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HomeMy WebLinkAbout05030006.5013. All mandrel testing shall be observed by a professional engineer representative for certification and a representative of the District. 14. The ends of laterals ore 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 3271AC 3 -6 -9. Sec. 9. (a) 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 and proposed water mains, unless the sanitary sewers and 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. (b) A shorter separation distance than that specified in subsection (a) is allowed if the following is conducted within the separation distances specified in subsection (a): (1) The sanitary sewers meet all water main pressure testing requirements as described in 327 IAC 8- 3.2- 17(a). (2) The sanitary sewer shall be constructed of materials in conformance with one (1) of the following: (A) 327 IAC 8- 3.2 -8. (B) Section 8(o)(1) of this rule. (C) ASTM D2241 -96b, Standard Specification for Poly Vinyl Chloride (PVC) Pressure -Rated Pipe, and having a SDR (standard dimension ration) of 21. (3)The sanitary sewers and water mains are no in contact. (4)Any sanitary sewer joints are compression type joints that are placed equidistantly from the water main. (5) The sanitary sewer and water main are laid on separate trench shelves. (c) No sanitary sewer manhole shall be within eight (8) feet of a water main as measured from the outside edge of the sanitary sewer manhole to the outside edge of the water main. 17. Trench >hall 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 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 is. Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -incr, 0.15% 18 -inch 0.12% 23. Tie '-ontractor shall provide measurements of the slope of the sewer for eec^ nonhole section as construction progresses. Such measurements shau be certified by a Registered Land Surveyor or Engineer and be avoi,ob e on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24 the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to Tee' such minimum slopes. 25. _:'orals are to be traced with a minimum size of 14 gauge wire from the w t to the terminus. The contractor for the building or home will extent the wire from this terminus to the building cleanout adjacent to the buildir.- TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Minimum Length for Diameter 7me, i Minimum In. min: s Time, ft 8. Earth Work Balance EARTHWORK The Contractor shall confirm all earthwork quantities DRAWN BY: prior to start of construction. If an excess or 100 ft shortage of earth is encountered, the Contractor shall 1. SCOPE OF WORK confirm with the Owner and Engineer the requirements 300 ft for stockpiling, removal or importing of earth. A. Extent: The work required under this section consists of all excavating, filling, rough grading Minor adjustments to the grades may be required to and related items necessary to complete the work earthwork balances when minor excess material or indicated on the drawings and described in the shortages are encountered. It is recognized by the specifications. The Contractor shall notify in parties hereto that the calculations of the Engineer writing the owners and the Engineer of any changes, in determining earthwork quantities shall be ac- errors, or omissions found on the plans or in complished in accordance with the American Society of Civil Engineers Standards for such calculations. the field, before work is started or resumed. Further, that these calculations are subject to the 5:40 interpretations of soil borings as the physical limits 1. In general, the items of work to be of the various soil types, also the allowable variation performed under this section shall include: in finish grade and compaction permitted the contractor, clearing and grubbing, removal of trees and and that all of these parameters may cause either an stumps (where required), protection of trees excess or shortage of actual earthwork materials to to remain, stripping and storage of topsoil, complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall fill compaction and rough grading of entire contact the engineer to determine if adjustment can be site. made to correct the imbalance of earth. 2. Excavated material that is suitable may be 11:24 used for fills. All unsuitable material and 2.374 L all surplus excavated material not required 9: 28 shall be removed from the °;ite. The 9:63 location of dump and length of haul shall be 13:51 the Contractor's responsibility. TYPICAL SANITARY SEWER SPECIFICATIONS 12 20 199 TO BE USED FOR PRIVATE SEWER DEVELOPMENT 3. Provide and place any additional fill WITHIN material from off the site as may be CLAY TOWNSHIP REGIONAL WASTE DISTRICT necessary to produce the grades required. 19:58 Fill obtained from off site shall be of kind REVISED MAY, 2002 and quality as specified for fills herein 5.342 L and the source approved by the Owner. 