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Home My WebLink AboutC502 Utility DetailsSTORM SEWER NETWORK DATA TABLE STRUCTURE TYPE SIZE DETAIL CASTING CAST IRON CAP INSTALLED FLUSH WITH FINISHED GRADE IN PAVEMENT AREAS COMPACT GRANULAR BACKFILL MATERIAL UNDER PAVEMENT AREAS 2 45' BENDS OR LONG RADIUS 90' BEND SA-1 NO SCALE TC= ELEVATION 18 "x18 "x6" CONC. PAD PVC CAP (SCH 40) INSTALLED FLUSH WITH FINISHED GRADE IN UNPAVED AREAS :111 111 111-11 BACKFILL WITH SELECT EXCAVATED MATERIAL FOR UNPAVED AREAS EXTENSION SAME SIZE AS SEWER UP TO 6" DIAMETER SEWER CLEANOUT TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY, 2002 1. Standard specifications of the Clay Township Regional Waste District (District) and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715 of the latest edition of the Indiana Department of Transportation Standard Specifications. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 12454B. 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 piece 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 Aprecast 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 in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet. 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 chimney =s including all riser rings shall be sealed using Infi Shield AUnibandc. 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 Engineer =s 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. Such Aas built@ prints must be received by the Engineer before the final contract payment can be authorized. 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. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line being tested. 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 with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 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€AC 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 same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing done 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 by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 10 -inch 12 -inch 15 -inch 18 -inch 0.40% 0.28% 0.22% 0.15% 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District =s Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be 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. PLAN VIEW Grooved end on outlet end Tongue end on inlet end `Grooved (or tongue) to be the same as on Standard Reinforced Concrete Pipe ASTM Designation C 76 NOTES= 1 1/2' R Pay length of culvert 1. CONCRETE IN THESE END SECTIONS SHALL BE THE SAME GRADE AND STRENGTH AS SPECIFIED FOR REINFORCED CONCRETE PIPE, ASTM DESIGNATION C 76 CLASS II. as set out in the Standard Spec's.) 2. REINFORCEMENT IN THE "C" PORTION SHALL BE THE SAME AS SPECIFIED FOR REINFORCED CONCRETE, ASTM DESIGNATION C 76, CLASS II FOR THE SIZE OF CONNECTING PIPE. 3. REINFORCEMENT IN THE "B" PORTION SHALL HAVE A CROSS SECTIONAL AREA EQUAL TO THAT OF ONE LAYER OF STEEL IN THE "C" SECTION. 4. THE END OF PIPE CULVERT SHALL BE PLACED IN THE CONCRETE END SECTION SO THAT THE FLOW LINES ARE FLUSH. THE JOINT SHALL BE COMPLETELY FILLED WITH MORTAR. 5. IN 3:1 OR 4:1 FILL SLOPE, CHANGE TO THE SLOPE OF THE END SECTION IN A SMOOTH, PLEASING TRANSITION APPROXIMATELY 10' -0" IN LENGTH. 