Loading...
HomeMy WebLinkAbout06080010.13EARTHWORK SANITARY SEWER 1. SCOPE OF WORK A. Extent: The work required under this section consists of all excavating, filling, rough grading and related items necessary to complete the work indicated on the drawings and described in the specifications. The Contractor shall notify in writing the owners and the Engineer of any changes, errors, or omissions found on the plans or in the field, before work is started or resumed. 1. In general, the items of work to be performed under this section shall include: clearing and grubbing, removal of trees and stumps (where required), protection of trees to remain, stripping and storage of topsoil, fill compaction and rough grading of entire site. 2. Excavated material that is suitable may be used for fills. All unsuitable material shall be buried on site, or removed off site, and disposed by the contractor. At! surplus excavated material not required shall be stockpiled on site where designated by the Engineer. 3. Provide and place any special fill material from off the site as may be required. Fill obtained from off site shall be of kind and quality as specified and the source approved by the Owner. 4. The Contractor shall accept the site as he finds it and shall remove all trash, rubbish and debris from the site prior to starting excavation. B. Work not included: The following items of related work are specified and included in other sections of these specifications: 1. Excavation, grading and backfilling for utility lines 2. Storm drainage systems 3. Sanitary sewer systems 4. Streets and paving 5. Water supply system 2. BENCH MARKS Maintain carefully all bench marks, monuments and other reference points; if disturbed or destroyed, contractor shall contact engineer. 3. REMOVAL OF TREES A. Remove all trees and stumps from area to be occupied by road and surfaced areas. Removal of trees outside these areas shall only be clone as noted on drawings or approved by the Owner. B. All brush, stumps, wood and other refuse from the site shall be buried onsite or removed to disposal areas off of the site. Disposal by burning shall not be permitted unless proper permits are obtained (where applicable). The location of on site bury y pits shall be designated by the owner or the Engineer. 4. PROTECTION OF TREES A. General Protection: The Contractor shall be responsible for the protection of tops, trunks and roots of existing trees on the project site that are to remain. Existing trees subject to construction damage shall be boxed, fenced or otherwise protected before any work is started; do not stockpile within branch spread. Remove interfering branches without injury to trunks and cover scars with tree paint. 5. HANDLING OF TOPSOIL A. Remove all organic material from the areas to be occupied by buildings, roads, walks and parking areas. Pile and store topsoil at a location where it will not interfere with construction operations. Topsoil shall be reasonably free from subsoil, debris, weeds, grass, stones, ect. B. After completion of site grading and subsurface utility installation, top soil shall be replaced in areas designated on the erosion control plan for seeding and /or sodding. Any remaining top soil shall be used for finished grading around structures and landscaping areas. 6. DISPOSITION OF UTILITIES: A. Rules and regulations governing the respective utilities shall be observed in executing all work under this section. B. If active utilities are encountered but not shown on the drawings, the Engineer shall be advised before work is continued. C. Inactive and abandoned utilities encountered in excavating and grading operations shall be reported to the Engineer. They shall be removed, plugged or capped as directed by the Utility Company and the Engineer. 7. SITE GRADING: A. Grades: Contractor shall perform all cutting, filling, compacting of fills and rough grading required to bring entire project area to grade as shown on the drawings. B. Rough Grading: the tolerance for paved areas shall not exceed 0.04 feet plus or minus above the established subgrade. All other areas shall not exceed 0.10 feet plus or minus the established grade. All banks and other breaks in grade shall be rounded at top and bottom. Adjust subgrade elevations for topsoil thickness, for areas receiving topsoil and seed. C. Compaction Requirements 1. All building pad areas shall be compacted to standards specified by local and /or state building codes. Minimum compaction shall be 95 %%% Modified Proctor Density. 2. For compaction requirements of paved areas, see street specifications. 