14:10 17: 48 1. Standard specifications 327 IAC 3 shall apply for all work and materials. 4. The Contractor shall accept the site as he Inspection service shall be provided by Clay Regional Waste District. finds it and shall remove all trash, rubbish The following specifications and construction plan details denote requirements and debris from the site prior to starting for materials and installation methods per 327 IAC 3. excavation. 19:13 25:38 2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 B. Work not included: The following items of (S.D.R. 35) and ASTM 2321. PVC pipe shall have a grooved bell and related work are specified and included in other gasket. The pipe shall be made of PVC plastic having a cell classification sections of these specifications: of 12454B. 1. Excavation, grading and backfilling for 3. PVC sewer fittings shall conform to the requirements of ASTM utility lines D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in 52:21 one piece with elastomeric joints and minimum socket depths as specified 2. Storm drainage systems in sections 6.2 and 7.3.2. Fittings 10" and larger shall be molded or 3. Sanitary sewer systems fabricated in accordance with section 7.11 with manufacturers standard pipe 22:47 bells and gaskets. Wall thickness of fittings shall be SDR 26 as defined in 4. Streets and paving section 7.4.1 of specifications. Gaskets for elastomeric joints shall be 68:22 molded with a minimum cross - sectional area of 0.20 square inches and 5. Water supply system conform to ASTM F -477 specification. 27 25:30 88 4. All sanitary manholes shall be "precast concrete" manholes in 2. BENCH MARKS accordance with ASTM C -478 and Section 720. 0 -rings shall conform to Maintain carefully all bench marks, monuments and other C -443. Kent Seal or equivalent shall also be applied to all joints and reference points; if disturbed or destroyed, contractor between riser rings and castings. Manhole step spacing shall be no more 115:22 than 16- inches. Manholes shall be air tested for leakage in accordance shall contact engineer. with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes 3. REMOVAL OF TREES by the Negative Air Pressure (Vacuum) Test. A. Remove all trees and stumps from area to be A Installation and operation of vacuum equipment and indicating devices occupied by road and surfaced areas. Removal of must be in accordance with manufacturer's recommendations and trees outside these areas shall only be done as performance specifications which have been provided by the manufacturer noted on drawings or approved by the Owner. and accepted by the Engineer. The vacuum equipment must be capable of 72 testing the entire manhole, including the casting and riser rings. B. All brush, stumps, wood and other refuse from the 64:38 trees shall be buried onsite or removed to disposal areas B. With the vacuum tester set in place: off of the site. Disposal by burning shall not be permitted unless proper permits are obtained 1. Connect the vacuum pump to the outlet port with the valve open. (where applicable). The location of on site bury 2. Draw a vacuum of ten (10) inches of Hg. and close the valve. pits shall be designated by the owner or the 86 Engineer. 61:17 4. PROTECTION OF TREES C. Accepted standards for leakage will be established from the elapsed A. General Protection: The Contractor shall be time for a negative pressure change from ten (10) inches to nine (9) responsible for the protection of tops, trunks inches of mercury. The maximum allowable leakage rate for a four (4) and roots of existing trees on the project site foot diameter manhole nust be in accordance with the following: that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; Minimum Elapsed Tirre for a do not stockpile within branch spread. Remove Manhole Depth Pressure Change of 1 Inch Hg interfering branches without injury to trunks and cover scars with tree paint. 10 feet or less 60 seconds >10 feet but <15 feel 75 seconds 5. HANDLING OF TOPSOIL >15 feet but <25 feet 90 seconds A. Remove all organic material from the areas to be For manholes five (5) feet in diameter, add an additional fifteen (15) occupied by buildings, roads, walks and parking seconds and for manholes six (6) feet in diameter, add an additional thirty areas. Pile and store topsoil at a location (30) seconds to the time requirements for four (4) foot diameter where it will not interfere with construction manholes. For all manholes deeper than twenty -five (25) feet. Engineer operations. Topsoil shall be reasonably free will determine the applicable minimum elapsed time. from subsoil, debris, weeds, grass, stones, ect. D. If the manhole fails the test, necessary repairs must be made and B. After completion of site grading and subsurface the vacuum test and repairs must be repeated until the manhole utility installation, top soil shall be replaced passes the test. in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top E. If manhole joint sealants are pulled out during the vacuum test, the soil shall be used for finished grading around manhole must be disassembled and the joint sealants replaced. structures and landscaping areas. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 6. DISPOSITION OF UTILITIES: 5. Butyl rubber coating shall be applied around each manhole joint from A. Rules and regulations governing the respective 6- inches above to 6- inches below each joint. The appropriate primer shall utilities shall be observed in executing all work be applied prior to applying the rubber coating. Inside joints to be filled under this section. with precoot plug material. B. If active utilities are encountered but not shown 6. The manhole chimney's including all riser rings shall be sealed using on the drawings, the Engineer shall be advised Infi - Shield "Uniband" or approved equal. Prior to placement, the top before work is continued. 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 C. Inactive and abandoned utilities encountered in cone section to 2- inches over the flange of the manhole casting frame. excavating and grading operations shall be reported to the Engineer. They shall be removed, 7. The casting elevations are set by plan. However, the castings are to be plugged or capped as directed by the Utility adjusted in the field by the Engineers representative, should a discrepancy Company and the Engineer. occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings D. It shall be the responsibility of each contractor shall be 12- inches. to verify all existing utilties and conditions pertaining to his phase of the work. It shall 8. Backfill around all structures and all cuts under paved areas with also be the contractors responsibility to contact granular material. Trenches opening within 5 -feet of paved roadways shall the owners of the various utilities before work f material in accordance with Section 211. Backfill be backlled with is started. granular under sidewalks shall be granular, unless the walks are constructed a minimum of 6 months after backfill has been in place. 7. SITE GRADING: 9. The Contractor shall be responsible for verifying that all state highways, A. Grades: Contractor shall perform all cutting, city, and county permits have been obtained by the developer prior to start filling, compacting of fills and rough grading of construction. required to bring entire project area to grade as shown on the drawings. 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 B. Rough Grading: the tolerance for paved areas and invert, to include lateral location, depth and length. Such "as bult" shall not exceed 0.04 feet plus or minus above prints must be received by the Engineer before the final contract payment the established subgrade. All other areas shall can be authorized. The sanitary sewer laterals and stubs termination shall not exceed 0.10 feet plus or minus the be indicated on the surface with a metal fence post set immediately above established grade. All banks and other breaks in the said termination point. grade shall be rounded at top and bottom. 11. All sanitary sewer lines upon completion will be required to pass a low C. Compaction Requirements: pressure air test. Said test shall be conducted according to ASTM 1417 -92, and shall be witnessed by an Engineer and a representative of 1. All building pad areas (engineered fill areas) the District. The testing shall be in accordance with Table 1. Add 0.5 shall be compacted to standards specified psig for each foot of water above the sewer line being tested. by local and /or state building codes. All fill areas (pad or engineered) shall be 12. Deflection tests shall be performed on all flexible' pipe after the final compacted to at least 95 percent of the backfill has been in place at least 30 days. No pipe shall exceed a vertical maximum dry density (ASTM D- 1557). deflection of 5% deflection test results. ( *The following are considered fill should exhibit a maximum dry density non - flexible pipes: concrete pipe, ductile iron pipe, and cast iron pipe). of at least 105 pcf, and have a liquid The deflection test shall be performed with a nine -point mandrel. Proving limit less than 50 and plasticity index of rings shall be available. Deflection test shall also be performed using a less than 25. sandy fill must have less mandrel that is 95% of the diameter of the inside of the pipe, and that than 15% fines passing a #s 00 sieve. the mandrel be pulled by hand. 2. For compaction requirements of paved areas, see street specifications. 