6. VARIATIONS IN DIMENSIONS THE THICKNESS OF THE CONCRETE, THE POSMON OF STEEL, AND THE INTERNAL DIAMETER OF THE PIPE SHALL CONFORM WITH THE VARIATIONS IN DIMENSIONS AS PROVIDED IN THE SPECIFICATIONS FOR REINFORCED CONCRETE CULVERT, STORM DRAIN, AND SEWER PIPE, ASTM DESIGNATION C 76. 7. WHERE VITRIFIED CLAY CULVERT OR CAST IRON CULVERT PIPE IS USED, A PIPE END SECTION COMPARABLE TO THAT AS SHOWN FOR METAL OR CONCRETE SHALL BE FURNISHED AND SHALL BE AS APPROVED BY THE PROJECT ENGINEER. 8. END SECTIONS WILL BE PAID FOR AT THE CONTRACT UNIT PRICE EACH FOR PIPE END SECTION COMPLETE IN PLACE AND ACCEPTED. 9. CONCRETE PIPE TOE ANCHORS SHALL BE REQUIRED ON ALL CONCRETE PIPE SECTIONS. THE COST THEREOF SHALL BE INCLUDED IN THE CONTRACT UNIT PRICE PER EACH FOR PIPE END SECTIONS. PRECAST REINFORCED CONCRETE GROUT BENCH r- PRECAST OR MONOLITHIC BOTTOM DIMENSION REFERS TO MAXIMUM PIPE SIZE W/ 45' OR LESS ANGLE, 90' MAY BE MORE RE ELEV. RE ELEV. MAX. 8" OF CONC. RISERS -1 /2" MORTAR GROUT (SIDES TOP OF ADJUSTING RINGS) SSD (4' MAX. DEPTH) s" "C" DIMENSION REFERS MIN TO MAXIMUM PIPE SIZE W/ 45' OR LESS ANGLE, 90' MAY BE MORE CONCRETE THICKNESS 6"- UP TO 8' DEPTH 8 UP TO 12' DEPTH 12 OVER 12' DEPTH 1 l STEPS REQUIRED o WHERE DEPTH EXCEEDS 6'. USE NEENAH R- 1981 -1 OR EQUAL SSD (4' MAX. DEPTH) D o •a a a SECTION Y Y SECTION A A SLOPE DETAIL DIMENSIONS OF PRECAST CONCRETE STORM MANHOLE WITH CONE TYPE REDUCER NO SCALE TC ELEVATION FLAT TOP STEPS REQUIRED WHERE DEPTH EXCEEDS 6'. USE NEENAH R- 1981 -1 OR EQUAL CONCRETE THICKNESS 6 UP TO 8' DEPTH 8 UP TO 12' DEPTH 12 OVER 12' DEPTH STORM SEWER MANHOLE WITH FLAT TOP REDUCER :I ;I i 6 J NO SCALE DIA, T (min) A x C x D x E x K Ri R2 Approx. Welght 12' 2• 5' 4'-3' 6' -2' 2' 1.3 10 1/8' 9' 800 15' 2 1/4' 7' 4' -0 6' -3' 2' -6' 1.5 121/2' 11' 1100 18' 21/2' 11' 4' -1' 6'-2' 3' -0 1.8 15 1/2• 12' 1300 21' 2 3/4' 11' 3' -6' 6' -3' 3' -6' 2.1 16 1/8' 13' 1500 24' 3" 1' -0' 2' -8' 6'-3 4'-0' 2.3 16 3/16' 14' 1800 27" 3 1/4' 1' Y-5' 6' -3' 4'-6' 2.6 18 9/16' 14 1/2" 2100 30' 31/2' 1' 1' -10' 6'-3" 5' 2.9 18 1/2' 15' 2400 33 3 3/4' 1' -3 3' -6' 8' -3' 5' -6' 3.1 23 3/4' 17 1/2' 4100 36' 4• 1' -S 3' -1' 8' -3 6' -0' 3.4 24 5/16" 20' 4200 x Tolerance 1' Riprap to be placed on side slope when called for on plans. PRECAST BOTTOM SECTION 48" PRECAST RISER REINFORCED CONCRETE Bolts (See Sheet ME -1 END SECTIONS NOTE INSPECT ALL SEWERS AS TO ELEVATION, GRADIENT, ALIGNMENT JOINT BY INSPECTING ENGINEER PRIOR TO BACKFILL OVER PIPE 4* MIN. (BELOW THE BARREL AREAS NOT SUBJECT TO VEHICULAR TRAFFIC MAY BE BACKFILLED WITH CLEAN FILL MATERIAL FREE OF ANY ROCKS LARGER THAN 6 FROZEN SOIL WOOD OR OTHER EXTRANEOUS MATERIALS. NO SCALE NO SCALE MINIMUM WIDTH= 7/ 1.25 O.D. 12" i 1 ,44 r mil AV' 41: tt GRADE SSD CONNECTION 4" MIN. PRECAST CONC. BOX NO SCALE SEE STORM INFORMATION FOR CASTING AREAS SUBJECT TO VEHICULAR TRAFFIC BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTION 0 95% PROCTOR DENSITY) 1/2 O.D. 3" MIN. (BELOW THE BELL) L- CLEAN LOW VOID SAND OR OTHER NON COMPRESSIBLE FINE LOW VOID MATERIAL APPROVED BY CITY ENGINEER "B" BORROW RIGID PIPE BEDDING DETAIL (STORM) NO SCALE CONCRETE PIPE AND CMP EJIW NEENAH TYPE USE A B 1022 -1 HD R- 1772 -A TYPE "A" INLET GRADED AREAS 30" 30" 1022 -3 HD R- 1772 -C TYPE "A" INLET TRAFFIC AREAS 30" 30" 7490 -M1 R- 3501 -N ROLL CURB LOW POINTS 30" 30" 7495 -LH -RH R- 3501 -TL -TR ROLL CURB FLOW LEFT OR RIGHT 30" 30" 6489 R -4342 