8. Earth Work Balance The Contractor shall confirm all earthwork quantities prior to start of construction. If an excess or shortage of earth is encountered, the Contractor shall confirm with the Owner and Engineer the requirements for stockpiling, removal or importing of earth. Minor adjustments to the grades may be required to balance earthwork when minor excess material or shortages are encountered. It is recognized by the parties hereto that the calculations of the Engineer in determining earthwork quantities shall be accomplished in accordance with the American Society of Civil Engineers Standards for such calculations. Further, that these calculations are subject to the interpretations of soil borings as the physical limits of the various soil types, also the allowable variation in finish grade and compaction permitted the contractor, and that all of these parameters may cause either an excess or shortage of actual earthwork materials to complete the project. If such an actual minor excess or shortage of materials occurs, the contractor shall contact the engineer to determine if adjustment can be made to correct the imbalance of earth. SYSTEMS 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 District and Indiana Department of Transportation shall apply for all work and materials. Pipe shall be installed in accordance with Section 715. 1 Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034 (S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket. The pipe shall be made of PVC plastic having a cell classification of 124548. 3. PVC sewer fittings shall conform to the requirements of ASTM D- 3034 -89 specification. Fittings in sizes through 8" shall be molded in one piece with elastomeric joints and minimum socket depths as specified in sections 6.2 and 7.3.2. Fittings 10" and larger shall be r, olded 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 crosssectionol area of 0.20 square inches and conform to ASTM F -477 specificaton. Fittings shall be manufactured by Harco or equal. 4. All sanitary manholes shall be precast concrete manholes in accordance with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent Seal or equivalent shall also be applied to all joints and between riser rings and castings. Manhole step spacing shall be no more than 16- inches. Manholes shall be air tested for leakage in accordance with ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test. A. Installation and operation of vacuum equipment and indicating devices must be in accordance with manufacturers 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 fiom 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, the Engineer will determine the applicable minimum elapsed time. D. If the manhole fails the test, necessary repairs must be made and the vacuum test and repairs must be repeated until the manhole passes the test. E. If manhole joint sealants are pulled out during the vacuum test, the manhole must be disassembled and the joint sealants replaced. F. Manholes will be subject to visual inspection with all visual leaks being repaired. 5. Butyl rubber coating shall be applied around each manhole joint from 6- inches above to 6- inches below each joint. The appropriate primer shall be applied prior to applying the rubber coating Inside joints to be filled with precoat plug material. 6. The manhole chimneys, including all riser rings shall oe sealed using Infi - Shield Uniband or approved equal. Prior to placement, the top 4- inches of the manhole cone and casting frame shall be cleaned and primed. The Uniband shall extend from 3- inches below the top of the cone section to 2- inches over the flange of the manhole casting frame. 7. The casting elevations are set by plan. However, the castings are to be adjusted in the field by the Engineers representative should a discrepancy occur between plan grade and existing grade. New manhole ring and cover shall be installed to establish grade. Maximum height of adjusting rings shall be 12- inches. 8. Backfill around all structures and all cuts under paved areas with granular material. Trenches opening within 5 -feet of paved roadways shall be backfilled with granular material in accordance with Section 211. Backfill under sidewalks shall be granular, unless the walks are constructed a minimum of 6 months after backfill has been in place. 9. The Contractor shall be responsible for verifying that all state highways, city, and county permits have been obtained by the developer prior to start of construction. 10. The Contractor shall be required to furnish the developer's Engineer with a set of prints, marked in red pencil, showing actual sewer location and invert, to include lateral location, depth and length. Such osbuilt 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. Deflecti -n 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. B crushed stone from 6- inches below the pipe to 12- inches above the pipe. Bedding for rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe to the spring line of the pipe and from this point to 12- inches above shall be fill sand or equivalent. Manholes shall be placed on no less than 6- inches of No. 8 crushed stone bedding. 