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 ore 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 3271AC 3 -6 -9. Sec. 9. (a) 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 and proposed water mains, unless the sanitary sewers and 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. (b) A shorter separation distance than that specified in subsection (a) is allowed if the following is conducted within the separation distances specified in subsection (a): (1) The sanitary sewers meet all water main pressure testing requirements as described in 327 IAC 8- 3.2- 17(a). (2) The sanitary sewer shall be constructed of materials in conformance with one (1) of the following: (A) 327 IAC 8- 3.2 -8. (B) Section 8(o)(1) of this rule. (C) ASTM D2241 -96b, Standard Specification for Poly Vinyl Chloride (PVC) Pressure -Rated Pipe, and having a SDR (standard dimension ration) of 21. (3)The sanitary sewers and water mains are no in contact. (4)Any sanitary sewer joints are compression type joints that are placed equidistantly from the water main. (5) The sanitary sewer and water main are laid on separate trench shelves. (c) No sanitary sewer manhole shall be within eight (8) feet of a water main as measured from the outside edge of the sanitary sewer manhole to the outside edge of the water main. 17. Trench >hall 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 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 is. Size of Pipe Minimum Constructed Slope 8 -inch 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -incr, 0.15% 18 -inch 0.12% 23. Tie '-ontractor shall provide measurements of the slope of the sewer for eec^ nonhole section as construction progresses. Such measurements shau be certified by a Registered Land Surveyor or Engineer and be avoi,ob e on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24 the event the Contractor does not meet the minimum slopes, the sewer section and any other affected sewer sections shall be reconstructed to Tee' such minimum slopes. 25. _:'orals are to be traced with a minimum size of 14 gauge wire from the w t to the terminus. The contractor for the building or home will extent the wire from this terminus to the building cleanout adjacent to the buildir.- TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Minimum Length for Diameter 7me, i Minimum In. min: s Time, ft Time for Longer Length, S Specification Time for Length (L) Shown, min: s cure all concrete by one of the methods describe DRAWN BY: in Section 501.17 of th,� Indiana Department of 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46 5:40 386 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 0 8:26 239 2.374 L 9:28 9: 28 1 9:28 9:63 11:52 13:51 15:49 17: 48 12 20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38 16 '4:10 158 5.342 L 14:10 14:10 17: 48 22:15 26:42 31:09 35:36 40:04 18 17:00 133 7.682 L 17:00 19:13 25:38 32:03 38:27 44:52 51:16 57:41 21 19:50 114 10.470 L 18:60 26:10 34:54 43:37 52:21 61:00 69:48 78:31 24 22:40 89 13.674 L 22:47 34:11 1 45:34 56:58 68:22 79:46 91:10 102:33 27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48 30 28:20 80 21.388 L 35:37 53:26 71:13 89:02 108:50 124:38 142:25 160:15 33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129:18 150:43 172:21 193:53 38 34:00 86 30.788 L 61:17 76:55 102:12 128:12 1 153:80 179:29 205:07 230:46 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 1. Reinforced concrete sewer pipe shall confirm to ASTM C -76 latest revision, with joints conforming to ASTM C -443 latest revision. When storm pipe is submerged B. 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. C. SUBDRAINS 1. Perforated plastic pipe subdrains shall conform to ASTM F -405, 3. APPLICATION A. Permits and Codes - The intent of this section of the specifications is that the contractor's bid on the work covered herein shall be based upon the drawings and specifications but 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 herein 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 sufficient 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 trenches 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 special support, in addition to those shown or specified, shall be provided as the Engineer may direct, and the contract will be adjusted. G. Backfilling - Bedding, haunching, and initial backfill for all RCP installations shall be B- Borrow for structure backfill meeting the material requirements of the INDOT. Bedding shall be placed in the trench bottom such that after the pipe is instailed to grade and line, there remains a 4 -inch minimum depth of material below the pipe barrel and a minimum of 3 -inch below the bell. For pipe sizes 66- inches and larger, the minimum depth of material below the pipe barrel shall be 6- inches. Bedding, haunching and initial backfill shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Haunching shall extend to the springline of the pipe. The limit of initial backfill shall be 6- inches above the springline. Minimum trench width shall be the outside diameter of the pipe plus 18- inches. Final backfill for all RCP installations under and within 5 -feet of pavement shall be B- Borrow for structure backfill meeting the material requirements of the indot and shall be compacted in 6 -inch maximum lifts to not less than 95% Standard Proctor Density for the entire depth of the material placed. The backfill for the top 6- inches of the excavation below the start of the aggregate subbase of the pavement shall be No. 53 stone meeting the material requirements of the INDOT and shall be compacted to not less than 95% Standard Proctor Density. Final backfill for all RCP installations greater than 5 -feet of pavement shall be clean fill material free of rocks larger than 4- inches in diameter, frozen lumps of soil, wood or other extraneous material, compacted in 12 -inch maximum lifts to not less than 90% Standard Proctor Density for the entire depth of the excavation. 