DITCH GRATE SWALES 30" 30" GROUT BENCH NOTE: SHALL BE MODIFIED WITH 30 "X30" INSIDE DIMENSION AND A 4" FLAT TOP WITH A 4" DONUT. PRECAST TYPE 'E' INLET SEE STORM SEWER NETWORK TABLE FOR CASTING PRECAST CONC. BOX NOTE: 1. In accordance with Indiana State Highway Specifications 2. Minimum Concrete Compressive Strength 4000 P.S.I. 3. Precast adjusting sections available. PRECAST TYPE 'J' INLET SEE STORM SEWER NETWORK TABLE FOR CASTING PIP PRECAST TYPE 'M' INLET NOTE: 1. In accordance with Indiana State Highway Specifications 2. Minimum Concrete Compressive Strength 4000 P.S.I. 3. Precast adjusting sections available. NOTES: SIR DETAIL WITH 2' SUMP 1. SEE STORM SEWER PLAN PROFILES SHEETS TO CONFIRM PIPE LENGTHS AND STRUCTURE INFORMATION PRIOR TO FABRICATION. NO SCALE STORM STRUCTURE DATA 701 END SECTION 24" ST -3A 702* CATCH BASIN 5' ST -4* R -3472 703* CATCH BASIN 4' ST -4* R- 3286 -8V 704 INLET 24x36 ST -64 R- 1878 -B76 705 INLET 24x36 ST -64 R- 1878 -B76 706 INLET 24x36 ST -63 R- 1878 -B76 706A INLET 24x24 ST -63 R -3405 707* CATCH BASIN 4' ST -4* R- 3286 -8V 708 MANHOLE 4' ST -6 R- 3286 -8V 709 INLET 30x30 ST -37 R- 3286 -8V 710 INLET 30x30 ST -37 R- 4215 -C 711 MAHHOLE 4' ST -37 R -3472 712 INLET 30x30 ST -37 R- 3286 -8V 713 INLET 30x30 ST -37 R- 4215 -C r 1 OUTLET iv�� n O :l ?:.i is rt ".�,.:�'.i r.:.x�.i GREASE /OIL INTERCEPTOR PRECAST VAULT CASTING SCHEDULE EJIW NEENAH TYPE USE DIM 7490 -M1 R- 3501 -N CURB INLET LOW POINT 24" X 24" 7495 -LH -RH R-3501-TL-1R CURB INLET FLOW LEFT OR RIGHT 25" X 27" R -3405 INLET PARKING LOT 25" X 25" R -2501 GRATE PARKING LOT 24 "o 6489 R -4342 DITCH GRATE SWALES 24 "o REQUIRES FLAT TOP WITH 24 '0 OPENING NO SCALE SSD CONNECTION (4' MAX. DEPTH) TC TOP OF CASTING ELEVATION MODIFIED PRECAST TYPE 'A' INLET 0:11994194501111 m FIED BY: A i f i i ii l NNi1OSg 1k #;st.i., O'r it 4 p 8TFA S. No.10200269 1 1 'o 9 Oo STATE OF 4/0110" Q �v 4i i'4`S ONA4ENG oh/1!1111110 to al Drown By: MAW Checked By: DJO Quality Aseu anca DAL Scale: 0 scaly 1' NA' lime Sheet C502 Date 08-30-04 Project Number 94501 -10040 STORM SEWER NETWORK DATA TABLE STRUCTURE TYPE SIZE DETAIL CASTING CAST IRON CAP INSTALLED FLUSH WITH FINISHED GRADE IN PAVEMENT AREAS COMPACT GRANULAR BACKFILL MATERIAL UNDER PAVEMENT AREAS 2 45' BENDS OR LONG RADIUS 90' BEND SA-1 NO SCALE TC= ELEVATION 18 "x18 "x6" CONC. PAD PVC CAP (SCH 40) INSTALLED FLUSH WITH FINISHED GRADE IN UNPAVED AREAS :111 111 111-11 BACKFILL WITH SELECT EXCAVATED MATERIAL FOR UNPAVED AREAS EXTENSION SAME SIZE AS SEWER UP TO 6" DIAMETER SEWER CLEANOUT TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY, 2002 1. Standard specifications of the Clay Township Regional Waste District (District) and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715 of the latest edition of the Indiana Department of Transportation Standard Specifications. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 12454B. 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 piece 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 Aprecast 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 in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet. 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 chimney =s including all riser rings shall be sealed using Infi Shield AUnibandc. 