16. Water and sewer line crossings and separations shall be in accordance with 327 IAC 3 -6 -9. 17. Trench shall be opened sufficiently ahead of p' ?e laying to reveal obstruction, and shall be properly protected and /or bamicoeed when left unattended. 18. No water shot! 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 'AC 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 C ,)ntractor 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 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 0.40% 10 -inch 0.28% 12 -inch 0.22% 15 -inch 0.15% 18 -inch 0.12% 23. The Contractor shall provide measurements of the slope of the sewer for each manhole section as construction progresses. Such measurements shall be certified by a Registered Land Surveyor or Engineer and be available on -site for observation by the District's Inspector. No more than three manhole sections can be constructed in advance of such measurements. 24. In the event the Contractor does not 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. CLAY TOWNSHIP REGIONAL WASTE DISTRICT SUMMARY OF LATERAL INSTALLATION REQUIREMENTS 1. All houses, buildings, etc., shall connect to the District ?s sanitary sewer system within 90 days of notice providing a sewer is within 300 feet for Hamilton County or 100 feet for Boone County of the property line. Only one building may connect to the sewer main per lateral unless otherwise approved by the District. 2. No foundation or other storm water drains shall be interconnected to the sewer lateral installed and connected to the District ?s sanitary sewer. 3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio, porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost ofali testing. The District inspector must be onsite for the duration of the air test. 4. The owner or contractor shall notify the District prior to covering the installed lateral so that the District can make an inspection to determine compliance with the District ?s sewer use ordinance. Such notification shall be made 24 hours prior to the need for the inspection. If the inspection fails and a second inspection is required, or contactor is not on site for scheduled inspection, or fails to cancel inspection, an additional fee of $100.00 will be due. This must be paid prior to the time of the follow up inspection. 5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private sewage disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public sewer, a septic tank shall be abandoned and filled with earthen material in a safe and sanitary manner. Please contact the appropriate County Board of Health for further information. 6. Acceptable Pipe Materials: PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE GASKETS ,JOINTS ASTM D 3212 GASKETS ASTM F -477 FITTINGS - SDR -26 DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS. CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND NO MORE THAN 100 FEET APART. 7. Bedding: Use Number 8 crushed stone or Number 8 fractured face aggregate Fill material is to be placed from 6 inches below to 6 inches above the pipe. The trench should be a minimum of 18 inches wide 8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR 21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District and the District ?s engineer prior to instal'ation. 9. Where a transition is made between SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical coupling shall be used. 10. Laterals shall terminate within 3 feet of the building unless the conditions in item #3 above are met. No glued pipe shall be installed outside of building foundation walls. 11. Additional information on District standards and specifications may be obtained from the District ?s office during business hours of 8 :00o.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at http://www.ctrwd.org/. Clay Township Regional Waste District 10701 North College Suite A. Indianapolis, Indiana 46280 Phone: 844 -9200 Fax: 844 -9203 12. Septic effluent shall not be pumped out into the sanitary sewer system. 13. The District shall inspect ALL laterals. Please call the District c t of fice at 844 -9200 24 hours prior to time of inspection. 14. Contractors shall lay 14 gauge -solid wire the entire length of the lateral. Wire is to be placed on top of the lateral. The District inspector will verify placement of the wire. After inspection, bedding is to be placed on top. 15. Call before you dig. IUPPS 1- 800 - 382 -5544, 48 hours prior to digging. Lateral- rev.01 - 13 -06cf SUMMARY OF REQUIREMENTS FOR CORE DRILLING MANHOLES 1. A current certificate of insurance is required to be on file prior to the work starting. 