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HomeMy WebLinkAbout17 - Design Report - Parking Lot E Expansion - Sewer CITY OF BOZEMAN ENGINEERING SUBMITTAL REPORT For PARKING LOT E EXPANSION BOZEMAN HEALTH APRIL 2017 - KLIProject No. 11415004 �% , SANITARY , SEWER MAIN DESIGN REPORT Gabel Road PO K LI PO Box 80303 Billings,MT 59108-0303 4o6 z45 5499 kljeng.com << Bozeman Health, Parking Lot E Expansion Sewer Main Design Report This report includes all necessary design information for the Bozeman Health - Parking Lot E Expansion project located in Bozeman, MT. The information is intended to illustrate compliance with capacity requirements specified in DEQ Circular 2, Section 20.2 and Section 32. Items to be addressed per MT DEQ Circular 2 Chapter 10 Section 11 11-11 19 (as referenced by Section 32): 11.11 Problem Defined: As part of the Bozeman Health Parking Lot E. Expansion, a sewer main will be extended to serve future development of the hospital property. Though there is no current demand projections for the sewer, it is proposed to be extended during the parking lot expansion to prevent the new pavement from being dug up when the sewer is required. The following items are proposed to complete the sewer main extension: • Approximately 1,105 feet of new PVC sanitary sewer main. o Sewer main to include all necessary manholes. o See construction documents for exact location of proposed sewer main. 11. 12 Design Conditions The sewer main extension is proposed to serve a future development. The current future development plans for the site include a 30 bed hospital wing employing 25 people. Based on DEQ4, Table 3.1-1 Typical Wastewater Flows from Commercial, Industrial, and Other Nonresidential sources, medical hospitals have an average flow of 165 gallons per day (gpd) per bed plus 10 gpd per employee. Using this demand, it is estimated that the future buildout will result in an average day demand of 5,200 gpd. • (30 beds)x(165gpd per bed) =4,950 gpd • (25people)x(10gpd perperson)=250gpd Also, according to the City of Bozeman Design Standards and Specifications Policy, an infiltration rate of 150 gallons/acre/day must be accounted for in the design of new sanitary sewer main. As the site is approximately 2.0 acres, an additional 300 gpd was added to the demand above resulting in a total of 5,500 gpd (3.8 gpm). ,(<KLJ Using Section 11.243.b, the peak hourly demand is approximately 16.5 gpm. This equation assumes a worst case, full population of 30 people due to all the beds being full and all 25 employees present. • (3.8gpm)x[(18+.03.5)/(4+.03.5)J=16.5gpm Comparing the peak hourly flow to the maximum flow through an 8-inch sewer main has been utilized to determine if the pipe will have enough capacity for design demand. In order to compare the two, Manning's Equation was utilized. The following components were assumed/calculated to determine the maximum flow: Q = A(n kn\RZ/sS1/2 • /II • A =.28 ftz o A = TCr2 — (o-sin B)r z z ■ D = .67 f t D ■ r = Z = .33ft ■ y = .75D = .5ft ■ h = 2r- y = .17ft ■ 0 = 2 cos-1(r—h) = 2.09 radians r • k„ =1.486(English units) • n=0.010(Manning Coefficient of Roughness for PVC) • R=0.20ft A o R = - P o P = 21Tr —r0 =1.39ft • S=0.004 ft/ft o Based on minimum slope for 8-inch sewer main found in DEQ 2,Section 33.41 • Q=(28 ftz) (1.486/0.010) (0.2 ft)z/3(0.004)11Z=.9 ft3/s=403.9 gpm At 403.9 gpm, the proposed 8-inch sewer main has more than enough capacity for the design peak hourly demand of 16.5 gpm. 11.13 Impact on Existing Wastewater Facilities There is no additional demand associated with the completion of the sewer main extension at this time. However, once future development of the site is completed, it is estimated that the existing wastewater facility will see a maximum increase of approximately 5,500 gpd. Page 2 of 4 ,(<KLJ 11.14 Project Description The Bozeman Health - Parking Lot E Expansion project is the result of the continually growing Bozeman Health Campus and the need for additional parking spaces to accommodate such growth. As part of this project, it is proposed to extend the existing sewer main to account for future planned buildout. By extending the sewer main during the current project, it will prevent the new parking lot from being torn up to install sewer main in the near future. 11.15 Drawings Construction drawings, including project location and alignment, are included as part of the design. The drawings can be found in the construction drawings section of this submittal package. 11.16 Design Criteria Design criteria is in accordance with Montana DEQ Circular 2 - Design Standards for Public Sewage Systems, Circular 4 - Montana Standards for Subsurface Wastewater Treatment Systems, and City of Bozeman Design Standards and Specifications Policy. Specifications reference the 6th Edition of Montana Public Works Standard Specifications (MPWSS) and the City of Bozeman Standard Modifications, 2011 Edition. 11.17 Site Information a. Soils The surrounding soils are loams and silty loams. No soils investigation was completed for this project. However, a USDA Soils Report can be found attached at the end of this report. b. Groundwater According to the attached USDA Soil Report, groundwater depth is greater than 80- inches at this location. This value is based on soil characteristics present at the project location. No soils investigation has been performed to confirm this conclusion. Page 3 of 4 <<KLJ c. Floodplain The project location is not located in a known floodplain, therefore, there are no floodplain considerations. 