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 Engineer =s 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. Such Aas built@ prints must be received by the Engineer before the final contract payment can be authorized. 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. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line being tested. 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 with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 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€AC 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 same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing done 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 by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 10 -inch 12 -inch 15 -inch 18 -inch 0.40% 0.28% 0.22% 0.15% 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District =s Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be 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. PLAN VIEW Grooved end on outlet end Tongue end on inlet end `Grooved (or tongue) to be the same as on Standard Reinforced Concrete Pipe ASTM Designation C 76 NOTES= 1 1/2' R Pay length of culvert 1. CONCRETE IN THESE END SECTIONS SHALL BE THE SAME GRADE AND STRENGTH AS SPECIFIED FOR REINFORCED CONCRETE PIPE, ASTM DESIGNATION C 76 CLASS II. as set out in the Standard Spec's.) 2. REINFORCEMENT IN THE "C" PORTION SHALL BE THE SAME AS SPECIFIED FOR REINFORCED CONCRETE, ASTM DESIGNATION C 76, CLASS II FOR THE SIZE OF CONNECTING PIPE. 3. REINFORCEMENT IN THE "B" PORTION SHALL HAVE A CROSS SECTIONAL AREA EQUAL TO THAT OF ONE LAYER OF STEEL IN THE "C" SECTION. 4. THE END OF PIPE CULVERT SHALL BE PLACED IN THE CONCRETE END SECTION SO THAT THE FLOW LINES ARE FLUSH. THE JOINT SHALL BE COMPLETELY FILLED WITH MORTAR. 5. IN 3:1 OR 4:1 FILL SLOPE, CHANGE TO THE SLOPE OF THE END SECTION IN A SMOOTH, PLEASING TRANSITION APPROXIMATELY 10' -0" IN LENGTH. 6. VARIATIONS IN DIMENSIONS THE THICKNESS OF THE CONCRETE, THE POSMON OF STEEL, AND THE INTERNAL DIAMETER OF THE PIPE SHALL CONFORM WITH THE VARIATIONS IN DIMENSIONS AS PROVIDED IN THE SPECIFICATIONS FOR REINFORCED CONCRETE CULVERT, STORM DRAIN, AND SEWER PIPE, ASTM DESIGNATION C 76. 7. WHERE VITRIFIED CLAY CULVERT OR CAST IRON CULVERT PIPE IS USED, A PIPE END SECTION COMPARABLE TO THAT AS SHOWN FOR METAL OR CONCRETE SHALL BE FURNISHED AND SHALL BE AS APPROVED BY THE PROJECT ENGINEER. 8. END SECTIONS WILL BE PAID FOR AT THE CONTRACT UNIT PRICE EACH FOR PIPE END SECTION COMPLETE IN PLACE AND ACCEPTED. 9. CONCRETE PIPE TOE ANCHORS SHALL BE REQUIRED ON ALL CONCRETE PIPE SECTIONS. THE COST THEREOF SHALL BE INCLUDED IN THE CONTRACT UNIT PRICE PER EACH FOR PIPE END SECTIONS. PRECAST REINFORCED CONCRETE GROUT BENCH r- PRECAST OR MONOLITHIC BOTTOM DIMENSION REFERS TO MAXIMUM PIPE SIZE W/ 45' OR LESS ANGLE, 90' MAY BE MORE RE ELEV. RE ELEV. MAX. 8" OF CONC. RISERS -1 /2" MORTAR GROUT (SIDES TOP OF ADJUSTING RINGS) SSD (4' MAX. DEPTH) s" "C" DIMENSION REFERS MIN TO MAXIMUM PIPE SIZE W/ 45' OR LESS ANGLE, 90' MAY BE MORE CONCRETE THICKNESS 6"- UP TO 8' DEPTH 8 UP TO 12' DEPTH 12 OVER 12' DEPTH 1 l STEPS REQUIRED o WHERE DEPTH EXCEEDS 6'. USE NEENAH R- 1981 -1 OR EQUAL SSD (4' MAX. DEPTH) D o •a a a SECTION Y Y SECTION A A SLOPE DETAIL DIMENSIONS OF PRECAST CONCRETE STORM MANHOLE WITH CONE TYPE REDUCER NO SCALE TC ELEVATION FLAT TOP STEPS REQUIRED