specifications. r7 HOODED DITCH INLET DETAIL NOT TO SCALE 9 7 ANHOLE CASTING SCI• CAS nNG SHALL BE LITHER SELF SEALING OR WATEfiTIGFiT, (SEE. PLAN & PROFILE SHEETS FOR CASTING TYPE). UDS SHALL BE STAMPED *SANITARY SEWER" AND HAVE CLOSM PICKHMES. FRAME SHALL BE SET ON IUBLE ROW OF 1/1 KENT SEAL, OR S1NCLE ROW OF 1" KENT" SEAL. -(SEE IMANHOLE CAS'I1NG SC.H ED. ULE) .................................................................... ........ .......... ............. ...... .......... ... INISH GRADE---.::.. NF'ISHIELD `UNIBAND "-• WTYL RUBBER N ci x . --• PRECAST CONCIRM ADJUSTING RING DC3UBLE ROW OF KENT SEAT. -- tuIANHOLE STEPS PER SPECS INTERIOR JOINTS AND UF"T HOLES —SHALL BE SEALED WITH 14ON— SHRINK GROUT .PER SPEC.'S. NO GROUT ABOVE 10P OF CONE SECTION SET BARREL JOINTS TH RUBBER TYPE GASKET EQUAL TO ASTM 0 --443 AND ON DOUBLE ROW OF " KENT SEAT. OR SINGLE ROW OF 1" KENT SEAL. ■--• -• MANHOLE REINF. PER ASIM SPECS e/—PIPE DIA. PER PLAN dG PROFILE •••- 8£14CHWALL SHAM.. BE CLASS "B" CONC. 1-- SENCHWAIL HEIGHT SHALL 8E WZ OF PIPE DIA. 4'-0~ --" 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -- TYPE "A" NOT TO SCALE TYP. PRECAST CONCRETE MANHOLE DETAIL r8� NOT TO SCALE 9 '3N l l?KS Gf LA r�Ai VW'MACVR VO L tit' A St Or FtR01! Y+�+t LSE SE1 R. I ME 'M K SOIiAK, Ttlio R pop CMPU tiS SFi" BE MO, 00, AT i rPfMF'EFfTY OR EACH 00 OF :kE OYF"t'41M W YK M*M tW- TW tk1N+Tf4 OF •A• I .... l VA.SDANT U 43'f�tBE S�i(eA�t�l}� OR MAIN t/2�tpN�S��i OF THAT OF V. riYE'3 iFAf K 11 LL • DS..f.GY' 1/>l gDI L STRAKHT GP. . ..A"- a•s LATc'T/�L fMAIN I � I COQ CONNECTM q ' SECt121 A•-R EASEMENT L9ME MAN SS" L8c 1a. A ., 13 �•� LAIE�tAL I i"�.. g �F4Ari 1fI r :» CoLtpu4aj l A a �• E P sly.- ' _ �a E; 1, G rW 3,A7'FAALS %W.L K 764E SAME AS FM LK SEVER. E t. !"47RI & WAM FOR LAM MS %BALL W_ 9/0 T �? i � M 3 ice: COOCC FOR LAn- AALS'.JFO" ai t/r OER FOOT. � n 4. XL mr cs VYAL Be XA M I VHM 8ASEIM04M WTAn A BATA WM 4. MARK M OF;„AIVAL AT FM'Vttf LK WIH A WAL r POT, j #0T to EXISTING PIPE CONNECTION / s NOT i0 SCALE 9 NOTE: TO BE USED WHEN CLEAR DISTANCE (FROM EXTERIOR PIPE DIAMETER TO EXTERIOR PIPE DIAMETER) BETWEEN SANITARY SEWER PIPING (MAINS, LATERALS, FORCE MAINS, ETC.) AND ALL OTHER PIPES IS 18" OR LESS, PER ENGINEER'S DIRECTION, OR WHERE NOTED ON THE CONSTRUCTION PLANS. A MINIMUM CLEAR DISTANCE OF 3" MUST BE PROVIDED TO MAINTAIN STRUCTURAL INTEGRITY OF THE CONCRETE. CONCRETE MUST NOT COME INTO CONTACT WITH FORCE MAIN. AT LEAST 3" OF SAND MUST BE PLACED AS A CUSHION AROUND THE FORCE MAIN. IF THE CONFLICT IS BETWEEN A WATER MAIN AND ANY SANITARY SEWER PIPING, 18" CLEARANCE MUST BE MAINTAINED OR NOTE ABOVE APPLIES AND ONLY GRANULAR FILL MAYBE USED. aN c• •'GIST, C NO. 910326 STATE OF 3500 PSI CONCRETE BOTTOM OF TRENCH EXTENSION SECURED TO STEEL POST ---< GRADE_ Perspective Yew -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH CONCRETE CRADLE DETAIL / 10 NOT TO scup —9 / WELL COMPACTED SUBSOIL MIN. 4" SSD 6' STEEL FENCE "T" POST CAP & TAPE 00 18" 24„ 2" E- =1il =ifs; r•� I '.. A E{ {T__ 1: >r11E {:::: : :: (� . FIN. PVMT. ELEV. G.l •`jam NEENAH R -4342 * A placard with the words " No dumping ' 3 of waste, solvents or paint allowed" needs ��.Y.A�- , to be added to all inlets. 42" Min.* • • Czr ^ 0 1# " NOT TO SCALE 9 #4 BARS 6„ " (D 1' A. OPPOSITE SIDE LATERALS W • N LL • " " * • '. S 2) BELL TO SPIGOT MAY BE ADJACENT 4" Sub - Surface > ' . • Drain Connection .. GREATER THAN 12' • . • See note 2 " ` .•• O 12" A0 • -------- --- - - -- OUTFLOW (TYPICAL ALL LATERALS { NEENAH R -3700 SHALLOWER THAN 12' 1' (TYPICAL ALL RIGHT -OF -WAY N DEEP) ---------- ----- - --- - - - - -- Notes: I 1. Dimensions shown in conformance with Indiana • • •• • Dept. of Transportation (INDOT) Specifications. • • • .: • 2. Poured benchwall and pipe connection vary with j box type specified. _V - - - - -. - ...._. -- � � 3. Height dimensions may vary as required by site conditions. * Dimensions vary according to required pipe sizes and casting specifications. r7 HOODED DITCH INLET DETAIL NOT TO SCALE 9 7 ANHOLE CASTING SCI• CAS nNG SHALL BE LITHER SELF SEALING OR WATEfiTIGFiT, (SEE. PLAN & PROFILE SHEETS FOR CASTING TYPE). UDS SHALL BE STAMPED *SANITARY SEWER" AND HAVE CLOSM PICKHMES. FRAME SHALL BE SET ON IUBLE ROW OF 1/1 KENT SEAL, OR S1NCLE ROW OF 1" KENT" SEAL. -(SEE IMANHOLE CAS'I1NG SC.H ED. ULE) .................................................................... ........ .......... ............. ...... .......... ... INISH GRADE---.::.. NF'ISHIELD `UNIBAND "-• WTYL RUBBER N ci x . --• PRECAST CONCIRM ADJUSTING RING DC3UBLE ROW OF KENT SEAT. -- tuIANHOLE STEPS PER SPECS INTERIOR JOINTS AND UF"T HOLES —SHALL BE SEALED WITH 14ON— SHRINK GROUT .PER SPEC.'S. NO GROUT ABOVE 10P OF CONE SECTION SET BARREL JOINTS TH RUBBER TYPE GASKET EQUAL TO ASTM 0 --443 AND ON DOUBLE ROW OF " KENT SEAT. OR SINGLE ROW OF 1" KENT SEAL. ■--• -• MANHOLE REINF. PER ASIM SPECS e/—PIPE DIA. PER PLAN dG PROFILE •••- 8£14CHWALL SHAM.. BE CLASS "B" CONC. 1-- SENCHWAIL HEIGHT SHALL 8E WZ OF PIPE DIA. 4'-0~ --" 6" MIN. COMPACTED #8 STONE SANITARY MANHOLE -- TYPE "A" NOT TO SCALE TYP. PRECAST CONCRETE MANHOLE DETAIL r8� NOT TO SCALE 9 '3N l l?KS Gf LA r�Ai VW'MACVR VO L tit' A St Or FtR01! Y+�+t LSE SE1 R. I ME 'M K SOIiAK, Ttlio R pop CMPU tiS SFi" BE MO, 00, AT i rPfMF'EFfTY OR EACH 00 OF :kE OYF"t'41M W YK M*M tW- TW tk1N+Tf4 OF •A• I .... l VA.SDANT U 43'f�tBE S�i(eA�t�l}� OR MAIN t/2�tpN�S��i OF THAT OF V. riYE'3 iFAf K 11 LL • DS..f.GY' 1/>l gDI L STRAKHT GP. . ..A"- a•s LATc'T/�L fMAIN I � I COQ CONNECTM q ' SECt121 A•-R EASEMENT L9ME MAN SS" L8c 1a. A ., 13 �•� LAIE�tAL I i"�.. g �F4Ari 1fI r :» CoLtpu4aj l A a �• E P sly.- ' _ �a E; 1, G rW 3,A7'FAALS %W.L K 764E SAME AS FM LK SEVER. E t. !"47RI & WAM FOR LAM MS %BALL W_ 9/0 T �? i � M 3 ice: COOCC FOR LAn- AALS'.JFO" ai t/r OER FOOT. � n 4. XL mr cs VYAL Be XA M I VHM 8ASEIM04M WTAn A BATA WM 4. MARK M OF;„AIVAL AT FM'Vttf LK WIH A WAL r POT, j #0T to EXISTING PIPE CONNECTION / s NOT i0 SCALE 9 NOTE: TO BE USED WHEN CLEAR DISTANCE (FROM EXTERIOR PIPE DIAMETER TO EXTERIOR PIPE DIAMETER) BETWEEN SANITARY SEWER PIPING (MAINS, LATERALS, FORCE MAINS, ETC.) AND ALL OTHER PIPES IS 18" OR LESS, PER ENGINEER'S DIRECTION, OR WHERE NOTED ON THE CONSTRUCTION PLANS. A MINIMUM CLEAR DISTANCE OF 3" MUST BE PROVIDED TO MAINTAIN STRUCTURAL INTEGRITY OF THE CONCRETE. CONCRETE MUST NOT COME INTO CONTACT WITH FORCE MAIN. AT LEAST 3" OF SAND MUST BE PLACED AS A CUSHION AROUND THE FORCE MAIN. IF THE CONFLICT IS BETWEEN A WATER MAIN AND ANY SANITARY SEWER PIPING, 18" CLEARANCE MUST BE MAINTAINED OR NOTE ABOVE APPLIES AND ONLY GRANULAR FILL MAYBE USED. aN c• •'GIST, C NO. 910326 STATE OF 3500 PSI CONCRETE BOTTOM OF TRENCH EXTENSION SECURED TO STEEL POST ---< GRADE_ Perspective Yew -earth cut away CRADLE SHALL BEAR ON UNDISTURBED EARTH CONCRETE CRADLE DETAIL / 10 NOT TO scup —9 / WELL COMPACTED SUBSOIL MIN. 4" SSD 6' STEEL FENCE "T" POST CAP & TAPE 00 18" 24„ 2" E- =1il =ifs; r•� I '.. A E{ {T__ 1: >r11E {:::: : :: (� . FIN. PVMT. ELEV. G.l •`jam 'X PVMT. AGGREGATE .... ��s._.l" .yF''`---`:y �- -�-/s - FILTER FABRIC (TYPAR 4.0 OZ /SY OR AN APPROVED W /FILTER FABRIC SLEEVE 3 ��.Y.A�- , � .. rA EQUAL, LAP 6" & STAPLE i ff min. 1 mi . Czr 12" COURSE AGGREGATE ROLL CURB W/UNDERDRAIN NOT TO SCALE 9 € MIN 6" DIA CORRUGATED PVC MIN. SLOPE 0.30 + .. W /FILTER FABRIC SLEEVE 3 i ff min. 1 mi . 18 "max. ROLL CURB W/UNDERDRAIN NOT TO SCALE 9 NOTE: SEPARATION BETWEEN WYE FITTING: A. OPPOSITE SIDE LATERALS 1) 1' MINIMUM BELL TO BELL 2) BELL TO SPIGOT MAY BE ADJACENT 8' MINIMUM (TYPICAL ALL LATERALS B. SAME SIDE LATERALS 1) 5' MINIMUM SEPARATION GREATER THAN 12' DEEP) 6' MINIMUM (TYPICAL ALL LATERALS SHALLOWER THAN 12' 1' (TYPICAL ALL RIGHT -OF -WAY DEEP) LATERALS) OR EASEMENT LINE FOR SEPARATION SEE NOTE ONE PIECE TEE -WYE REQUIRED RIGHT -OF -WAY NOTE: ` " ' OR EASEMENT LINE ALL WYES AND LATERAL PIPE FROM 12' -20' FEET DEEP SHALL BE SDR 26 (MINIMUM PIPE STIFFNESS OF 115). ALL LATERALS OVER 20' DEEP SHALL BE SDR 23.5 6" SDR 35 OR (MINIMUM PIPE STIFFNES OF 153) AND WYES SHALL BE SCH 40 PVC PIPE SDR 26. (ALL LATERALS SHALLOWER MAIN SEWER LINE THAN 12') �c BEDDING TO BE PLACED ON UNDISTURBED EARTH. COMPACTION OF 0 STONE IS CRITICAL UNDER ALL JOINTS AND FITTINGS. IF PROPER COMPACTION CANNOT BE ACHIEVED, THEN PLACE A MINIMUM OF 6" OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH CONCRETE PLAN VIEW AROUND THE PIPE TO BEAR ON STABLE GROUND (PER ENGINEER). PAINTED GREEN 2" X 4" DEPTH TO LATERAL TO BE SHOWN ON MARKER. NOTE: SOLID PVC OR HDPE CAP OR S.S. BANDED RUBBER BOOT. (TYPICAL ALL LATERALS) PLACE A MINIMUM 8" DIAMETER HDPE A MINIMUM OF 8" OF #8 STONE OVER RIGHT -OF -WAY PIPE AROUND LATERAL PRIOR TO THE CONCRETE CAPPED WYE SHALL BE OR EASEMENT LINE BACKFIWNG. HDPE PIPE TO EXTEND PLACED PRIOR TO BACKFlLLING. 