2. Before starting to dig check manhole for level. If questionable, plumb -bob manhole, notify General Contractor & CTRWD. 3. The manhole shall be properly supported during the core drilling process. 4. No coring, cutting, or drilling is permitted within six inches (6 ?) of a barrel joint. The hole edge shall be a minimum of six inches (6 ?) from any joint. 5. Any holes cut in the field shall be smoothly and cleanly drilled with a core - drillor in a manner acceptable to CTRWD. The hole shall be wiped clean. Boot shall meet ASTM C -923 specifications. Boot to be for ASTM 3034 - SDR -35 pipe. 6. Boot installation shall be flush top to bottom inside manhole. Inside Wedgeband shall be tightened to seventy -five (75) foot - pounds (torque). Retorque after fifteen (15) minutes. 7. Lube pipe with approved water dispersible lube at four (4) points very lightly (90- 180 - 270 -360 degrees). Insert twisting and pushing pipe to proper depth. Tighten the outside stainless steel clamp to sixty (60) foot - pounds torque. 8. For cored holes, penetrations and /or other opening through a manhole or other sanitary structure, a separation of greater than eighteen (18) inches between the outer edge of resilient connectors is desired. If a separation of less than eighteen (18) inches exists, then additional reinforcement will be required in the structure or the structure diameter shall be enlarged to provide the required separation. 9. Cored holes, penetrations and /or other opening through a manhole or other sanitary structure shall have a minimum separation of eight (8) inches from the outer edge of resilient connectors. TABLE 1 MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psig DROP FOR SIZE AND LENGTH OF PIPE INDICATED Pipe Diameter In. Minimum Time, min:s Length for Minimum Time, ft Time for Longer Length, S Specification Time for Length (L) Shown, mints 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 6 5:40 386 0.854 L 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:24 8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24 10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 15:49 17:48 12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38 16 14:10 158 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 45:34 56:58 68:22 79:46 9110 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 1 128:12 1 153:80 1 179:29 265:07 230:46 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. 2. Corrugated PE Pipe and Fittings: AASHTO M 294, Type S, with smooth waterway coupling joints. A. Silttight Couplings: PE sleeve with ASTM D 1056, Type 2, Class A Grade 2 gasket material that mates with pipe and fittings to form silttight joints. 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. C. SUBDRAINS 1. Perforated plastic pipe subdrains shall conform to ASTM F -405. 3. APPLICATION A. Permits and Codes - The contractor's bid on contractor's bid on the work covered herein shall be based upon the drawings and specifications and compliance 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. See also Earthwork Note 6.C. 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 pipeloying 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. Bockfilling - for a depth of at least 12 inches above the top of the pipe, backfill with earth or granular material free from large stones, rock fragments, roots or sod. Tamp this backfill thoroughly, taking care not to disturb the pipe. For the remaining trench depth, backfill with earth or granular material containing stones or rocks not larger than 4 inches. Backfill under and within 5' of walks, parking areas, driveways and street shall be granular material only - thoroughly compacted by approved methods. H. Manhole Inverts - Construct manhole flow channels of concrete sewer pipe or brick, smoothly finished and of semi - circular section conforming to the inside diameter of the connecting sewers. Make changes in size or grade gradually and changes in direction by true curves. Provide such channels for all connecting sewers at each manhole. I. Subdrains - All subdrains shall be of the size shown on the plans and shall be constructed to the grades 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. WATER SYSTEMS CITY OF CARMEL - WATER DISTRIBUTION DEPARTMENT SPECIFICATIONS 11/2 " - 2" OUTSIDE METER PIT SET REVISED 11/03 1. METER PIT COVER. 20x36 STD METER BOX COVER. FORD # MC - 36 - T 2. COPPER SETTERS FORD 11/2" - VE3B76- 18B -44 -66 2" - VB877 -1 BB -44 -77 MUELLER 11/2" -B -2423 18" MUELLER 2" -B -2423 18" 3. METER PIT 36 x 36" - FRATCO METER PITS. 36" - LENGTH OF N -12 OR EQUAL. 4. SERVICE LINE. ALL 11/2" AND 2" SERVICE LINES MUST BE COPPER. 5. BALL TYPE CURB STOP. MUST HAVE COMPRESSION TYPE FITTINGS ON BOTH ENDS AND BE SUPPORTED BY A CONCRETE BLOCK. Mueller- 25155 -3, Ford- 11/2" B44 -666 2" B44 - -777. 