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 plans 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. K. Contractor to grout joints inside storm structures where pipes enter or exit and between structure and casting. STREETS H. Curing Concrete - Except as otherwise specified, cure all concrete by one of the methods describe DRAWN BY: in Section 501.17 of th,� Indiana Department of DCC Transportation Specifications, latest revision. 1. SCOPE OF WORK SPECIFICATIONS DRAWING FILES: I. Bituminous Pavement - Hot asphalt concrete The work required under this section includes all pavement shall be as specified in Section 403 concrete and bituminous paving and related items and must comply with Section 401.05 of necessary to complete the work indicated on drawings the Indiana Department of Transportation and described in the specifications, including but not Specifications latest revisions. Paving will not limited to: be permitted during unfavorable weather or when the temperature is 40 degrees F. and falling. All streets, parking areas in contract limits Curbs and gutters J. Compacted Aggregate Subbase - the thickness sh Sidewalks and concrete slabs, exterior steps on the drawings is the minimum thickness of the fully compacted subbase. Compaction shall be 2. MATERIALS accomplished by rolling with a smooth wheeled roller weighing 8 to 10 tons. Compact to 90% A. Concrete - Concrete shall be ready -mixed concrete compaction using Standard Testing Procedures. and shall be a mix of proportioned fine and Along curbs, headers and walls and at all placed coarse aggregates with Portland cement and water. not accessible to the roller, the aggregate Minimum cement content shall be 6 bags per cubic material shall be tamped with mechanical tamper; yard of concrete and maximum water content shall or with approved hand tampers. 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 LZ ASTM 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 r_____4 be allowed. Concrete shall be composed of: 1. Portland cement - Conforming to ASTM C -150, 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, alkalies, 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 tha"- premoulded joint 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 #4 35 -60 #8 25 -50 #30 12 -30 #200 5 -10 3. 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. Compaction of Subgrade - The first 6 inches below the subgrade shall be compacted to at least 100% of the maximum dry density as determined by the provisions of AASHO T -99. Water shall be prevented from standing on the compacted subgrade. D. Utility Structures - Check for correct elevation of all manhole covers, valve boxes and similar structures located within areas to be paved, and make, or have made, any necessary adjustments in such structures. E. Placing Concrete 1. Subgrade - Place concrete only on a moist, 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 702.10 of the Indiana Department of Transportation Specifications latest revision shall be followed. F. Concrete Curb 1. Expansion Joints - Shall be 1/2 inch thick premoulded between storm structures & curb. 2. Contraction /Control Joints - Unless otherwise provided, contraction joints shall be sawed or scored joints spaced 10 feet on center, except for intersection radii where joints shall be placed 5' o.c. 3. Finish - Tamp and screed concrete as soon as placed, and fill any honey combed places. Finish square corners to 1/4" radius and other corners to radii shown. G. 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 joints. cri z 0 w \X \\ \ \ \\ 11111 I I I I I I I I I I/ Z// N T. No. 10000075 ?0 STATE OF NAL.O %Oil I III ►11"` DATE: 3/1/05 THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF THE SCHNEIDER CORPORATION, AND ARE NOT TO BE USED OR REPRODUCED, IN WHOLE OR IN PART, WITHOUT THE WRITTEN CONSENT OF THE SCHNEIDER CORPORATION. © COPYRIGHTED BY THE SCHNEIDER CORP. (2005) Schneider THE SCHNEIDER CORPORATION 12821 E. New Market Street Suite 100 Carmel, IN 46032 Telephone: 317.569.8112 Fax: 317.826.6410 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services CIS * LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT PRDJ1238.6001 DRAWN BY: CHECKED BY: DCC O SPECIFICATIONS DRAWING FILES: N:\1238\6001\DWGS\C90l.DWG SHEET NO.: (C 93a H � O w x d LZ W r- 4 (� r_____4 DATE: PROJECT PRDJ1238.6001 DRAWN BY: CHECKED BY: DCC SHEET TITLE: SPECIFICATIONS DRAWING FILES: N:\1238\6001\DWGS\C90l.DWG SHEET NO.: (C 93a