4' INTO CONCRETE. FINISHED GRADE 22.5' OR 45' rli, Ali,, li, ,�I► 2' MINIMUM 4' MINIMUM bey 22.5' OR 45' F 5 MINIMUM - 8 MAXIMUM (TYPICAL ALL LATERALS) 1 4' MINIMUM 75' OR LESS FOR SHORT SIDE c CAP FOR LATERALS 45' OR LESS FOR LONG SIDE -; r FUTURE CONNECTION LATERALS THIS ANGLE MUST BE 45' OR (TYPICAL ALL LATERALS) LESS FOR ALL LATERALS , = f T SHALLOWER THAN 12 FEET. TO EXCEED BEYOND FIRST PIPE JOINT OF 6" MINIMUM MINIMUM FALL- 1/8" PER FOOT MAY NEED TO BE DEEPER FOR WYE. IF A WYE IS 11' TO 12' DEEP, THEN (TYPICAL ALL LATERALS) LONG BUILDING LATERALS OR CONCRETE CAP IS REQUIRED AT THE T FINISHED GRADES SLOPING AWAY ENGINEER'S DISCRETION. MINIMUM FROM SEWER. CONCRETE STRENGTH OF 3500 PSI, 28 DAY COMPRESSIVE STRENGTH. NOT REQUIRED FOR DUCTILE IRON TEE. SECTION FOR LATERALS GREATER THAN 12' NOTE: DEEP, INSTALL ONE PIECE TEE -WYE. ALL LATERAL BEDDING SHALL BE ALL FITTINGS SHALL BE OF ONE PIECE AGAINST UNDISTURBED TRENCH. CONSTRUCTION. MORE THAN 12' DEEP LESS THAN 12' DEEP NOTE: DEPTH OF SERVICE LATERAL SHALL BE MEASURED FROM FINISHED GRADE TO THE TOP OF MAIN SEWER LINE. ALL PIPING FROM WYE TO 45'/22' FITTING AT 54 BELOW GRADE SHALL BE SDR 26 TO 20' DEEP OR SDR 23.5 GREATER THAN 20' DEEP. MINIMUM 4" CONCRETE CAP REQUIRED, NOT SERVICE LATERAL DETAIL 12 NOT TO SCALE 9 R.C.P. SIZED AS INDICATED ON PLANS #8 CRUSHED STONE OR APPROVED EQUAL. CLASS I BEDDING MATERIAL, HAND TAMPED OR WALK INTO PLACE #8 CRUSHED STONE OR EQUAL. CLASS I MATERIAL, HAND TAMPED OR "WALKED" IN OR CLASS II MATERIAL TO 95% STANDARD PROCTOR DENSITY Z � W gOO� w I! '� m m MIN. 6" TOPSOIL TO ENSURE GRASS GROWTH REGULAR BACKFlLL MIN. 1.25 Bc + 12" • + 12 WIDTH 1.25 (O.D.) IN. n .1� 1 .j. j N m PIPE SIZE 8 " -15" 18" AND OVER BEDDING BELOW THE PIPE BARREL /•- =I- B BORROW WHEN TRENCH CASTING =822.40' OPENING ENCROACHES WITHIN 5' -0" SUBSURFACE TILE OF AN EXISTING OR PROPOSED I STREET OR SIDEWALK. APPROVED =-' BACKFlLL MATERIAL OUTSIDE OF BEDDING BELOW STREET OR SIDEWALK BACKFILL o LIMITS. APPROVED BACKFlLL o MATERIAL MAY BE USED UNDER .................. PROPOSED SIDEWALKS PROVIDED ........ : :........... SIDEWALKS ARE CONSTRUCTED 6 BARS O 12' BOTH DIRECTIONS, IF MONTHS AFTER BACKFILLNG OF POURED IN PLACE CONNECT TO TRENCH. - NOTES: z J • ALL BEDDING AND INITIAL BACKFlLL -3 SHALL BE INSTALLED IN 6 —12 — m m BALANCED LIFTS PIPE SIZE 8 " -15" 18" AND OVER BEDDING BELOW THE PIPE BARREL O.D. / 4 MIN. = 4" O.D. / 4 MAX. = 8" • Bc INDICATES OUTSIDE DIAMETER. • A MIN. 9" CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. R.C.P. PIPE TRENCH DETAIL- NOT TO SCALE 15 "B" BORROW (INDOT SPEC.) OR EQUIVALENT GRANULAR MATERIAL COMPACTED TO 95% STANDARD PROCTOR DENSITY MIN. 6" TOPSOIL TO ENSURE GRASS GROWTH WHERE APPLICABLE MIN. 1.25 Bc +12" i__1 Inlet for Rol I Type Curb * A placard with the words " No dumping of waste, solvents or paint allowed" needs to be added to all inlets. Heavy Duty Illustrating 8-3501- (float right). If f1mi left !is required, Order as R- 3501 -TL. r � .8 I Tj _• • as A NOW 29 • -----------------------------••••------.........-------•----.........-•----...............---•-•••----.......••-•-•••-•-----.........----.....---••----------•--•..........-•-•••--•-----•---•-••--'•-------•._........-•---••--•----....----•--••--------.........----------------........--- •••...•••- •••.........-- - - -• -• CURB INLET CASTING DETAIL %71 NOT TO SCALE jj R-1642-A Manhole Frame, Solid Lid Heavy Duty Lid is also available with 3/4" lift hole. Frame is reversible for slab application. [A. �www� s�•r SANITARY SEWER CASTING - R- 1642 -A SANITARY1 STORM S WER CASTING s NOT TO SCALE 15 * A placard with the words " No dumping of waste, solvents or paint allowed" needs to be added to all inlets. R-25S4 Beehive Grate and Frame S N Designed to fit in bell of 24" sewer pipe. • �w �, � - ' �_ i *,� Ftxnished standard with as -oast L�a�irsg suriacss, .. ........�,. r Bc DEPTH OF BEDDING NOTES: MATERIAL BELOW PIPE LEGEND D MIN.—SHALL ALL BEDDING k INITIAL BACKFlLL Bc = OUTSIDE DIAMETER BE INSTALLED IN 6' TO p = INSIDE DIAMETER 27" do SMALLER 3" 12" BALANCED LIFTS. d =DEPTH OF BEDDING 2. A MIN. 9' CLEARANCE SHALL BE MATERIAL BELOW PIPE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. PIPE BEDDING r2 NOT TO SCALE 15 Us" 8,1761 frame. CATCH BASIN CASTING DETAIL FOR STORM SEWERS is NOT TO SCALE 7 o z A :• :: AND GRATE, OR APPROVED EQUAL. FOR STRj104. 18" AND OVER ..:• . � • :•: : p; ° -_�- - N CASTING =822.40' FULL DEPTH PAVEMENT OVER STRUCTURE- SUBSURFACE TILE 110 LBS/SYD HAC. SURFACE III SHAPED BOTTOM OR 4" 330 LBS/SYD H.A.C. BINDER #8 I 2-4' LIFTS COUP. AGGR SIZE j53 BEDDING BELOW :_:.':..'..' ....'.'. ... : : .'....'.'..'� : ' ..'.'.'.'.'.'. :'.'.' ..:.:.:.::.::....'. . ............:. .:..'.:.: ..:....:. .................. .. : :: : : :::...................... ........ : :........... . .......... :.................... N L S I 4 PLAN Earth or Sidewalk Surface ELEVATION N SIDEWALK RAMP FOR HANDICAPPED 5� NOT TO scuc 15 7- 24" Concrete Curb 40' RIGHT —OF —WAY 28' -0" ••' • • ." • • • ' • • • .x 24 pf 121_0, ROADWAY 12' -0" 24 x ' ' ' • x : •• x .•x • • . 000 O o000 0 i' 4,_0» 1' 1' 6„ 0000 ROLL CURB (SEE DETAIL) 1 4' -0" SIDEWALK Dodo' SIDEWALK SIDEW 0, Installation Required: -PROFILE GRADE C - Both Sides Of All 2 4% 2% 2% 4% --��-- #8 Washed Gravel or o� ° Pavement. - Approved Equivalent 04 a (INDOT Std. Specs.) #53 COMPACTED NDERDRAIN °o`�OO°bo`b AGGREGATE (TYP•) (SEE DETAIL) 1" H.A.C. BITUMINOUS SURFACE #11 0 o 3" H.A.C. BITUMINOUS BINDER #8 OR #9 Shaped Bottom 9" COMPACTED LIMESTONE BASE 4" 4" Min. Min. TYP. STREET CROSS SECTION 3 12" NOT TO SCALE 15 PIPE UNDERDRAIN DETAIL 4 NOT TO SCALE 15 7- F. 910326 �• STATE OF .jx. =, F••• ••ND I 0 G, .S,SIONAL i*% %% ` 60�- - NEENAH TYPE R- 6052 -F HEAVY DUTY FRAME -- ------ ----1 AND GRATE, OR APPROVED EQUAL. FOR STRj104. 18" AND OVER CAST INTO REDUCER CAP. TOP OF p; ° -_�- - N CASTING =822.40' FULL DEPTH PAVEMENT OVER STRUCTURE- SUBSURFACE TILE 110 LBS/SYD HAC. SURFACE III SHAPED BOTTOM OR 4" 330 LBS/SYD H.A.C. BINDER #8 PAVEMENT ELEVATION -\ 2-4' LIFTS COUP. AGGR SIZE j53 BEDDING BELOW O.D. / 4 PRECAST REDUCER CAPASPHALT ......... �. NOT TO MASTIC OR BUM RUBEIER SEAL EIEnVEEN JOINTS. r W SEE FACE OF ORIFICE WALL., HAVING 14 MIN. = 6" BARS O 12' BOTH DIRECTIONS, IF o POURED IN PLACE CONNECT TO or no WM W wa wAII. W/ KIM a" BOLT Ir � - RODS. (SHOP DRAIIANG MUIRED) PREFORMED HOLE TO MAX• �. • `. F'PE O.D. +B (11rP) w/ .. � � NON - SHRINK CEMENT GROUT. J ♦�*,0' i PRECAST SECTION WITH THE BASE —, ��,� HAVING 14 BARS O 12. BOTH DIRECTIONS OR APPROVED EQUAL \ STEEL SET 3• MINIMUM FROM OUTSIDE FACE. ��,. STRUCTURE &4a TO BE SET � '• • o r a ; ti UPON 6. OF COMPACTED 18 OR 12 STOIC = �- f =_. STR# 104 1. PRECAST BASIN OF APPROXIMATE DWOSIONS....ONE DEICE PRECAST CONCRETE MAY BE USED UPON ENGINEER'S APPROVAL BASE AND CATCH EL& Z. FOR LARGE DIAMETER PPE A PRECAST BOX W/ A FLAT TOP AND CASW MUST BE USED. ORIFICE DETAIL DETAIL FOR MH# 104 r15 DETAIL FOR MH# 104 rl 4 15 15 24 "x1/2 DIA. SMOOTH BAT AT 18" O.C. GREASE AND DOWEL CAP w/ BAR STOP AT BOTH ENDS "B" BORROW WHEN TRENCH OPENING ENCROACHES WITHIN 1/2- SEALANT 5' -0" OF AN EXISTING OR PROPOSED STREET OR SIDEWALK. NOTES: APPROVED BACKFlLL MATERIAL OUTSIDE OF STREET OR - SIDEWALK BACKFlLL LIMITS. APPROVED BACKFlLL MATERIAL Aw' • ALL BEDDING AND INITIAL BACKFlLL MAY BE USED UNDER PROPOSED SIDEWALKS PROVIDED o ' •� - �- L • 3 � �. L SHALL BE INSTALLED IN 6 —12 SIDEWALKS ARE CONSTRUCTED 6 MONTHS AFTER BACKFILLING r - BALANCED LIFTS ° .. ° .: - - s � s • � � � - /[O"VF ,l TRENCH. / .......... --------•--------=-------=----..... _ .......... _ ............... •..... - ...... =- n - - - -:: ......_---------------- .-------- = - - - -- -I \� \�� 1 2 EXP. JNT. FILLER I. -_— = 1I- 1IlMIN. WIDTH 1.25 (O.D. + 12 = EXPANSION JOINT #8 CRUSHED STONE OR #8 ^ I Z'. FRACTURED FACE AGGREGATE, HAND = = z - �� - � � ��a �� = � - � \ 1/8- SAWED OR TOOLED TAMPED OR WALKED INTO PLACE ' -�- { ;_ :• �<�;�'. {��_ .l N CONTROL JOINT #8 CRUSHED STONE OR #8 __, ......... «.__- ....... _ ..... __ ......... ___RS_---- __- _.•_._• . ......... - FRACTURED FACE AGGREGATE - . ° .'d BELL HOLE EXCAVATED o 4. s fl�� i J. �Jl I\ 1. { ji.^ `•� l _ / $ . z I J CONTROL JOINT J w i� m m m m 24"x1/2" DIA. DEFORMED `TIE BAR ® 18" O.C. I PVC & HDPE PIPE LONGITUDINAL JOINT FLEXIBLE PIPE NOTE: TRENCH DETAIL CONSTRUCT EXPANSION JOINTS AT 40' MAX. AND CONTROL JOINTS AT 6' MAX. UNLESS OTHERWISE NOTED. NOT TO SCALE 15 CONCRETE JOINT DETAILS r13 GRADE (NEW OR EXISTING) / '— I� —�:_; • Sao I ! ` TOPSOIL BACKFlLL - I- - - - - -- R REPLACE TOP 6" w/ TOPSOIL #8 WASHED GRAVEL- PIPE SIZE 8 " -15" 18" AND OVER CN p; ° -_�- - N 6" PERFORATED ; a_ SUBSURFACE TILE LBS /SYD SHAPED BOTTOM OR 4" M4' '^'� Q • - •Q, d 4" MIN. BEDDING BELOW O.D. / 4 O.D. / 4 NOT TO SCALE L THE PIPE BARREL MIN. = 6" MAX. = 8" o �. PVC & HDPE PIPE LONGITUDINAL JOINT FLEXIBLE PIPE NOTE: TRENCH DETAIL CONSTRUCT EXPANSION JOINTS AT 40' MAX. AND CONTROL JOINTS AT 6' MAX. UNLESS OTHERWISE NOTED. NOT TO SCALE 15 CONCRETE JOINT DETAILS r13 GRADE (NEW OR EXISTING) / '— I� —�:_; • Sao I ! ` TOPSOIL BACKFlLL - I- - - - - -- R REPLACE TOP 6" w/ TOPSOIL #8 WASHED GRAVEL- �`''�' ='' INDOT SPECS OR ( ) ' APPROVED EQUAL. p; ° -_�- - N 6" PERFORATED ; a_ SUBSURFACE TILE LBS /SYD SHAPED BOTTOM OR 4" BASE #5D OF #8 WASHED GRAVEL 4" MIN. BENEATH TILE SWALE UNDERDRAIN DETAIL. NOT TO SCALE VARIES (SEE PLAN SHEETS) r N \ 6x6 — W2.f •Min n lit W r - -4 6 a v M.. 4" 4" COMPACTED GRANULAR MATERIAL COMPACTED SUBGRADE NOTES: 1. CONTROL JOINTS, EXPANSION JOINTS AND EDGES OF SIDEWALKS SHOULD BE HAND- TOOLED AFTER EACH FINISHING OPERATION. 2. PROVIDE A EXPANSION JOINT AT INTERSECTION WITH ANOTHER SIDEWALK, BETWEEN WALKS AND BUILDINGS AND AT SUCH OTHER POINTS AS INDICATED ON THE DRAWINGS. 