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Home My WebLink About07050002.12 C701 Site DetailsAOUA- SWIRLTM SPECIFICATION NOTES 1) CONTRACTOR SHALL FURNISH ALL EQUIPMENT, LABOR, AND MATERIALS 79" 1. Manufacturer shall be responsible for complete assembly of Swirl Concentrator. 2. Swirl Concentrator shall be NECESSARY FOR THE HYDROSTATIC PRESSURE AND LEAKAGE TEST ON ALL fabricated from high - density polyethylene (HDPE) ASTM F 714 cell class 3454640 per ASTM D 3350. The Swirl CONTRACTOR SHALL REPLACE THOSE PIPES AND RETEST THE SECTION. Concentrator wall (greater than 54" OD) shall be fabricated from profile wall HDPE ASTM F 894 RSC 250, 3. 3 3/16" DIA. HDPE stub outs and internal components shall be extrusion welded using accepted welding practices. Stub outs TESTS PRESSURE SHALL BE 100 PSI OR 150% OF NORMAL PIPE OPERATING shall be supplied by Manufacturer and welded on inside and outside. 4. If lifting eyes disturb grade elevation PIPE COUPLING BY CONTRACTOR. (rim) or concrete pad rebar alignment, they may be cut in field after installation of Swirl Concentrator by 12" Contractor. 5. Manufacturer shall supply direct access to Swirl Concentrator via 32 -inch OD riser(s), which can be LONG STUB -OUT BY MANUFACTURER. field cut to match finished grade by Contractor. 6. Contractor shall supply pipe couplings to and from Swirl INSIDE PIPE DIAMETER Concentrator, which shall be Femco or Mission :style neoprene boot with stainless steel tension bands and shear A guard. For corrugated plastic pipe, or pipe with a diameter of 24" or larger. it is recommended that Contractor �r M use a Mar Mac coupling (www.marmac.com <http:/ /www.marmac.com> ), or equal, with adhesive mastic and OUTLET N o tightening bands to create a watertight seal around the joint. The joint shall then be immobilized with a concrete THE CONTRACTOR SHALL FURNISH TESTING EQUIPMENT AND PERSONNEL collar with compacted base as described in either Note 11 or 12 herein. Mar Mac, or equal, couplings shall overlap /-O -RING GASKET the pipe joint a minimum of 1 foot on either sidle. 7. Contractor shall prepare excavation and off -load Swirl VENT Concentrator. Contractor is responsible for bedding and backfill around Swirl Concentrator as detailed on site plan. A REINFORCEMENT (see notes 11 and 12)8. Manufacturer shall supply standard manhole frame(s) and cover(s). (Traffic rated H2O) Z RCHED 9. Where traffic loading (H -20) is required or anticipated, a reinforced concrete pad must be placed over the entire - BAFFLES Swirl Concentrator per concrete design as calculated by Engineer. Sample of typical concrete design detail is OCTAGONAL BASE PLATE available upon request. 10. Unless other traffic barriers are present, bollards shall be placed around access risers Z Z + g in non -traffic areas to prevent inadvertent loading by maintenance vehicles. Sample of typical bollard installation PIPE COUPLING BY CONTRACTOR. 