WHERE DEPTH EXCEEDS 6'. USE NEENAH R- 1981 -1 OR EQUAL CONCRETE THICKNESS 6 UP TO 8' DEPTH 8 UP TO 12' DEPTH 12 OVER 12' DEPTH STORM SEWER MANHOLE WITH FLAT TOP REDUCER :I ;I i 6 J NO SCALE DIA, T (min) A x C x D x E x K Ri R2 Approx. Welght 12' 2• 5' 4'-3' 6' -2' 2' 1.3 10 1/8' 9' 800 15' 2 1/4' 7' 4' -0 6' -3' 2' -6' 1.5 121/2' 11' 1100 18' 21/2' 11' 4' -1' 6'-2' 3' -0 1.8 15 1/2• 12' 1300 21' 2 3/4' 11' 3' -6' 6' -3' 3' -6' 2.1 16 1/8' 13' 1500 24' 3" 1' -0' 2' -8' 6'-3 4'-0' 2.3 16 3/16' 14' 1800 27" 3 1/4' 1' Y-5' 6' -3' 4'-6' 2.6 18 9/16' 14 1/2" 2100 30' 31/2' 1' 1' -10' 6'-3" 5' 2.9 18 1/2' 15' 2400 33 3 3/4' 1' -3 3' -6' 8' -3' 5' -6' 3.1 23 3/4' 17 1/2' 4100 36' 4• 1' -S 3' -1' 8' -3 6' -0' 3.4 24 5/16" 20' 4200 x Tolerance 1' Riprap to be placed on side slope when called for on plans. PRECAST BOTTOM SECTION 48" PRECAST RISER REINFORCED CONCRETE Bolts (See Sheet ME -1 END SECTIONS NOTE INSPECT ALL SEWERS AS TO ELEVATION, GRADIENT, ALIGNMENT JOINT BY INSPECTING ENGINEER PRIOR TO BACKFILL OVER PIPE 4* MIN. (BELOW THE BARREL AREAS NOT SUBJECT TO VEHICULAR TRAFFIC MAY BE BACKFILLED WITH CLEAN FILL MATERIAL FREE OF ANY ROCKS LARGER THAN 6 FROZEN SOIL WOOD OR OTHER EXTRANEOUS MATERIALS. NO SCALE NO SCALE MINIMUM WIDTH= 7/ 1.25 O.D. 12" i 1 ,44 r mil AV' 41: tt GRADE SSD CONNECTION 4" MIN. PRECAST CONC. BOX NO SCALE SEE STORM INFORMATION FOR CASTING AREAS SUBJECT TO VEHICULAR TRAFFIC BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTION 0 95% PROCTOR DENSITY) 1/2 O.D. 3" MIN. (BELOW THE BELL) L- CLEAN LOW VOID SAND OR OTHER NON COMPRESSIBLE FINE LOW VOID MATERIAL APPROVED BY CITY ENGINEER "B" BORROW RIGID PIPE BEDDING DETAIL (STORM) NO SCALE CONCRETE PIPE AND CMP EJIW NEENAH TYPE USE A B 1022 -1 HD R- 1772 -A TYPE "A" INLET GRADED AREAS 30" 30" 1022 -3 HD R- 1772 -C TYPE "A" INLET TRAFFIC AREAS 30" 30" 7490 -M1 R- 3501 -N ROLL CURB LOW POINTS 30" 30" 7495 -LH -RH R- 3501 -TL -TR ROLL CURB FLOW LEFT OR RIGHT 30" 30" 6489 R -4342 DITCH GRATE SWALES 30" 30" GROUT BENCH NOTE: SHALL BE MODIFIED WITH 30 "X30" INSIDE DIMENSION AND A 4" FLAT TOP WITH A 4" DONUT. PRECAST TYPE 'E' INLET SEE STORM SEWER NETWORK TABLE FOR CASTING PRECAST CONC. BOX NOTE: 1. In accordance with Indiana State Highway Specifications 2. Minimum Concrete Compressive Strength 4000 P.S.I. 3. Precast adjusting sections available. PRECAST TYPE 'J' INLET SEE STORM SEWER NETWORK TABLE FOR CASTING PIP PRECAST TYPE 'M' INLET NOTE: 1. In accordance with Indiana State Highway Specifications 2. Minimum Concrete Compressive Strength 4000 P.S.I. 3. Precast adjusting sections available. NOTES: SIR DETAIL WITH 2' SUMP 1. SEE STORM SEWER PLAN PROFILES SHEETS TO CONFIRM PIPE LENGTHS AND STRUCTURE INFORMATION PRIOR TO FABRICATION. NO SCALE STORM STRUCTURE DATA 701 END SECTION 24" ST -3A 702* CATCH BASIN 5' ST -4* R -3472 703* CATCH BASIN 4' ST -4* R- 3286 -8V 704 INLET 24x36 ST -64 R- 1878 -B76 705 INLET 24x36 ST -64 R- 1878 -B76 706 INLET 24x36 ST -63 R- 1878 -B76 706A INLET 24x24 ST -63 R -3405 707* CATCH BASIN 4' ST -4* R- 3286 -8V 708 MANHOLE 4' ST -6 R- 3286 -8V 709 INLET 30x30 ST -37 R- 3286 -8V 710 INLET 30x30 ST -37 R- 4215 -C 711 MAHHOLE 4' ST -37 R -3472 712 INLET 30x30 ST -37 R- 3286 -8V 713 INLET 30x30 ST -37 R- 4215 -C r 1 OUTLET iv�� n O :l ?:.i is rt ".