3. SIDEWALKS SHALL HAVE 1/2" EXP. JOINTS AT 40' -0" MAX. AND CONTROL JOINTS AT 6' -0" MAX. CONCRETE SIDEWALK 8 1 1/2 it = 1' -0" 15 10 15 FINISH GRADE 110 LBS /SYD BITUM. SURFACE #11 330 LBS /SYD BITUM. BINDER #8 440 LBS /SYD BITUM. BASE #5D COMPACTED AGGREGATE #53 2 LIFTS) Ic -_I I ;-- ---= =i I 1 - -1 I--- '__I•; -1 I �1 -1 I I- -1 ! - �.__I �- - - - -- - - -= - 11• -1 - I I -1 I I- I_ 1EI I I -I I- 1 1' -:11 - III — -- : —E... COMPACTED SUBGRADE W/ LIME STABILIZATION RIGHT—OF—WAY ASPHALT 11 1 1/2 " = 1' -0" 15 110 LBS / SYD. BITUMINOUS SURFACE X11 330 LBS / SYD. BITUMINOUS BINDER #9 COMPACTED AGGREGATE #53 (2 LIFTS) I I =�I I - != III•; -! . - . I =I ! = .. - ..... -; I - -- III - =1 = ! I -- Iii I I II I � �_�.I � ` I .. - i =►11� 1 l -_E � -: ; COMPACTED SUBGRADE W/ LIME STABILIZATION ASPHALT SECTION 9 NOT TO SCALE 15 EROSION CONTROL 1. SUMMARY A. Section includes provisions for temporary erosion controls required throughout the Work to control erosion and water pollution by using temporary construction entrances, controlled discharge outlets, berms, sediment basins, sediment dams, slit fences, brush barriers, baled hay and straw, mulching, and temporary seeding. B. Provisions are also included for riprap and geotextile fabrics for permanent slope protection as part of the Work. 2. SUBMITTALS A. At least 96 hours prior to breaking ground submit to the Engineer all information required by the NPDES General Permit for Storm Water pertaining to this project. B. Submit for review and approval to the Engineer within 30 working days of receipt of the Notice to Proceed: 1. A list of materials necessary for and the sequencing of activities to accomplish the work encompassed by this Section along with manufacturer's product data and specifications demonstrating compliance with these Specifications. 2. Installation instructions from applicable manufacturers for products proposed to be included in the installation. C. Maintain on -site and keep current all required elements of the NPDES General Permit for Storm Water pertaining to this project. 3. QUALITY ASSURANCE A. Detail qualified workmen that are experienced in executing the activities specified in this Section. B. Detail and maintain equipment capable of accomplishing the activities specified in this Section while producing sufficient progress on the Work. C. Operate all equipment with due caution. D. Instruct workmen in procedures specified in this Section. 4. SEQUENCING AND SCHEDULING A. Install temporary construction entrances as part of the job mobilization activities. B. Install temporary perimeter dikes where shown on erosion control plans and where needed to prevent erosion. C. Install silt fencing prior to clearing and grubbing to prevent sediment runoff. D. Construct sediment traps as soon as practical to control sediments. E. Install straw bales and temporary sediment traps as work progresses. F. Utilize detention ponds into operations as storm drainage detention facilities when the Work is nearing completion. 5. MAINTENANCE A. Routinely inspect the site and clean out sediment traps at least every seven days of within 24 hours after a rainfall of 0.5 inch or more. B. Maintain sediment traps, silt fencing and dikes in good working order. C. Correct washouts and eroded areas by refurbishing and temporarily seeding. 6. MATERIALS A. Use only new materials conforming to the requirements of these specifications and approved by the Engineer. All materials proposed to be used may be tested and inspected at any time during their preparation and use. If, after trial, it is found that the source of supply has not been approved, or does not furnish a uniform product, or if the product becomes unacceptable at any time, the Contractor shall furnish materials from another source. Approved materials that become unfit for use shall net be used in the Work and shall be removed from the job site. . Materials indicated on the Drawings that are required in the Work but are not covered in detail in the Specifications shall be of the best quality available and shall conform to the current specification of the American Society for Testing and Materials (ASTM) or AASHTO, as approved by the Engineer. B. For sedimentation and erosion control use: 1. Baled straw and hay that complies with the requirements contained in Section 02900. 2. Silt fences manufactured of fabric specifically made for such purpose shall conform to the requirements of AASHTO M 288 -90, and be approved by the Engineer. 3. Temporary CMP drainage pipes chosen by the Contractor that are adequate to perform under subject field conditions. 4. Temporary seeding that complies with requirements contained in Sections 02900. 5. Three inch maximum size coarse aggregate that is free from deleterious materials and does not contain more than 10 percent materials finer than No. 4 sieve. C. Slope protection shall be provided by: 1. Using stones that weigh no more than 150 pounds with at lease 20 percent weighing more than 60 pounds while no more than 20 percent weigh less than 20 pounds for hand placed riprap. 2. Using geotextile fabric that is manufactured engineering fabric conforming with AASHTO M 288 -90 for reducing soil erosion and that is approved by the Engineer. 7. EXAMINATION A. Examine all areas where slope protection and erosion control are required. B. Request underground utility location service to locate all utilities within work areas. 8. INSTALLATION A. Provide temporary construction entrances at all Ingress/egress locations to reduce or eliminate transporting soil or mud by vehicles to roadways and public rights of way. Construct these entrances by installing a stone mat using three inch maximum crushed stone. This mat shall be a minimum of 50 feet long by 12 feet wide and at least 6 inches thick. Drain wash water to spray the underside of vehicles and tires when parked in the stone mat. Provide spent wash water drainage into a sediment basin or trap. B. Install temporary perimeter, diversionary, and interceptor dikes as shown on the Drawings and other places where required in the field. Their purpose is to divert sediment laden storm runoff to an on -site sedimentation trapping facility or to direct storm water away from exposed slopes. C. Provide temporary discharge controls that limit concentrations of storm water flows by using level spreaders, gravel outlets, and temporary drop piping shown on the Drawings. D. Provide sediment traps using silt fences, straw bales, or sediment basins as shown on the Drawings. Utilize detention pond facilities initially as sediment basins by installing a temporary riser pipe as shown on the Drawings. Install a marker to indicate the maximum level of sediment accumulation to indicate when the facility requires cleaning. Remove and replace the riser piping when nearing the completion of the Work and when approved by the Engineer. Remove accumulated residual sediment at that time and treat the residue as waste. Place the facility into a storm water detention mode of operation. E. Hand place riprap a minimum of 12 inches thick on designated slopes to comply with the Drawings. Begin placement two feet below the tow of slope while firmly imbedding each piece. F. Install geotextile fabric for slope stability in accordance with the manufacturers recommendations. Unless otherwise directed, install the fabric with the long dimension parallel to the toe of slope, and lay where a smooth and wrinkle free surface is obtained that is not under tension. Overlap subsequent fabric layers by at least 18 inches. Secure fabric using approved fasteners and cover within 30 days using materials approved by the Engineer. B. PROTECTION A. Repair damaged sediment control devices. B. Insure exposed soil surfaces are not eroding. C. Inspect and maintain the temporary construction entrances' stone from accumulation of silt, mud, or other debris. D. Prohibit vehicular traffic from crossing installed geotextile fabrics. EARTHWORK 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related Items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors, or omissions found on the plans or in the field, before work is started or resumed. 1. In general, the items of work to be performed under this section shall Include clearing and grubbing, removal of trees and stumps (where required, protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site 2. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus excavated material not required shall be removed from the site. The location of dump and length of haul shall be the Contractors responsibility 3. Provide and place any additional fill material from off the site as may be necessary to produce the grades required. Fill obtained from off -site shall be of kind and quality as specified for fills herein and the source approved by the Owner 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site before excavation starts B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully as/ bench marks, monuments and other reference points; If disturbed or destroyed, contractor shall contact engineer and surveyor. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be done as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the trees shall be removed to disposal areas off -site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove Interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris. weeds, grass, stones, etc. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work Is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company or the Engineer. D. It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. 7. SITE GRADING A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: The tolerance for paved areas shall not exceed 0.10 feet plus or minus above th eestablished subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. C. Compaction Requirements: 1. All engineered fill beneath floor slab -on- grade floors and over footings should be compacted o dry density of at least 90 percent of the Proctor maximum dry density (ASTM D- 1557). This minimum compaction requirement should be increased to 95 percent for fill supporting footings. 2. In cut areas, where pavement sections are planned the upper 10 In. of subgrade should be scarified and compacted to a dry density of at least 95 percent of the modified Proctor maximum dry density (ASTM D- 1557). Any grade raised fill placed within 1 ft of the base of the pavement section should also compacted to at least 95 percent of the modified Proctor maximum dry density. This can be reduced to 90 percent for engineered fill placed more than 1 ft below the base of the pavement section. 3. The compaction should be accomplished by placing the fill in about 8 In. Loose lifts and mechanically compacting each lift too at least the specified minimum dry density. Field density tests should be performed on each lift as necessary to Insure that adequate compaction is being achieved. 4. As a minimum, all earthwork fill shall be compact to 90 percent of standard Proctor maximum dry density if not specified specifically in these specifications or In the soils report. 8. TESTING AND INSPECTION SERVICE Contractor shall employ and pay for a qualified independent geotectnical testing laboratory to perform soil testing and Inspection service earthwork operation. Scope of testing and inspection shall be approved by the engineer prior to earthwork operations. SANITARY SEWER SYSTEMS 1. Standard specifications of the District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of ASTM 124548. 3. PVC sewer fittings shall conform to the requirements of ASTM D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in one place with elastomeric joints and minimum socket depths as specified in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or fabricated in accordance with section 7.11 with manufacturers standard pipe bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in section 7.4.1 of specifications. Gaskets for elastomeric joints shall be molded with a minimum cross - sectional area of 0.20 square inches and conform to ASTM F -477 specification. 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturer's recommendations and performance specifications which have been provided by the manufacturer and accepted by the Engineer. The vacuum equipment must be capable of testing the entire manhole, including the casting and riser rings. B. With the vacuum tester set to place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) Inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Ha 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet to diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made and the vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating shall be applied around each manhole joint from 6- inches above to 6- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating. Inside joints to be filled with precoat plug material. 6. The manhole chimneys, including all riser rings shall be sealed using Infi- Shield Uniband or approved equal. Prior to placement, the top 4- inches of the manhole cone and casting frame shall be cleaned and primed. The Uniband shall extend from 3- inches below the top of the cone section to 2- inches over the flange of the manhole casting frame. 7. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineers representative should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12- Inches. 8. Backfill around all structures and all cuts under paved areas with granular material. Trenches opening within 5 -feet of paved roadways shall be backfilled with granular material in accordance with Section 211. Backfill under sidewalks shall be granular, unless the walks are constructed a minimum of 6 months after backfill has been in place. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. The Contractor shall be required to furnish the developer's Engineer with a set of prints, marked in red pencil, showing actual sewer location and invert, to include lateral location, depth and length. The sanitary sewer laterals and stubs termination shall be indicated on the surface with a metal fence post set immediately above the said termination point. 11. All sanitary sewer lines upon completion will be required to pass a low pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of the District. 12. Deflection tests shall be performed on all flexible* pipe after the final backfill has been in place at least 30 days. No pipe shall exceed a vertical deflection of 5% deflection test results. ( *The following are considered non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). The deflection test shall be performed without the aid of a mechanical pulling device. Proving rings shall be available. 13. A professional engineer representative for certification and a representative of the District shall observe all mandrel testing. 14. The ends of laterals are to be plugged tight with a braced plastic disc or cap capable of withstanding a low pressure air test without leakage. 15. Bedding for flexible pipe shall be No. 8 crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 327 IAC 3 -6 -9. 17. Trench shall be opened sufficiently ahead of pipe laying to reveal obstruction, and shall be properly protected and /or barricaded when left unattended. 18. No water shall be permitted to flow into the sanitary sewer system during construction. Contractor shall utilize a pump to keep the water level below the pipe. Pump discharge shall be directed to a storm outlet in accordance with state and federal laws and regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers shall be plugged with screw type mechanical, braced plug until such time as all tests on the sewers have been completed and the lines have passed all punch lists. 19. All sewer laterals installed by the mainline Contractor shall be bedded the some as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be gliven prior to doing any testing on the sewer. 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting R -1642A or equal) and be self - sealing type. The casting flange shall be 34 inches and the clear opening shall be 24 inches. Waterproof castings shall be Neenah R- 1916 -F1 and stamped SANITARY SEWER. 22. The minimum slope for sewer acceptance are: Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not most the minimum slopes, the sewer section and any other ffected sewer sections shall be recionstructed to meet such minimum slopes. 25. Laterals are to be traced with a minimum size of 14 gauge wire from the wye to the terminus. The contractor for the building or home will extend the wire from this terminus to the building cleanout adjacent to the building. 26. Sanitary sewers shall not be located within ten (10) feet of any existing or proposed water mains, when measured horizontally from the outside edge of the sanitary sewer to the outside edge of any existing land proposed water mains, unless the sanitary sewers and the water main comply with the following: (1) The sanitary sewer and water main must cross with the sanitary sewer and water main separated by a minimum of eighteen (18) inches measured vertically from the outside edge of the sanitary sewer to the outside edge of the water main. (2) The crossing specified In subdivision (1) must be at a minimum angle of forty -five (45) degrees measured from the center lines of the sanitary sewer and water main. (3) The conditions specified in subdivisions (1) and (2) must be maintained for a minimum distance of ten (10) feet from either side of the sanitary sewer as measured from the outside edge of the sanitary sewer to the outside edge of the water main. STORM SEWER SYSTEMS 1. SCOPE OF WORK The work under this section includes all storm sewers, storm water inlets, and related items including excavating and backfilling necessary to complete the work shown on the drawings. 2. MATERIALS A. Storm Sewers Reinforced concrete sewer pipe shall conform to ASTM C -76 latest revision„ with joints conforming to ASTM C -443 latest revision.. B. Roof /Downspout Connections All gravity plastic storm sewer pipe and fittings shall conform to ASTM D -3034, SDR -35 and meet a cell classification of 12454 -C. Flexible gasketed compression joints shall be used for PVC. No solvent cement joints shall be allowed. C. Manholes 1. Precast reinforced concrete manhole sections and steps shall conform to ASTM C -478 latest revision. 2. Casting shall be of uniform quality, free from blow holes, porosity, hard spots, shrinkage distortion, or other defects. They shall be smooth and well cleaned by shot - blasting or by some other approved method. They shall be coated with asphalt paint, which shall result in a smooth coating, tough and tenacious when cold, not tacky or brittle. They shall be gray iron meeting ASTM A -48 latest revision. 