2 3 4 Plan View detail and recommended locations of bollards around the Swirl Concentrator can be provided upon request. 11. 12" LONG STUB -OUT OD Excavation and Bedding - The trench and trench bottom shall be constructed in accordance with ASTM D -2321, BY MANUFACTURER. Section 6, Trench Excavation, and Section 7, Installation. The HDPE Swirl Concentrator shall be installed on a STANDARD NOTE: stable base consisting of 12- inches of Class I stone materials as defined by ASTM D2321, Section 5, Materials, and 1. SYSTEM SHALL BE DESIGNED FOR THE FOLLOWING CAPACITIES: compacted to 95% proctor density. All required safety precautions for Swirl Concentrator installation are the PEAK TREATMENT FLOW: 4.4 CFS responsibility of the Contractor. 12. Backfill Requirements - Backfill materials shall be Class I Stone or Class II SEDIMENT STORAGE: 45 CUBIC FEET materials (well graded gravels, gravelly sands; contains little or no fines), as defined by ASTM D2321, Section 5, Materials, and compacted to 90% proctor density. Class I stone is Backfill OIL DEBRIS STORAGE: 270 GAL. A UaSLn * Please see accompanied Aqua -swirl preferred. and bedding aterials shall g be free of debris. Backfilling shall conform to A!TM F1759, Section 4.2, "Design Assumptions ". Backfill shall extend at least 42 inches outward from Swirl Concentrator and for the full height of the Swirl Concentrator specfication notes. p„ � * � Site Plan for actual system orientation. (including riser(s)) extending laterally to undisturbed soils. A n1 1 w ewIni �+...■..�- ..�... _ _._ _ _ _ _ - -_ _ __ SL NTS M I NTS D+ 6" 9„ (MIN) 1 3 4' SET GRATE 1/4" BELOW SURFACE OF CONCRETE. /-MEET EXISTING PAVEMENT ELEVATION 2 0 #4 BARS 12" RISER HEIGHT D HIGH SLUMP CONCRETE ROUGH SHAPE TRENCH 12" SLOTTED CMP DRAIN 3' MIN. AT SPRINGLINE 22 -3/4" NEENAH R3287 -SB10 CURB INLET ( *1) CONC. CURB PVMT. GRADE: PVMT. #4 REBAR 111111 12" O.C. BOTH °o Q i Il I I WAYS ( *:?) 11= Z I -I 1 1. A illlllllll 5111 1 36" 1/2" MESH GALV. HARD- WARE CLOTH VARMENT STOP (D SUBDRAIN 48" X 36" FILL W/ CONC. & WARP TO MEET INVERT NOTE: *1. FOR DEPRESSED CURB USE NEENAH R3067 -C CURB INLET FRAME & GRATE * 2. CONTRACTOR'S OPTION: PRECAST W/ SAME REINFORCING. (INDOT TYPE V') 1 CURB INLET DETAIL 03 2" LETTERS, RECESSED, FLUSH W /SURFACE SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" XNEENAH R- 1772 -C COVER WITH NEENAH R- 1712 -B -SP FRAME WITH SELF - SEALING APPLicAriON OR EQUAL. 34" OR 36" 'ENDENT UPON O.D. OF NG SECTION IN USE) SECTION "A -A" MANHOL17 FRAME & COVER BY MANUFACTURER. 