�,.:�'.i r.:.x�.i GREASE /OIL INTERCEPTOR PRECAST VAULT CASTING SCHEDULE EJIW NEENAH TYPE USE DIM 7490 -M1 R- 3501 -N CURB INLET LOW POINT 24" X 24" 7495 -LH -RH R-3501-TL-1R CURB INLET FLOW LEFT OR RIGHT 25" X 27" R -3405 INLET PARKING LOT 25" X 25" R -2501 GRATE PARKING LOT 24 "o 6489 R -4342 DITCH GRATE SWALES 24 "o REQUIRES FLAT TOP WITH 24 '0 OPENING NO SCALE SSD CONNECTION (4' MAX. DEPTH) TC TOP OF CASTING ELEVATION MODIFIED PRECAST TYPE 'A' INLET 0:11994194501111 co STORM SEWER NETWORK DATA TABLE STRUCTURE TYPE SIZE DETAIL CASTING CAST IRON CAP INSTALLED FLUSH WITH FINISHED GRADE IN PAVEMENT AREAS COMPACT GRANULAR BACKFILL MATERIAL UNDER PAVEMENT AREAS 2 45' BENDS OR LONG RADIUS 90' BEND SA-1 NO SCALE TC= ELEVATION 18 "x18 "x6" CONC. PAD PVC CAP (SCH 40) INSTALLED FLUSH WITH FINISHED GRADE IN UNPAVED AREAS :111 111 111-11 BACKFILL WITH SELECT EXCAVATED MATERIAL FOR UNPAVED AREAS EXTENSION SAME SIZE AS SEWER UP TO 6" DIAMETER SEWER CLEANOUT TYPICAL SANITARY SEWER SPECIFICATIONS TO BE USED FOR PRIVATE SEWER DEVELOPMENT WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT REVISED MAY, 2002 1. Standard specifications of the Clay Township Regional Waste District (District) and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715 of the latest edition of the Indiana Department of Transportation Standard Specifications. 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 12454B. 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 piece 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 Aprecast 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 in place: 1. Connect the vacuum pump to the outlet port with the valve open. 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. C. Accepted standards for leakage will be established from the elapsed time for a negative pressure change from ten (10) inches to nine (9) inches of mercury. The maximum allowable leakage rate for a four (4) foot diameter manhole must be in accordance with the following: Minimum Elapsed Time for a Manhole Depth Pressure Change of 1 Inch Hg 10 feet or less 60 seconds >10 feet but <15 feet 75 seconds >15 feet but <25 feet 90 seconds For manholes five (5) feet in diameter, add an additional fifteen (15) seconds and for manholes six (6) feet in diameter, add an additional thirty (30) seconds to the time requirements for four (4) foot diameter manholes. For all manholes deeper than twenty -five (25) feet. 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 chimney =s including all riser rings shall be sealed using Infi Shield AUnibandc. 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 Engineer =s 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. Such Aas built@ prints must be received by the Engineer before the final contract payment can be authorized. 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. The testing shall be in accordance with Table 1. Add 0.5 psig for each foot of water above the sewer line being tested. 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 with a nine -point mandrel. Proving rings shall be available. 13. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 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€AC 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 same as the main line sewer. 