3. Joints - Manhole sections shall be jointed with rubber type gaskets. The rubber type gaskets shall meet ASTM C -443 latest revision. When manhole and storm pipe are continuously in water. D. Subdrains Perforated plastic pipe subdrains shall conform to ASTM F -405, AASHTO M -252 (4" to 10" pipe). 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herin shall be based upon the drawings and specifications, and that the work shall comply with all applicable codes and regulations as amended by any waivers. Contractor shall furnish all bonds necessary to get permits for cuts and connections to existing sewers. B. Local Standards - The term "Local Standards" as used herin means the standards of design and construction of the respective municipal department or utility company. C. Existing Improvements - Maintain in operating condition all active utilities, sewers, and other drains encountered in the sewer installation. Repair to the satisfaction of the owner any damage to existing active improvements. D. Workmanship - To conform to all local, state, and national codes and to be approved by all local and state agencies having jurisdiction. E. Trenching - Lay all pipe in open trenches, except when the local authority gives written permission for tunneling. Open the trench sufficiently ahead of pipelaying to reveal any obstructions. The width of the trench shall be the inside pipe diameter plus 24 inches for 12 inches above the pipe. Sheet and brace trench as necessary to protect workmen and adjacent structures. All trenching to comply with Occupational SAfety and Health Administration Standards. Keep trencnes free from water while construction is in progress. Under no circumstances lay pipe or appurtenances in standing water. Conduct the discharge from trench dewatering to drains or natural drainage channels. F. Special Supports - Whenever in the opinion of the engineer the soil at or below the pipe grade is unsuitable for supporting sewers and appurtenances specified in this section, such speci:.i support, in addition to those shown or specified, shall be provided as the engineer may direct, and the contract will be adjected. G. Backfilling - For a depth of at least 12 inches above the top of the pipe, backfill with earth or granular material free from large stones, rock frogr^.::as, roots, or sod. Tamp this backfill thoroughly, taking care not to disturb the pipe. For the remaining trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under Sd within 5' of walks, parking areas, driveways, and street shall be granular material only - thoroughly compacted by approved methods. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi - circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains - All subdrains shall be of the size shown on the pland and shall be constructed to the grades shown. All drains constructed off -site as part of the outlet drain will be located as shown. J. Utilities - It shall be the responsibility of each contractor to verify all existing utilities and conditions pertaining to his phase of the work. It shall also be the contractors responsibility to contact the owners of the various utilities before work is started. The contractor shall notify in writing the owners or the engineer of any changes, errors, or omissions found on these plans or in the field before work is started or resumed. SEEDING 1. Planting Time: Do not plant seed on frozen soil. Do not perform seeding when wind exceeds 15 mph. Do not seed between calendar dated from November 15 to March 1 or from June 1 to September 1. 2. Protect seeded areas against erosion by spreading anti - erosion mulch after completion of seeding operations. Spread uniformly to form a continuous blanket not less than 1h" loose measurement over seeded areas. 3. Anchor mulch by spraying with asphalt emulsion at the rate of 10 to 13 gallons per 1000 sq. ft. Take precautions to prevent damage or staining or construction or other plantings adjacent to mulched areas. 4. SCHEDULE OF GRASS SEED MIXTURE Mixture For sunny to partial shade areas: Proportion Min.% By Weight Common Name 45% Kentucky Germ. Bluegrass 30% Chewings 85 Red Fescue 20% Perennial 98 Ryegrass 5% Redtop 5. Sowing Rate: Sow grass seed at the following rate - 200 Ibs /acre. STREETS do PAVEMENT 1. SCOPE OF WORK The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including, but not limited to: All streets, parking areas in contract limits Curbs and gutters Sidewalks and concrete slabs, exterior steps MATERIALS 3. 4. 5. The following formula shall be used to determine the amount of commercial seed required to provide in each kind of seed the specified quantities of pure live seed. Pure Live Seed x 100% x 100% = Pounds Commercial Purity x Germination Seeds Required 6• 6. Commercial Fertilizer: Complete fertilizer of neutral character, with some elements derived from organic sources and containing following percentages of available plant nutrients. For lowns,provide fertilizer with percentage of nitrogen required to provide not less than 1 lb. of actual nitrogen per 100 sq.ft. of lawn area, and not less than 4% phosphoric acid and 2% potassium. Provide nitrogen in a form that will be available to lawn during initial period of growth; at least 50% of nitrogen to be organic form. A. Concrete - Concrete shall be ready - -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, Including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches Standard test C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming, to ASTM Type IA or Type IIIA. 2. Aggregates Conforming to ASTM C -33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalizes, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except premoulded pint filler used In concrete walk construction may be either non - extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1--1/2" 100 1" 80 -100 3/4" 70 -90 1/2" 55 -80 14 35 -60 #8 25 -50 130 12- 30 X1200 5 -0 APPLICATION A. Grading - Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades, after final compaction, to the required grades and sections for site improvement. B. Preparation of Subgrade - Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving. C. Utility Structures - Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or hove made, any necessary adjustments in such structures. D. Placing Concrete 1. Subgrade - Place concrete only on ganual material, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade - 2. Forms - All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed Forms shall be clean and smooth immediately before concreting 3. Placing Concrete - Concrete shall be deposited so as to require as little rehandling, as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F or less, paragraph 70210 of the Indiana Department of Transportation Specifications latest revision shall be followed. E. Concrete Curb 1. Expansion joints - Shall be 1/2 inch thick premoulded at ends of all returns and at a maximum spacing of 40 feet. 2. Contraction Joints - Unless otherwise provided, contraction joints shall be sawed joints spaced 10 feet on center. 3. Finish - Tamp and screed concrete as soon a placed and fill any honey combed places. Finish square comers to 1/4" radius and other corners to radii shown. F. Concrete Walks and Exterior Steps 1. Slopes - Provide 1/4 Inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after Surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion pints. G. Curing Concrete -- Except as otherwise specified, cure all concrete by one of tho methods described in Section 501 17 of the Indiana Department of Transportation Specifications, latest revision. H. Concrete Curing Compound - All exterior concreto shall be coated with curing compound complying with ASTM C 309, TYPE 1 -D, class A. J. Concrete Testing - Concrete testing shall meet the requirements established for structural concrete to be used in building on this site HERBICIDE TREATMENT A. Provide and apply commercial chemical for weed control In paved areas Chemical shall be registered by the environmental protection agency and supplied In granular, liquid or wettable powder form. B. Apply according to manufactures specifications. WHEEL STOPS A. Wheel Stops - 2,500 -psi compressive strength precast, air - entrained concrete, approximately 6 inches high a inches wide, and 7 feet long. Provide chamfered corners and drainage slots on underside. PAVEMENT MARKING PAINT A. Pavement Marking Paint - Alkyd -resin type, ready -mixed complying with AASHTO M 248, TYPE 1. B. Color shall be white unless noted otherwise, except for handicapped spaces and access ways which shall be blue. 7. FIELD QUALITY CONTROL A. General - Testing in -place hot -mixed asphalt courses for compliance with requirements for thickness and surface smoothness. Repair or remove and replace unacceptable paving. Shall be done by an independent testing laboratory with scope of testing and inspection approved by engineer. B. Thickness - In -place compacted thickness tested In accordance with ASTM D 3549 will not be acceptable If exceeding following allowable variation: prepared subgrade prior to paving. 