11.18 Alternative Selection/Analysis The intent of this project is to add additional parking spaces for the Bozeman Health Campus as well as install sewer main for future development. There are no alternate plans. 11.19 Environmental Impacts The project is located on an existing developed site with a portion extending onto adjacent, undeveloped land. The undeveloped land is zoned for future development. A stormwater pollution prevention plan (SWPPP) will be prepared for this site to aid in mitigating the tracking of soils and other debris onto surrounding properties and roadways. There are no adverse environmental impacts anticipated with this project. Page 4 of 4 CITY OF BOZEMAN - PLANNING APPROVAL Planning October 3,2016 John How A1CP KLJ Engineering 1982 Stadium Drive Suite 3 Bozeman,MT 59715 RE: Bozeman Health Parking Lot E Expansion Site Plan Application 16249 Approval Dear John, On October 3, 2016,the Director of Community Development approved the Bozeman Health Parking Lot Site Plan Application project located at 915 Highland Boulevard. The decision on the application was based on the fact that,with conditions and code provisions, the proposal complies with the requirements of Chapter 38 of the Bozeman Municipal Code,will not be detrimental to the health, safety, or welfare of the community, and is in harmony with the purpose and intent of the Bozeman Community Plan. As the applicant,you must comply with all provisions of the Bozeman Municipal Code,which are applicable to this project. All unmet code provisions, or code provisions that are not specifically listed as conditions of approval, does not,in any way, create a waiver or other relaxation of the lawful requirements of the Bozeman Municipal Code or state law. Please be informed that ANY changes from the final plan will need to be reviewed by the Department of Community Development. This Director of Community Development project decision may be appealed filing a notice of appeal with the Cleric of the Commission for the City of Bozeman,within ten working days after the date of approval as evidenced by the Director's signature, by following the procedures of Section 38.35.030, BMC. Please note that this decision is also subject to appeal by other aggrieved parties as defined by Sec. 38.42.080 of the Bozeman Municipal Code. Such appeals must be filed pursuant to the provisions of Sec. 38.35.030 of the Bozeman Municipal Code. An appeal must be filed within 10 working days following the date of this decision. If a valid appeal is filed,no further action on the project may proceed until a decision on the appeal is made by the City Commission,and the Community Development Department and Building Division will not be able to approve any building permits or to perform any inspections related to this COA. 'DD: 406-582-2301 THE MOST LIVABLE PLACE. M Planning If you have any more questions, or if the Department of Community Development can be of further assistance, please do not hesitate to contact me at 406-582-2285. Sincerely, Mitch L.WerBe Planner Enc. Staff Report C: Cheryl Ridgely, Bozeman Health, 915 Highland Boulevard, Bozeman, MT 59715 City of Bozeman Building Division file P.O. Box 1230 TDD: 406-582-2301 THE MOST LIVABLE PLACE. TECHNICAL SPECIFICATIONS SPECIAL PROVISIONS Any contract documents for which the City of Bozeman acts as the contracting agent,(i.e.,signatory to the contract), shall include the following additions or changes to the Montana Public Works Standard Specifications. 1. GENERAL All work shall be performed in accordance with applicable sections of"the Montana Public Works Standard Specifications,Fourth Edition(MPWSS-6th),published April,2010,including all addenda, which by this reference are hereby included as part of this specification as modified herein by the City of Bozeman. All correspondence and official authorization concerning the work shall be with the City Engineer or his designated representatives as identified at the preconstruction meeting. Any changes in the work or schedule not authorized by the above shall be deemed as unauthorized and shall be done at Contractor's risk at no cost to the Owner. All damages,reparations, and costs thus incurred during the progress of such unauthorized work shall be borne exclusively by the Contractor. 2. AWARD OF CONTRACT The award of the contract, if awarded,will be made within the period specified in the Invitation to Bid to the lowest responsible Bidder whose bid complies with all the requirements prescribed herein. The successful Bidder will be notified by letter,mailed to the address shown on the bid,that his bid has been accepted and that he has been awarded a contract. The bid schedules may be awarded as a single total combined contract,may be awarded singly as separate contracts,or in any combination of schedules which result in the lowest project cost to the Owner. 3. TIME OF COMMENCEMENT AND COMPLETION DATE The beginning of the contract time shall be stated in a written NOTICE TO PROCEED written by the City Engineer to the Contractor. In establishing the date when contract time begins,the Engineer will consider that the contract time begins following delivery of the NOTICE TO PROCEED. The contract time will expire automatically the number of calendar days stated as contract time,except as the contract time may be extended by change order. A Notice to Proceed may be given at any time within thirty days after the Effective Date of the Agreement. In no event will the Contract Time commence to run later than the seventy-fifth day after the day of Bid opening or the thirtieth day after the Effective Date of the Agreement, whichever date is earlier. 