32" OD (SEE DETAILS) RADE (RIM) N RISER _ 0 0 'ter 0 Section A -A 2 CONCEALED PICKHOLES 0 180* "SELF- SEALING" APPLICATION MACHINED BEARING SURFACE NTS NEENAH MANHOLE FRAME & LI[ WHERE HEREDRAINAR 7 GE IS R Q'D) -. FINISH GRADE PRECAST CONCRETE ADJUSTER RINGS IF NEEDED (4 MAX) ECCENTRIC CONE OR REDUCER CAP AS REQUIRED BY SITE CONDITIONS. CONE TOP TO MATCH ADJUSTING RING PROFILE. POLYPROPYLENE PLASTIC STEPS 48" DIA.PRECAST CONC. MANHOLE STORM PIPE 6'X 6'X 8" CONC. FOOTING W 6X6 10/10 W.W.F. "W/ #4 REBAR 12 O.C. BOTH WAYS, OR PRECAST MAX. D, 24" 6" MIN. COMPACTED BASE ( #8 OR #2 STONE) MA NTS SANITARY NOTES: ALL WATER MAIN AND SEWER PIPING SHALL BE TESTED IN ACCORDANCE WITH INDIANA CODE AND IDEM REGULATIONS AIR PRESSURE ACCEPTANCE TEST 1) CONTRACTOR SHALL PREFORM AN AIR PRESSURE TEST ON ALL GRAVITY SEWER PIPE IN ACCORDANCE WITH ASTM F -1417 SPECIFICATIONS. 2) THE CONTRACTOR SHALL FUNISH ALL EQUIPMENT, MATERIALS LABOR, AND CONDUCT THE TEST UNDER OBSERVATION OF CITY PERSONNEL. 3) TEST METHOD: A) LOW PRESSURE AIR TEST METHOD SHALL BE THE TIME PRESSURE DROP METHOD. THE PRESSURE USED IN THE TEST SHALL BE THE STATED PRESSURE GREATER THAN THE AVERAGE BACK PRESSURE OF ANY GROUND WATER ABOVE THE PIPE. THE TIME REQUIRED FOR THE PRESSURE IN THE TEST SECTION TO DROP 1.0 psig SHALL BE MEASURED USING A STOP WATCH. IF THE TIME EXCEEDS THE TIME DETERMINED FROM ASTM F -1417, THE SECTION FAILS. B) MANHOLES - AIR TEST IN ACCORDANCE WITH ASTM C1244 -93 STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY NEGATIVE AIR PRESSURE TEST (VACUUM). FORCE MAIN AND WATER MAIN PRESSURE AND LEAKAGE TESTS 0701 1) CONTRACTOR SHALL FURNISH ALL EQUIPMENT, LABOR, AND MATERIALS FAILURES- SHOULD A PIPE EXCEED THE ALLOWABLE DEFLECTION, THE - NECESSARY FOR THE HYDROSTATIC PRESSURE AND LEAKAGE TEST ON ALL rll CONTRACTOR SHALL REPLACE THOSE PIPES AND RETEST THE SECTION. MAINS UNDER THE SUPERVISION OF CITY PERSONNEL. CIL a + w w 2) TESTS PRESSURE SHALL BE 100 PSI OR 150% OF NORMAL PIPE OPERATING PVMT. Fr p ~ > PRESSURE, WHICH EVER IS GREATER. TYPE APPROVED BY THE CITY. A METAL OR PLASTIC GAUGING RING OF DIAMETER EQUAL TO 95% OF THE SPECIFIED AVERAGE 3) LEAKAGE TEST PRESSURE SHALL NOT BE LESS THAN THE MAXIMUM iii-ASPHALTIC MASTIC INSIDE PIPE DIAMETER OPERATING PRESSURE OF THE PIPE. THE DURATION OF THE LEAKAGE OR BUTYL RUBBER SEAL BETWEEN JOINT TEST SHALL NOT BE LESS THAN TWO HOURS. ALLOWABLE LEAKAGE -- MAXIMUM WATER /CEMENT RATIO ....................0.45 SHALL NOT EXCEED 9 gal /in OF PIPE DIAMETER PER MILE OF PIPE IN 24hr. THE CONTRACTOR SHALL FURNISH TESTING EQUIPMENT AND PERSONNEL DEFLECTION TEST OF PVC SEWER PIPE /-O -RING GASKET 1) VERTICAL RING DEFLECTION- BEFORE FINAL ACCEPTANCE OF SEWER LINES, ASPHALTIC MASTIC io OR BUTYL RUBBER OF PIPE 0 O.D. 6T ALL SECTIONS OF SEWER PIPE 8- INCHES AND LARGER SPECIFIED DIAMETER o SEAL AT JOINTS NOTE: SHALL BE MEASURED FOR VERTICAL RING DEFLECTION BY THE CONTRACTOR U) N USE OF MECHANICAL PULLING DEVICES IS NOT PERMITTED. AND WITNESSED BY THE CITY. MAXIMUM DEFLECTION UNDER FULL LOAD Z Z + g 6) SHALL NOT EXCEED 5% OF THE ASTM DESIGNATED AVERAGE INSIDE DIAMETER CL Ua _ APPROVED EQUIV. CLASS I1� AS DETERMINED BY THE LABORATORY FOR THE SPECIFIED PIPING. 