1. Binder Course: Plus or minus 1/2 inch. 2. Surface Course: Plus or minus 1/4 inch. C. Surface Smoothness - Test finished surface of each hot -mixed asphalt course for smoothness, using 10- foot straightedge applied parallel with and at right angles to centerline of paved area. Surfaces will not be acceptable if exceeding the following tolerances for smoothness. 1. Binder Course Surface: 1/4 inch. 2. Wearing Course Surface: 3/16 inch. WATER MAINS 1. SCOPE OF WORK If not specified below, fire protection and watermains are to be laid in accordance with the specifications of the Indianapolis Water Company, or as directed by the Department of Public Works for the City of Indianapolis. The work required under this section includes all cold water distribution lines, valves, meter pits, hydrants, and related items including excavating and backfilling necessary to complete the work shown on the drawings. The ends of water service lines shall be tightly plugged or capped at the terminal points pending the connecting to all such lines of the building piping as specified In the plumbing specifications and architectural drawings. 2. IRON PIPE Cast iron pipe shall meet A Specification C -106 with push - on joints meeting A Specification C -111. Wall thickness shall be determined from Table 6.4 in A C -106. Ductile iron pipe shall meet A C -150 and C -151 Specifications. Pipe to be cement lined and seal coated in accordance with A C- 104. Joints shall be pushed -on type, Teuton, Fasted, Super Bell -Tete, or approved equal, except at fittings, valves and special crossings. Joints shall comply with A C -111. Fanged joints shall conform to ASA A21.10 or B16.1. 3. Polyethylene ( "PE ") Pipe A. Materials 1. Materials used for the manufacture of PE pipe and fittings must be extra high molecular weight, high density PE 3408 polyethylene resin. The pipe must be extruded from virgin resin meeting the specifications of ASTM D 3350 with a minimum cell classification of PE 345434C. Fittings must be manufactured from the some resin type and cell classification as the pipe itself. 2. The pipe and fittings must contain no recycled compound except that generated in the manufacturer's own plant from resin of the some raw material. 3. The material must be listed by PPI ( "Plastics Pipe Institute ", a division of the Society of the Plastics Industry) in its pipe grade registry technical report (TR4) with a seventy -three (73) degree Fahrenheit hydrostatic design basis of one thousand six hundred (1,600) psi and a one hundred forty (140) degree Fahrenheit hydrostatic design basis of eight hundred (800) psi. 4. The manufacturer must conform to ISO 9001. B. Pipe and Fittings 1. Pipe supplied under this specification must have a nominal iron pipe sire outside diameter. 2. Pipe having a diameter of three (3) inches and larger must be made to the dimensions and tolerances specified in ASTM F714 with a cell class of PE 345434C. Pipe with diameters less than three (3) inches must be made to the dimensions and tolerances set forth in ASTM D 3035 with a cell class of PE 3408 3. Fittings must be manufactured in accordance with ASTMD 3261. Fittings must be manufactured by injection molding, a combination of extrusion and machining, or fabricated from PE pipe conforming to this specification. 4. Fittings must be fully pressure rated and provide a working pressure equal to that of the adjacent pipe with an included two (2) to one (1) safety factor. 5. The pipe and fittings must be homogeneous throughoutand free of visible cracks, holes, voids, foreign inclusions, or other defects that may affect the wall integrity. 6. The pipe and fittings for horizontal directional drilling must be a minimum DR of 9. Pipe and fittings used In open cut nstallations must be a minimum of DR 11. C. Joints 1. No person may join PE pipe unless Engineer has approved that person. 2. The butt fusion process should be used to join sections of PE pipe into continuous lengths at the job site. The joining method must be by the heat fusion method and must be performed in strict accordance with the pipe manufacturer's recommendations. The heat fusion equipment used in the joining procedures must be capable of meeting all conditions recommended by the pipe manufacturer. 3. Properly executed electrofusion fittings may be used. 4. Extrusion welding, hot gas welding or threading and gluing of PE pipe will not be accepted. 5. MJ adapters are required to mechanically connect PE pipe tomain line valves three (3) inches or larger. Two (2) inch valves and smaller must be connected by compression fittings. 6. Refer to the manufacturer's recommendations for proper installation procedures. 7. Fused segments of pipe must be handled so as to avoid damage to the pipe. Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon slings are preferred. Spreader bars are recommended when lifting long fused sections. D. Precautions 1. During the heat fusion process the equipment and pipe product may reach temperatures in excess of four hundred (400) degrees Fahrenheit. Caution should be taken to prevent burns. 2. Static electricity charges are generated on PE pipe by friction, particularly during the handling of pipe in storage, shipping and installation. The flow of air or gas containing dust or scale will also build up significant static charges, as will the flow of dry materials through the pipe. These charges are a safety hazard, particularly in areas where there is leaking gas or a flammable /explosive atmosphere. 3. Coiled PE pipe may contain energy as in a spring. Uncontrolled release by cutting straps, etc. can result in dangerous uncontrolled forces. Exercise appropriate safety precautions and use proper equipment. 4. PE pipe is impact resistant. Any hitting of the pipe with an instrument, such as a hammer, may result in uncontrolled rebound. E. All final connections to Lift Station /Force Main Manholes must not be completed until all PE materials have reached equilibrium conditions (average ground temperature, etc.). 4. FITTINGS Fittings shall be cast iron of ductile iron conforming to ANSI Specification ABBE.10 -1971 (A C110 -71). Fittings shall be designed and manufactured for a pressure rating of 250 psi. Fittings shall be tar coated and shall be cement lined in accordance with ANSI Specification ABBE.4 1974 (A C104 - 74). Fittings joints shall be mechanical joints conforming to ANSI Specification ABBE.11 -1972 (A C11 -72). 5. COPPER TUBING Shall be seamless, annealed copper tubing complying with Federal Specification WW -T -799. Fittings shall be wrought copper or cast bronze with solder joints. Solder shall be of a composition recommended by the manufacturer of the fittings. 6. FIRE HYDRANTS Shall comply with A Specification C -502 and shall meet local standards and requirements, particularly as to nozzle diameters and threads, direction of opening and dimensions of operating and cap nuts. Fire hydrants shall have one pumper and two hose nozzles. A valve opening not less than 5 inches and a 6 inch inlet connection. The length of the hydrant barrel shall be determined by the specified depth of cover over the pipe. All private water hydrants are to be painted a color other than that utilized by the Water Company. Hydrants shall be located such that the direction of opening is directed towards the street. 7. VALVES All valves and stops shall have ends suited or adapters shall be provided for the proper installation in the lines in which they are located. Valves shall meet local standards or in the absence of such standards, the following requirements: A. Valves in cast iron pipe shall be iron body, bronze mounted, disc gate valves conforming to A Specification C- 500. They shall open in the some direction as those used In the local waterworks system. Valve stems shall terminate in 2 inch wrench nuts. Furnish two (2) keys. B. Valves in copper pipe shall be standard brass body, round -way, ground -key stops, with T heads. Furnish two (2) keys. 8. VALVE BOXES Shall meet local standards or in the absence of such, shall comply with the following requirements: A. For iron body valves, boxes shall be approved standard buffalo -type cast iron, adjustable shaft boxes, having a minimum shaft diameter of !� inches. B. For Brass body valves (stops) boxes shall be approved standard cast iron extension service boxes, having a minimum diameter of 2 1/2 inches and having lid held in place by a brass or bronze bolt. The castings shall be coated with two coats of coal -tar pitch varnish. Furnish two (2) keys for bolt in lids. 9. STOPS Stops shall be those manufactured by Ford or Mueller Corporation with A taper thread, and with copper compression type fitting on outlet, or approved equal. 10. BLOW -OFF VALVES Blow -off valves shall be those manufactured by Mueller Corporation (H10283 of H- 10291) or approved equal. 11. ANGLE VALVES Angle valves at the end of water service stub are to be copper compression type fitting, and are to be protected with plastic bag over the valve. 12. TAPS 1 inch taps in lines smaller than 4 inches shall be only by tapped tee or tapped saddle. Water service lines should be marked on curbs with blue paint (sewer lateral locations - red). Taps onto existing main shall be performed in accordance with rules of the Water Company having jurisdiction. 13. DEPTH The Water Mains shall be laid to a depth not less then five feet (5' -0 ") below ground cover. 