4. LIQUIDATED DAMAGES Subject to the provisions of the contract documents, the Owner shall be entitled to liquidated damages for failure of the Bidder to complete the work within the specified contract time. The Bidder agrees to pay liquidated damages for compensation to the Owner for expenses incurred by the Owner during the contract time overrun. COBMODS 6"' Edition Page - I - of 6 SPECIAL PROVISIONS As compensation for expenses incurred, the Contractor shall be assessed a liquidated damage of $200.00 per calendar day for each day that the work remains uncompleted beyond the contract period. Liquidated damages shall be paid by deduction from monthly progress payments and the final payment. 5. COST LIMITATIONS The Owner reserves the right to eliminate or reduce certain proposal items from the project following the bid opening to make the project financially feasible with the limitations of the funds allocated for this project. The determination of which items shall be eliminated shall be the responsibility of the Owner. b. NAMES PRODUCTS AND SUBSTITUTIONS Where products or materials are specified by manufacturer,trade name,or brand,such designations are intended to indicate the required quality, type, utility, and finish. Requests for proposed substitution shall include complete specifications and descriptive data to prove the equality of proposed substitutions. Substitutions shall not be made without the written approval of the Owner. No substitutions will be considered until after contract award. 7. APPROVAL OF EQUIPMENT AND MATERIAL The Contractor shall furnish to the Owner or its Engineer for approval the name of the manufacturer of machinery, mechanical and other equipment and materials which he contemplates using in execution of the work,together with the performance capacities and such other information which may be pertinent or required by the Owner. 8. BIDDER'S QUALIFICATIONS The Contractor shall show evidence that he has the finances,organization,and equipment to perform the work with a limited number of subcontractors. The Contractor will be required to have a full- time resident General Superintendent on the job at all times while the work is in progress. He shall be in a position to direct the work and make decisions either directly or through immediate contact with his superior. Absence or incompetence of the Superintendent shall be reason for the Owner to stop all work on the project. 9. WARRANTY If, within two years after acceptance of the work by the Owner, any of the work is found to be defective or not in accordance with the Contract Documents, and upon written notice form the Owner, the Contractor shall correct any work beginning within seven (7) calendar days of said written notice. Should the Contractor fail to respond to the written notice within the designated time, the Owner may correct the work at the expense of the Contractor. COBMODS 6"' Edition Page - 2 - Of 6 SPECIAL PROVISIONS 10. SCHEDULING Prior to or at the PRECONSTRUCTION CONFERENCE, the Contractor shall provide the City Engineer the following schedules: A. A practicable CONSTRUCTION PROGRESS SCHEDULE showing the order, timing,and progress in which the Contractor proposes to prosecute the work. This schedule shall be in bar graph,CPM or PERT format. The schedule shall be updated and re-submitted as necessary to reflect project changes. B. A PAYMENT SCHEDULE showing the anticipated amount of each monthly payment that will become due the Contractor in accordance with the Construction Progress Schedule. 11. PRE CONSTRUCTION CONFERENCE After the contract(s) have been awarded, but before the start of construction, a preconstruction conference will be held at the site of the project for the purpose of discussing requirements on such matters as project supervision,on-site inspection,progress schedules and reports,payrolls,payment to contractors,contract change orders,insurance,safety,and any other items pertinent to the project. The Contractor shall arrange to have all supervisory personnel and a representative from each of the affected utility companies connected with the project on hand to meet with a representative of the Owner to discuss the project and any problems anticipated. 12. SHOP AND FABRICATION DRAWINGS The Contractor shall prepare and submit fabrication drawings, design mix information, material testing compliance data, and other data in accordance with the General Conditions. Following review,the Contractor shall resubmit copies of any drawings which required revision or correction. Any review by the Owner will not relieve the Contractor from responsibility for errors or omissions, inadequate design performance requirements, schedule requirements, and proper operation of any item required under the Contract. Not withstanding any such review,Contractor shall remain solely responsible for full and complete performance in accordance with the terms,conditions,provisions, drawings and specifications set forth in the Contract Documents. 