6. SERVICE BOX with SERVICE BOX ROD. DEPTH OF BURY WILL VARY. 7. CORPORATION STOP. CORPORATION STOP SHOULD BE TAPPED DIRECTLY TO THE WATER MAIN AT THE HORIZONAL POSITION 3 O'CLOCK. 11/2 " - 2" DUCTAL IRON or PLASTIC- repair clamp with Threaded 11/2" or 2 ". SMITH -BLAIR # 238 FULL CIRCLE REPAIR CLAMP SINGLE BAND NOTES 1. Sery ;ce lines require compression couplings only. 2. No meter pit shall be installed in a traffic area, driveway, or side walk. 3. There shall be no buried joints or couplings, except for the corporation stop on the 4. Main and the curb stop valve. 5. Care should be taken when establishing final grade. The meter pit cover is expected to be at grade. 6. Using bricks or blocks to raise the meter pit cover will not be accepted. 7. Any questions should be directed to the Carmel Water Distribution Department at 571 -2648. 6" Fire Service Specifications: CITY OF CARMEL UTILITY PIPE INSTALLATION All work shall be in the best practices of the water utility industry and the American Water Works Association, and in accordance with all applicable Federal, State, and local codes and regulations. Furthermore: 1) Any damage done to the City of Carmel Utility ?s system by the Contractor /Developer or his affiliates shall immediately be repaired, to the satisfaction and direction of the City of Carmel Utility by the Contractor /Developer at his own expense. 2) Should the Contractor /Developer propose to depart from the specifications contained herein, he shall submit samples and /or specifications of such alternatives to the City of Carmel Utility before proceeding. 3) No work shall be performed under conditions which in the opinion of the City of Carmel Utilities would adversely affect the quality of the finished job. 4) The Contractor /Developer shall conduct his work so as not to interfere with the present operation of the existing City of Carmel Utility ?s water /sanitary sewer system. If any work interference is encountered between the City of Carmel Utility and the Contractor /Developer, the City of Carmel Utility will receive priority in scheduling. City of Carmel Water Utility Approved List of Construction Materials 1. Water Main: Shall be Ductile Iron Pressure Class 350, 2. Reflective Warning Tape: Shall be installed 18in above pipe. 3. Tracing Wire (10 or 12 gage): To be installed with all water mains. There must be access to the tracer wire at each valve box, with enough wire in tl.e valve box to insure the proper connection to the locating machine. 4. Fire Hydrants: Shall be Mueller or American Darling (Safety Yellow, M.A.B. # 0433291, Sherwin Williams # F75YP2) 5. Valves: Shall be resilient seat gate valve, Mueller, American, and Dezurik. Butterfly valves shall be used for sizes over 12in. 6. Fittings: Shall be Union, Tyler Revised 5/19/05 7. Mechanical Joints: Shall be made with Megalugs. 8. Valve Boxes: Shall be Union, Tyler 9. Post Caps or Boxloks: Shall be installed, with each valve. 10. Curb Boxes: Shall be Union, Tyler 11. Tapping Sleeves: Shall be Smith Blair or Romac. 12. Repair Clamps: Shall be full circle stainless steel with ductile lugs. Smith Blair 226, Ford F -1, Mueller equal. 13. Tapped Repair Clamps: (For ?,1 in, 11/2 in, and 2in taps on PVC, 11/21n and 2in on Ductile Iron and service repairs) shall be 12in long, full circle stainless steel with ductile lugs and tapered threads. Smith Blair, Ford, Mueller. 14. Sample Stations: Shall be installed at the utilities request. (GIL Industries model # EH101). 15. Service Lines: 3/41n, tin, 11/2in, 21n, Shall be K ? Copper. 16. Brass: Compression Fittings. (See Meter Pit Specs. For Make and Model #) 17. Joist Restrains: Shall be Field Lock Gaskets or Mechanical Bell Joint Restraints. 18. HDPE Sleeves: Shall be used for services that cross major city streets. 19. Additional Kickers: Shall be solid block and brick. No poured concrete. z 0 cn w ��GISTE,Q�o%� * N0. *' PE19500260 STATE OF DI ANA G�\� DATE: 0� THIS DRAWING AND TH 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) lc4lb Schneider THE SCHNEIDER CORPORATION Historic Fort Harrision 8901 Otis Avenue Indianapolis, IN 46216 -1037 Telephone: 317.826.7100 Fax: 317.826.7200 www.schneidercorp.com Architecture Civil Engineering Environmental Engineering Geotechnical Services GIS *LIS Home Builder Services Interior Design Land Surveying Landscape Architecture Transportation Engineering DATE: PROJECT NO.: 7/20 /06 6096.001 DRAWN BY: cat M 0 RJS ALF o d- GENERAL SPECIFICATIONS DRAWING FILES: : \6k \6096 \001 \dwgs \C901.dwg REF: 5: \6k \6096 \001 \dwgs \Titlet.dwg Z aZ (CIS75)(an Q Z a cvz w � �I W a O Ew1 E-T W W T 1 � �J E W '--• Z Z Z N r� w x E' O � O Z W Z Z DATE: PROJECT NO.: 7/20 /06 6096.001 DRAWN BY: CHECKED BY: RJS ALF SHEET TITLE: GENERAL SPECIFICATIONS DRAWING FILES: : \6k \6096 \001 \dwgs \C901.dwg REF: 5: \6k \6096 \001 \dwgs \Titlet.dwg SHEET NO.: (CIS75)(an