14. METER PITS The Contractor shall furnish the meter pit(s) and vault of the type as shown on the construction plans (meter to be furnished by Water Company) along with all necessary quick - disconnects, valves and appurtenances. This cost shall be included in the bid amount for water lines. Meter pits must be equipped with storm sewer drain or sump connected to storm structure. 15. TESTS Test the piping for leakage for a period of at least two hours at a pressure of 150 pounds per square inch. Inspect all joints for leakage and remedy any leaks. Upon completion of the water distribution mains, flush out the system until the water runs clears. As soon as the system has been flushed out, it shall be sterilized in accordance with the requirements of the local water department. ``%ttJeiie1e01toI . •'GISTE••� �•...�HOC . I moo'••. c� , _ N0. 1. 910326 10 STATE OF • � F^ . D I•A ONAL 1ii11 � - - - ;04_L_., Min.% Min.% Max.% Botanical Name Germ. Pure Sd. Weed Sd. Poo protensis 80 85 0.50 Festuca rubro 85 98 0.50 Lolium Perenne 90 98 0.50 'Pennfine' Agostis alba 85 92 1.00 5. Sowing Rate: Sow grass seed at the following rate - 200 Ibs /acre. STREETS do PAVEMENT 1. SCOPE OF WORK The work required under this section includes all concrete and bituminous paving and related items necessary to complete the work indicated on drawings and described in the specifications, including, but not limited to: All streets, parking areas in contract limits Curbs and gutters Sidewalks and concrete slabs, exterior steps MATERIALS 3. 4. 5. The following formula shall be used to determine the amount of commercial seed required to provide in each kind of seed the specified quantities of pure live seed. Pure Live Seed x 100% x 100% = Pounds Commercial Purity x Germination Seeds Required 6• 6. Commercial Fertilizer: Complete fertilizer of neutral character, with some elements derived from organic sources and containing following percentages of available plant nutrients. For lowns,provide fertilizer with percentage of nitrogen required to provide not less than 1 lb. of actual nitrogen per 100 sq.ft. of lawn area, and not less than 4% phosphoric acid and 2% potassium. Provide nitrogen in a form that will be available to lawn during initial period of growth; at least 50% of nitrogen to be organic form. A. Concrete - Concrete shall be ready - -mixed concrete and shall be a mix of proportioned fine and coarse aggregates with Portland cement and water. Minimum cement content shall be 6 bags per cubic yard of concrete and maximum water content shall be 5.5 U.S. gallons per sack of cement, Including moisture in the aggregate. Slump for normal weight concrete shall be a maximum of 4 inches and a minimum of 2 inches the slump of machine placed concrete shall be no less than 1 -1/4 inches nor more than 3 inches Standard test C -143 shall be used to measure slump. Compressive strength of concrete at 28 days shall be 4000 psi. All exterior concrete shall have air entrainment of 5% to 8% by volume per ASTM C -260. Retempering of delivered concrete will not be allowed. Concrete shall be composed of: 1. Portland cement - Conforming, to ASTM Type IA or Type IIIA. 2. Aggregates Conforming to ASTM C -33 3. Water - Shall be clear and free from injurious amounts of oils, acids, alkalizes, organic materials or other deleterious substances. B. Welded Steel Wire Fabric - Where required for concrete reinforcement shall conform to ASTM A185. C. Premoulded Joint Filler - Shall be of non - extruding type meeting ASTM D -544 except premoulded pint filler used In concrete walk construction may be either non - extruding or resilient. D. Bituminous Pavement Materials - All materials proposed for the construction of bituminous pavements shall comply with the Indiana Department of Transportation specifications, per latest revision. E. Compacted Aggregate Subbase: Shall be crushed stone or gravel. Crushed gravel shall be a minimum of 35% crushed material. Chert shall be limited to a maximum of 8% of the total. Material shall be free from an excess of flat, elongated thinly laminated, soft or disintegrated pieces; and shall be free from fragments coated with dirt. Compacted aggregate shall be graded as follows: SIEVE SIZE % PASSING 1--1/2" 100 1" 80 -100 3/4" 70 -90 1/2" 55 -80 14 35 -60 #8 25 -50 130 12- 30 X1200 5 -0 APPLICATION A. Grading - Do any necessary grading in addition to that performed in accordance with Earthwork Section, to bring subgrades, after final compaction, to the required grades and sections for site improvement. B. Preparation of Subgrade - Remove spongy and otherwise unsuitable material and replace with stable material. No traffic will be allowed on prepared subgrade prior to paving. C. Utility Structures - Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or hove made, any necessary adjustments in such structures. D. Placing Concrete 1. Subgrade - Place concrete only on ganual material, compacted subgrade or base free from loose material. Place no concrete on a muddy or frozen subgrade - 2. Forms - All forms shall be free from warp, tight enough to prevent leakage and substantial enough to maintain their shape and position without springing or settling, when concrete is placed Forms shall be clean and smooth immediately before concreting 3. Placing Concrete - Concrete shall be deposited so as to require as little rehandling, as practicable. When concrete is to be placed at an atmospheric temperature of 35 degrees F or less, paragraph 70210 of the Indiana Department of Transportation Specifications latest revision shall be followed. E. Concrete Curb 1. Expansion joints - Shall be 1/2 inch thick premoulded at ends of all returns and at a maximum spacing of 40 feet. 2. Contraction Joints - Unless otherwise provided, contraction joints shall be sawed joints spaced 10 feet on center. 3. Finish - Tamp and screed concrete as soon a placed and fill any honey combed places. Finish square comers to 1/4" radius and other corners to radii shown. F. Concrete Walks and Exterior Steps 1. Slopes - Provide 1/4 Inch per foot cross slope. Make adjustments in slopes at walk intersections as necessary to provide proper drainage. 2. Dimensions - Walks and steps shall be one course construction and of widths and details shown on the drawings 3. Finish - Screed concrete and trowel with a steel trowel to a hard dense surface after Surface water has disappeared. Apply medium broom finish and scribe control joints at 5 foot spacing Provide 1/2" expansion joints where sidewalks intersect, and at a maximum spacing of 48 feet between expansion pints. G. Curing Concrete -- Except as otherwise specified, cure all concrete by one of tho methods described in Section 501 17 of the Indiana Department of Transportation Specifications, latest revision. H. Concrete Curing Compound - All exterior concreto shall be coated with curing compound complying with ASTM C 309, TYPE 1 -D, class A. J. Concrete Testing - Concrete testing shall meet the requirements established for structural concrete to be used in building on this site HERBICIDE TREATMENT A. Provide and apply commercial chemical for weed control In paved areas Chemical shall be registered by the environmental protection agency and supplied In granular, liquid or wettable powder form. B. Apply according to manufactures specifications. WHEEL STOPS A. Wheel Stops - 2,500 -psi compressive strength precast, air - entrained concrete, approximately 6 inches high a inches wide, and 7 feet long. Provide chamfered corners and drainage slots on underside. PAVEMENT MARKING PAINT A. Pavement Marking Paint - Alkyd -resin type, ready -mixed complying with AASHTO M 248, TYPE 1. B. Color shall be white unless noted otherwise, except for handicapped spaces and access ways which shall be blue. 7. FIELD QUALITY CONTROL A. General - Testing in -place hot -mixed asphalt courses for compliance with requirements for thickness and surface smoothness. Repair or remove and replace unacceptable paving. Shall be done by an independent testing laboratory with scope of testing and inspection approved by engineer. B. Thickness - In -place compacted thickness tested In accordance with ASTM D 3549 will not be acceptable If exceeding following allowable variation: prepared subgrade prior to paving. 1. Binder Course: Plus or minus 1/2 inch. 2. Surface Course: Plus or minus 1/4 inch. C. Surface Smoothness - Test finished surface of each hot -mixed asphalt course for smoothness, using 10- foot straightedge applied parallel with and at right angles to centerline of paved area. Surfaces will not be acceptable if exceeding the following tolerances for smoothness. 1. Binder Course Surface: 1/4 inch. 2. Wearing Course Surface: 3/16 inch. WATER MAINS 1. SCOPE OF WORK If not specified below, fire protection and watermains are to be laid in accordance with the specifications of the Indianapolis Water Company, or as directed by the Department of Public Works for the City of Indianapolis. The work required under this section includes all cold water distribution lines, valves, meter pits, hydrants, and related items including excavating and backfilling necessary to complete the work shown on the drawings. The ends of water service lines shall be tightly plugged or capped at the terminal points pending the connecting to all such lines of the building piping as specified In the plumbing specifications and architectural drawings. 