20. Forty -eight (48) hours notice shall be given to the District prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing done 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 by the Clay Township Regional Waste District are: Size of Pipe Minimum Constructed Slope 8 -inch 10 -inch 12 -inch 15 -inch 18 -inch 0.40% 0.28% 0.22% 0.15% 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District =s Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to meet such minimum slopes. 25. Laterals are to be 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. PLAN VIEW Grooved end on outlet end Tongue end on inlet end `Grooved (or tongue) to be the same as on Standard Reinforced Concrete Pipe ASTM Designation C 76 NOTES= 1 1/2' R Pay length of culvert 1. CONCRETE IN THESE END SECTIONS SHALL BE THE SAME GRADE AND STRENGTH AS SPECIFIED FOR REINFORCED CONCRETE PIPE, ASTM DESIGNATION C 76 CLASS II. as set out in the Standard Spec's.) 2. REINFORCEMENT IN THE "C" PORTION SHALL BE THE SAME AS SPECIFIED FOR REINFORCED CONCRETE, ASTM DESIGNATION C 76, CLASS II FOR THE SIZE OF CONNECTING PIPE. 3. REINFORCEMENT IN THE "B" PORTION SHALL HAVE A CROSS SECTIONAL AREA EQUAL TO THAT OF ONE LAYER OF STEEL IN THE "C" SECTION. 4. THE END OF PIPE CULVERT SHALL BE PLACED IN THE CONCRETE END SECTION SO THAT THE FLOW LINES ARE FLUSH. THE JOINT SHALL BE COMPLETELY FILLED WITH MORTAR. 5. IN 3:1 OR 4:1 FILL SLOPE, CHANGE TO THE SLOPE OF THE END SECTION IN A SMOOTH, PLEASING TRANSITION APPROXIMATELY 10' -0" IN LENGTH. 6. VARIATIONS IN DIMENSIONS THE THICKNESS OF THE CONCRETE, THE POSMON OF STEEL, AND THE INTERNAL DIAMETER OF THE PIPE SHALL CONFORM WITH THE VARIATIONS IN DIMENSIONS AS PROVIDED IN THE SPECIFICATIONS FOR REINFORCED CONCRETE CULVERT, STORM DRAIN, AND SEWER PIPE, ASTM DESIGNATION C 76. 7. WHERE VITRIFIED CLAY CULVERT OR CAST IRON CULVERT PIPE IS USED, A PIPE END SECTION COMPARABLE TO THAT AS SHOWN FOR METAL OR CONCRETE SHALL BE FURNISHED AND SHALL BE AS APPROVED BY THE PROJECT ENGINEER. 8. END SECTIONS WILL BE PAID FOR AT THE CONTRACT UNIT PRICE EACH FOR PIPE END SECTION COMPLETE IN PLACE AND ACCEPTED. 9. CONCRETE PIPE TOE ANCHORS SHALL BE REQUIRED ON ALL CONCRETE PIPE SECTIONS. THE COST THEREOF SHALL BE INCLUDED IN THE CONTRACT UNIT PRICE PER EACH FOR PIPE END SECTIONS. PRECAST REINFORCED CONCRETE GROUT BENCH r- PRECAST OR MONOLITHIC BOTTOM DIMENSION REFERS TO MAXIMUM PIPE SIZE W/ 45' OR LESS ANGLE, 90' MAY BE MORE RE ELEV. RE ELEV. MAX. 8" OF CONC. RISERS -1 /2" MORTAR GROUT (SIDES TOP OF ADJUSTING RINGS) SSD (4' MAX. DEPTH) s" "C" DIMENSION REFERS MIN TO MAXIMUM PIPE SIZE W/ 45' OR LESS ANGLE, 90' MAY BE MORE CONCRETE THICKNESS 6"- UP TO 8' DEPTH 8 UP TO 12' DEPTH 12 OVER 12' DEPTH 1 l STEPS REQUIRED o WHERE DEPTH EXCEEDS 6'. USE NEENAH R- 1981 -1 OR EQUAL SSD (4' MAX. DEPTH) D o •a a a SECTION Y Y SECTION A A SLOPE DETAIL DIMENSIONS OF PRECAST CONCRETE STORM MANHOLE WITH CONE TYPE REDUCER NO SCALE TC ELEVATION FLAT TOP STEPS REQUIRED WHERE DEPTH EXCEEDS 6'. USE NEENAH R- 1981 -1 OR EQUAL CONCRETE THICKNESS 6 UP TO 8' DEPTH 8 UP TO 12' DEPTH 12 OVER 12' DEPTH STORM SEWER MANHOLE WITH FLAT TOP REDUCER :I ;I i 6 J NO SCALE DIA, T (min) A x C x D x E x K Ri R2 Approx. Welght 12' 2• 5' 4'-3' 6' -2' 2' 1.3 10 1/8' 9' 800 15' 2 1/4' 7' 4' -0 6' -3' 2' -6' 1.5 121/2' 11' 1100 18' 21/2' 11' 4' -1' 6'-2' 3' -0 1.8 15 1/2• 12' 1300 21' 2 3/4' 11' 3' -6' 6' -3' 3' -6' 2.1 16 1/8' 13' 1500 24' 3" 1' -0' 2' -8' 