48" .5" __ ° W 2) FAILURES- SHOULD A PIPE EXCEED THE ALLOWABLE DEFLECTION, THE - -MIN. w� -� o � rll CONTRACTOR SHALL REPLACE THOSE PIPES AND RETEST THE SECTION. CHLORIDE IONS ARE NOT PERMITTED. CIL a + w w 3) EQUIPMENT- TESTING SHALL BE GO -NO -GO PULL THROUGH GAGES OF A D) Fr p ~ > -1 -I TYPE APPROVED BY THE CITY. A METAL OR PLASTIC GAUGING RING OF DIAMETER EQUAL TO 95% OF THE SPECIFIED AVERAGE 12" MIN. INSIDE PIPE DIAMETER "B" BORROW OR EQUIV. II •• = ' ' SHALL BE WITH EACH GAGE. B MAXIMUM WATER /CEMENT RATIO ....................0.45 4) THE CONTRACTOR SHALL FURNISH TESTING EQUIPMENT AND PERSONNEL I l.. _ TO MAX. MINIMUM CEMENT CONTENT (POUNDS /CY) .... 564 AND PERFORM THE REQUIRED TESTS. TESTS MUST BE WITNESSED BY CITY ;: •.;,• OF PIPE 0 O.D. 6T PERSONNEL. NOTE: SHRINK CEMENT GROUT. 5) USE OF MECHANICAL PULLING DEVICES IS NOT PERMITTED. MANHOLE CONFORMS TO ASTM C478. 6) DEFLECTION TESTING SHALL NOT BE PERFORMED UNTIL THE COMPLETED AIR CONTENT ....................... ...........................6.0% APPROVED EQUIV. CLASS I1� I II AND ACCEPTED TRENCH BACKFILL HAS BEEN IN PLACE FOR AT LEAST 04 30 DAYS. 0701 CONCRETE SPECIFICATIONS E) 1) MATERIALS D994. W.R. MEADOWS SEALTIGHT, OR EQUAL. A) CEMENT: ASTM C150 TYPE I OR II EDGE OF PVMT F) REINFORCING BARS: ASTM A615 OR ASTM A616, GRADE 60. B) AGGREGATE: ASTM C33 --MIN. OF 6" TOP SOIL TO ENSURE GRASS C) ADMIXTURES: GROWTH 1. AIR ENTRAINING: ASTM C260 _ 2. FIBER: AASHTO M213. 3. PROHIBITED ADMIXTURES: CALCIUM CHLORIDE, THIOCYANATES, OR EDGE OF PVMT., 'L MIN'..;125 :.' 27'& SMALLER ADMIXTURES CONTAINING MORE THAN 0.05% CURB, GUTTER = - OR SIMILAR _ I .: `Bc • }: 12.. rll 6 CHLORIDE IONS ARE NOT PERMITTED. STRUCTURE D) CLASS A CONCRETE SHALL BE AS FOLLOWS: -1 -I ' ` , 12" MIN. 28 -DAY COMPRESSIVE STRENGTH (PSI) ....... 3500 "B" BORROW OR EQUIV. II •• = ' ' MAXIMUM WATER /CEMENT RATIO ....................0.45 GRANULAR M. COMPACTED TO 95% : �. TO 95 ; :.; ; I l.. _ MINIMUM CEMENT CONTENT (POUNDS /CY) .... 564 STD. PROCTOR DENSITY -11= TI = ;: •.;,• •- 4' , SLUMP ( INCHES) ................ ............................2 -4 8" CRUSHED STONE OR _ " •' AIR CONTENT ....................... ...........................6.0% APPROVED EQUIV. CLASS I1� I II , Ih -!Ili 31 1 BEDDING MATERIAL Bc E) PREMOLDED JOINT FILLER: ASPHALT TYPE IN CONFORMANCE WITH ASTM HAND TAMPED OR WALKED INTO PLACE D994. W.R. MEADOWS SEALTIGHT, OR EQUAL. WITHIN 5' OF EDGE OF PVMT F) REINFORCING BARS: ASTM A615 OR ASTM A616, GRADE 60. NOTE: 1. ALL INTITAL BACKFILL. SHALL BE: INSTALLED IN 6" TO 12" BALANCED LIFTS. 