2. IRON PIPE Cast iron pipe shall meet A Specification C -106 with push - on joints meeting A Specification C -111. Wall thickness shall be determined from Table 6.4 in A C -106. Ductile iron pipe shall meet A C -150 and C -151 Specifications. Pipe to be cement lined and seal coated in accordance with A C- 104. Joints shall be pushed -on type, Teuton, Fasted, Super Bell -Tete, or approved equal, except at fittings, valves and special crossings. Joints shall comply with A C -111. Fanged joints shall conform to ASA A21.10 or B16.1. 3. Polyethylene ( "PE ") Pipe A. Materials 1. Materials used for the manufacture of PE pipe and fittings must be extra high molecular weight, high density PE 3408 polyethylene resin. The pipe must be extruded from virgin resin meeting the specifications of ASTM D 3350 with a minimum cell classification of PE 345434C. Fittings must be manufactured from the some resin type and cell classification as the pipe itself. 2. The pipe and fittings must contain no recycled compound except that generated in the manufacturer's own plant from resin of the some raw material. 3. The material must be listed by PPI ( "Plastics Pipe Institute ", a division of the Society of the Plastics Industry) in its pipe grade registry technical report (TR4) with a seventy -three (73) degree Fahrenheit hydrostatic design basis of one thousand six hundred (1,600) psi and a one hundred forty (140) degree Fahrenheit hydrostatic design basis of eight hundred (800) psi. 4. The manufacturer must conform to ISO 9001. B. Pipe and Fittings 1. Pipe supplied under this specification must have a nominal iron pipe sire outside diameter. 2. Pipe having a diameter of three (3) inches and larger must be made to the dimensions and tolerances specified in ASTM F714 with a cell class of PE 345434C. Pipe with diameters less than three (3) inches must be made to the dimensions and tolerances set forth in ASTM D 3035 with a cell class of PE 3408 3. Fittings must be manufactured in accordance with ASTMD 3261. Fittings must be manufactured by injection molding, a combination of extrusion and machining, or fabricated from PE pipe conforming to this specification. 4. Fittings must be fully pressure rated and provide a working pressure equal to that of the adjacent pipe with an included two (2) to one (1) safety factor. 5. The pipe and fittings must be homogeneous throughoutand free of visible cracks, holes, voids, foreign inclusions, or other defects that may affect the wall integrity. 6. The pipe and fittings for horizontal directional drilling must be a minimum DR of 9. Pipe and fittings used In open cut nstallations must be a minimum of DR 11. C. Joints 1. No person may join PE pipe unless Engineer has approved that person. 2. The butt fusion process should be used to join sections of PE pipe into continuous lengths at the job site. The joining method must be by the heat fusion method and must be performed in strict accordance with the pipe manufacturer's recommendations. The heat fusion equipment used in the joining procedures must be capable of meeting all conditions recommended by the pipe manufacturer. 3. Properly executed electrofusion fittings may be used. 4. Extrusion welding, hot gas welding or threading and gluing of PE pipe will not be accepted. 5. MJ adapters are required to mechanically connect PE pipe tomain line valves three (3) inches or larger. Two (2) inch valves and smaller must be connected by compression fittings. 6. Refer to the manufacturer's recommendations for proper installation procedures. 7. Fused segments of pipe must be handled so as to avoid damage to the pipe. Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon slings are preferred. Spreader bars are recommended when lifting long fused sections. D. Precautions 1. During the heat fusion process the equipment and pipe product may reach temperatures in excess of four hundred (400) degrees Fahrenheit. Caution should be taken to prevent burns. 2. Static electricity charges are generated on PE pipe by friction, particularly during the handling of pipe in storage, shipping and installation. The flow of air or gas containing dust or scale will also build up significant static charges, as will the flow of dry materials through the pipe. These charges are a safety hazard, particularly in areas where there is leaking gas or a flammable /explosive atmosphere. 3. Coiled PE pipe may contain energy as in a spring. Uncontrolled release by cutting straps, etc. can result in dangerous uncontrolled forces. Exercise appropriate safety precautions and use proper equipment. 4. PE pipe is impact resistant. Any hitting of the pipe with an instrument, such as a hammer, may result in uncontrolled rebound. E. All final connections to Lift Station /Force Main Manholes must not be completed until all PE materials have reached equilibrium conditions (average ground temperature, etc.). 4. FITTINGS Fittings shall be cast iron of ductile iron conforming to ANSI Specification ABBE.10 -1971 (A C110 -71). Fittings shall be designed and manufactured for a pressure rating of 250 psi. Fittings shall be tar coated and shall be cement lined in accordance with ANSI Specification ABBE.4 1974 (A C104 - 74). Fittings joints shall be mechanical joints conforming to ANSI Specification ABBE.11 -1972 (A C11 -72). 5. COPPER TUBING Shall be seamless, annealed copper tubing complying with Federal Specification WW -T -799. Fittings shall be wrought copper or cast bronze with solder joints. Solder shall be of a composition recommended by the manufacturer of the fittings. 6. FIRE HYDRANTS Shall comply with A Specification C -502 and shall meet local standards and requirements, particularly as to nozzle diameters and threads, direction of opening and dimensions of operating and cap nuts. Fire hydrants shall have one pumper and two hose nozzles. A valve opening not less than 5 inches and a 6 inch inlet connection. The length of the hydrant barrel shall be determined by the specified depth of cover over the pipe. All private water hydrants are to be painted a color other than that utilized by the Water Company. Hydrants shall be located such that the direction of opening is directed towards the street. 7. VALVES All valves and stops shall have ends suited or adapters shall be provided for the proper installation in the lines in which they are located. Valves shall meet local standards or in the absence of such standards, the following requirements: A. Valves in cast iron pipe shall be iron body, bronze mounted, disc gate valves conforming to A Specification C- 500. They shall open in the some direction as those used In the local waterworks system. Valve stems shall terminate in 2 inch wrench nuts. Furnish two (2) keys. B. Valves in copper pipe shall be standard brass body, round -way, ground -key stops, with T heads. Furnish two (2) keys. 8. VALVE BOXES Shall meet local standards or in the absence of such, shall comply with the following requirements: A. For iron body valves, boxes shall be approved standard buffalo -type cast iron, adjustable shaft boxes, having a minimum shaft diameter of !� inches. B. For Brass body valves (stops) boxes shall be approved standard cast iron extension service boxes, having a minimum diameter of 2 1/2 inches and having lid held in place by a brass or bronze bolt. The castings shall be coated with two coats of coal -tar pitch varnish. Furnish two (2) keys for bolt in lids. 9. STOPS Stops shall be those manufactured by Ford or Mueller Corporation with A taper thread, and with copper compression type fitting on outlet, or approved equal. 10. BLOW -OFF VALVES Blow -off valves shall be those manufactured by Mueller Corporation (H10283 of H- 10291) or approved equal. 11. ANGLE VALVES Angle valves at the end of water service stub are to be copper compression type fitting, and are to be protected with plastic bag over the valve. 12. TAPS 1 inch taps in lines smaller than 4 inches shall be only by tapped tee or tapped saddle. Water service lines should be marked on curbs with blue paint (sewer lateral locations - red). Taps onto existing main shall be performed in accordance with rules of the Water Company having jurisdiction. 13. DEPTH The Water Mains shall be laid to a depth not less then five feet (5' -0 ") below ground cover. 14. METER PITS The Contractor shall furnish the meter pit(s) and vault of the type as shown on the construction plans (meter to be furnished by Water Company) along with all necessary quick - disconnects, valves and appurtenances. This cost shall be included in the bid amount for water lines. Meter pits must be equipped with storm sewer drain or sump connected to storm structure. 15. TESTS Test the piping for leakage for a period of at least two hours at a pressure of 150 pounds per square inch. Inspect all joints for leakage and remedy any leaks. Upon completion of the water distribution mains, flush out the system until the water runs clears. As soon as the system has been flushed out, it shall be sterilized in accordance with the requirements of the local water department. ``%ttJeiie1e01toI . •'GISTE••� �•...�HOC . I moo'••. c� , _ N0. 1. 910326 10 STATE OF • � F^ . D I•A ONAL 1ii11 � - - - ;04_L_.,