6'-3 4'-0' 2.3 16 3/16' 14' 1800 27" 3 1/4' 1' Y-5' 6' -3' 4'-6' 2.6 18 9/16' 14 1/2" 2100 30' 31/2' 1' 1' -10' 6'-3" 5' 2.9 18 1/2' 15' 2400 33 3 3/4' 1' -3 3' -6' 8' -3' 5' -6' 3.1 23 3/4' 17 1/2' 4100 36' 4• 1' -S 3' -1' 8' -3 6' -0' 3.4 24 5/16" 20' 4200 x Tolerance 1' Riprap to be placed on side slope when called for on plans. PRECAST BOTTOM SECTION 48" PRECAST RISER REINFORCED CONCRETE Bolts (See Sheet ME -1 END SECTIONS NOTE INSPECT ALL SEWERS AS TO ELEVATION, GRADIENT, ALIGNMENT JOINT BY INSPECTING ENGINEER PRIOR TO BACKFILL OVER PIPE 4* MIN. (BELOW THE BARREL AREAS NOT SUBJECT TO VEHICULAR TRAFFIC MAY BE BACKFILLED WITH CLEAN FILL MATERIAL FREE OF ANY ROCKS LARGER THAN 6 FROZEN SOIL WOOD OR OTHER EXTRANEOUS MATERIALS. NO SCALE NO SCALE MINIMUM WIDTH= 7/ 1.25 O.D. 12" i 1 ,44 r mil AV' 41: tt GRADE SSD CONNECTION 4" MIN. PRECAST CONC. BOX NO SCALE SEE STORM INFORMATION FOR CASTING AREAS SUBJECT TO VEHICULAR TRAFFIC BACKFILL WITH CLEAN GRANULAR MATERIAL PER REQUIREMENT OF INDIANA DEPARTMENT OF HIGHWAYS (MECHANICAL COMPACTION 0 95% PROCTOR DENSITY) 1/2 O.D. 3" MIN. (BELOW THE BELL) L- CLEAN LOW VOID SAND OR OTHER NON COMPRESSIBLE FINE LOW VOID MATERIAL APPROVED BY CITY ENGINEER "B" BORROW RIGID PIPE BEDDING DETAIL (STORM) NO SCALE CONCRETE PIPE AND CMP EJIW NEENAH TYPE USE A B 1022 -1 HD R- 1772 -A TYPE "A" INLET GRADED AREAS 30" 30" 1022 -3 HD R- 1772 -C TYPE "A" INLET TRAFFIC AREAS 30" 30" 7490 -M1 R- 3501 -N ROLL CURB LOW POINTS 30" 30" 7495 -LH -RH R- 3501 -TL -TR ROLL CURB FLOW LEFT OR RIGHT 30" 30" 6489 R -4342 DITCH GRATE SWALES 30" 30" GROUT BENCH NOTE: SHALL BE MODIFIED WITH 30 "X30" INSIDE DIMENSION AND A 4" FLAT TOP WITH A 4" DONUT. PRECAST TYPE 'E' INLET SEE STORM SEWER NETWORK TABLE FOR CASTING PRECAST CONC. BOX NOTE: 1. In accordance with Indiana State Highway Specifications 2. Minimum Concrete Compressive Strength 4000 P.S.I. 3. Precast adjusting sections available. PRECAST TYPE 'J' INLET SEE STORM SEWER NETWORK TABLE FOR CASTING PIP PRECAST TYPE 'M' INLET NOTE: 1. In accordance with Indiana State Highway Specifications 2. Minimum Concrete Compressive Strength 4000 P.S.I. 3. Precast adjusting sections available. NOTES: SIR DETAIL WITH 2' SUMP 1. SEE STORM SEWER PLAN PROFILES SHEETS TO CONFIRM PIPE LENGTHS AND STRUCTURE INFORMATION PRIOR TO FABRICATION. NO SCALE STORM STRUCTURE DATA 701 END SECTION 24" ST -3A 702* CATCH BASIN 5' ST -4* R -3472 703* CATCH BASIN 4' ST -4* R- 3286 -8V 704 INLET 24x36 ST -64 R- 1878 -B76 705 INLET 24x36 ST -64 R- 1878 -B76 706 INLET 24x36 ST -63 R- 1878 -B76 706A INLET 24x24 ST -63 R -3405 707* CATCH BASIN 4' ST -4* R- 3286 -8V 708 MANHOLE 4' ST -6 R- 3286 -8V 709 INLET 30x30 ST -37 R- 3286 -8V 710 INLET 30x30 ST -37 R- 4215 -C 711 MAHHOLE 4' ST -37 R -3472 712 INLET 30x30 ST -37 R- 3286 -8V 713 INLET 30x30 ST -37 R- 4215 -C r 1 OUTLET iv�� n O :l ?:.i is rt ".�,.:�'.i r.:.x�.i GREASE /OIL INTERCEPTOR PRECAST VAULT CASTING SCHEDULE EJIW NEENAH TYPE USE DIM 7490 -M1 R- 3501 -N CURB INLET LOW POINT 24" X 24" 7495 -LH -RH R-3501-TL-1R CURB INLET FLOW LEFT OR RIGHT 25" X 27" R -3405 INLET PARKING LOT 25" X 25" R -2501 GRATE PARKING LOT 24 "o 6489 R -4342 DITCH GRATE SWALES 24 "o REQUIRES FLAT TOP WITH 24 '0 OPENING NO SCALE SSD CONNECTION (4' MAX. DEPTH) TC TOP OF CASTING ELEVATION MODIFIED PRECAST TYPE 'A' INLET 0:11994194501111