2. UNDER PVMT. AREAS, TRENCH TO BE BACKFILLED W B" BORROW TO BOTTOM OF BASE, ALL OTHER AREAS SHALL HAVE "B" BORROW BACKFILL TO V -0" ABOVE PIPE. 3. A MIN. 9" OF CLEARANCE SHALL BE PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. 09 P1 0701 NTS 1' -0 BC d -EDGE OF PVMT., CURB, GUTTER, OR STRUCTURE OR LESS MIN. OF 6" TOP SOIL TO ENSURE GRASS GROWTH 77-7 = II i i i i jl_I DEPTH OF BEDDING 111 III' MATER. BELOW PIPE ,2.5.. 911 • 'li 3, PIPE DIA. d (MIN.) 27'& SMALLER 3 30' TO 60' 4 66' & LARGER 6 GULAR BACKFILL UNLESS UNDER PAVEMENT. "B" BORROW OR EQUIV. GRANULAR MATER'L. COMPACTED TO 95% STD. PROCTOR DENSITY IQI, BC c11, WITHIN 5 OF EDGE OF PVMT. RIM ELEVATIONS TO MATCH NOTE: 1. ALL INTITAL BACKFILL SHALL BE PLACED IN 6" FINISHED GRADE. HDPE COMPACTED LIFTS. RISERS CAN BE FIELD 2. UNDER PVMT. AREAS, TRENCH TO BE BACKFILLED CUT BY CONTRACTOR. W/ "B" BORROW TO BOTTOM OF BASE, ALL OTHER AREAS SHALL HAVE "B" BORROW 1ACKFILL TO 1' -0" - - - - ABOVE PIPE. :NT 3. A MIN. 9" OF CLEARANCE SHALL 13E PROVIDED ON EACH SIDE OF THE INSTALLED PIPE. EINFORCED TOP RCP BEDDING & IRACKFILL c L 0 NTS NTS FIN. PVMT. ELEV. TOP OF SUBGRADE FOR PVMT. AGGREGATE FILTER FABRIC (TYPAR 4.0 OZ /SY OR AN APPROVED EQUAL, LAP 6" & STAPLE 4" DIA. CORRUGATED PERFORATED PLASTIC PIPE 8" COURSE AGGREGATE WELL COMPACTED SUBSOIL 0 M Z M cl 0 if SEWER MAT BEND AS S ury rLAv4 R -1976 INSPECTION FRAME W/ BOLTED LID i- TROWELED FINISH �-- FINISH GRADE NTS NEENAH R3070 CURB CONC. CURB INLET Z211RAE V GRATE 7 & 1 DIUS CU RB PVMT. BOX EQUAL GRADE -- _ #4 REBAR 2" O.C. BOTH WAYS w Q _ Ci . I NTS CLEANOUT CONC. ENCASEMENT PVC PIPE PVC BEND INVERT ELEV. PVMT. I II l t' ' " X1/2" MESH GALV. HARD - 24 SQ. WARE CLOTH VARMENT 36" SQ. STOP 0 SUBDRAIN FILL W/ CONC. & WARP TO MEET INVERT 6" MIN. COMPACTED AGGREGATE BASE. ( #8 OR #2 ) NOTE: CONTRACTOR'S OPTION: PRECAST W/ SAME REINFORCING. (INDOT TYPE "A MODIFIED ") Owner: L • �1 Developer. Carmel Redevelopment Commission 111 West Main Street Carmel, Indiana 46032 317.571 -2787 (ARTS) Engineers: CSO SCHENKEL SHULTZ 28 0 Hart %h sRem. t zo, 10�l, W 46UO T 17.9.7800 F 317374.0357 Project PARCEL 67 STREETSCAPE /STREET INDIANA DESIGN CENTER - P12 200 SOUTH RANGE LINE ROAD CARMEL, IN. 46032 Scope Drawings: These drawings indicate the general scope of the project in terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems The drawings do not necessarily indicate or describe all work required for full performance and completion of the requirements of the Contract. On the basis of the general scope indicated or described, the trade contractors shall furnish all items required for the proper execution and completion of the work. (� Drawing Title: SITE DETAILS Revisions: Issue Date Drawn By Checked By 3/5/01 KM GS Certified By: Drawing Number: 0701 Project Number: 26236