13. UNDERGROUND UTILITIES The Contractor shall be responsible for checking with the Owners of the underground utilities such as the City,County,power and telephone companies, etc., as to the location of their underground installations in the project area. The Contractor shall be solely responsible for any damage done to these installations due to failure to locate them or to properly protect them when their location is known. It shall be solely the responsibility of the Contractor to fully coordinate his work with the agencies and to keep them informed of his construction activities so that these vital installations are fully protected at all times. A Montana One-Call system(1-800-424-5555)has been established to facilitate requests for underground facility location information. The Contractor is cautioned that all utilities may not COEMODS 6`F' Edition Page - 3 - of 6 SPECIAL PROVISIONS be on this system. 14. EASEMENTS RIGHTS-OF-WAY, ADJOINING PROPERTY The Contractor shall contain all of his construction operations within the easements and rights-of- way unless written approval is secured from the Owner of the adjoining property or written approval is given by the Owner to utilize the adjacent land area. 15. TRAFFIC CONTROL A. GENERAL The Contractor shall at all times conduct his operations so that there is a minimum interruption in the use of City streets affected by the work. Exact procedures in this respect shall be established in advance of construction with the City Engineer. Barricade function, design and construction shall conform to the latest edition of the Manual on Uniform Traffic Control Devices and the Standard Specifications for Road and Bridge Construction of the State Highway Commission of Montana, latest edition. Should construction of the project require the closure of any streets, roads or highways or require night-time or long-term traffic control, the Contractor shall be required to prepare a detailed TRAFFIC CONTROL PLAN to address the methods and means of controlling traffic under the specific conditions. In regards to closures,the plan shall include specific details on traffic detours and estimated duration of the closures. Details of signing, barricades, flagging and other traffic control devices shall be included, and the TRAFFIC CONTROL PLAN shall be approved by the City Engineer or his designated representative prior to construction. B. TRAFFIC ACCESS Construction work shall be programmed by the Contractor so that local traffic will have continuous access within one block of any given property. It shall be the responsibility of the Contractor to notify all residents in the area of programmed work of street closures,parking requirements and restriction,and any other conditions,a minimum of twenty-four (24)hours prior to beginning work within the affected area. All signing,barricades,and other traffic control measures shall be provided by the Contractor. C. WARNING SIGNALS All streets,roads,highways and other public thoroughfares which are closed to traffic shall be protected by means of effective barricades on which shall be placed, mounted or affixed acceptable warning signs. Barricades shall be located at the nearest intersecting public highway or street on each side of the blocked section. All open trenches and other excavations within the construction area shall be provided with suitable barriers,signs and lights to the extent that adequate public protection is provided. All abrupt grade changes greater than one inch which traffic is required to pass over,and obstructions, including but not limited to material stockpiles and equipment, shall be similarly protected. All barricades and obstructions shall be illuminated by means of warning lights at night. All lights used for this purpose shall be kept burning from sundown to sunrise. COHMODS 6"' Edition Page - 4 - of 6 SPECIAL PROVISIONS 16. DISPOSAL EROSION WATER POLLUTION AND SILTATION CONTROL The Contractor is responsible for proper disposal of all waste soils and materials unless otherwise directed herein. Where waste materials are disposed on private property not owned by the Contractor, evidence of property owner's written permission shall be obtained and provided to the Owner. Contractor shall comply with all local,state,and federal laws and regulations pertaining to erosion control, fill in wet lands, and floodplains. The Contractor shall dispose of all refuse and discarded material in an approved location. The Contractor shall exercise every reasonable precaution throughout the life of the project to prevent pollution or siltation of rivers, streams or impoundments. Pollutants such as chemicals, fuels, lubricants, bitumens, raw sewage, and other harmful wastes shall not be discharged into or alongside of rivers,streams,impoundments or into natural or manmade channels leading thereto. In addition,the Contractor shall conduct and schedule his operations to avoid muddying or silting of rivers, streams or impoundments. The Contractor shall meet the requirements of the applicable regulations of the Department of Fish,Wildlife and Parks,Department of Environmental Quality and other State or Federal regulations relating to the prevention or abatement of water pollution and siltation. The Contractor's specific attention is directed to the Montana Water Pollution Control Act and the Montana Stream Preservation Act. The Contractor shall be responsible for obtaining any required discharge permits associated with erosion control and groundwater dewatering operations. Contractor's responsibility shall include all cleanup,restoration,etc., of any detention or discharge areas. 17. PROTECTION OF EXISTING PAVEMENT All equipment shall be fitted with pads on the outriggers and other accessories as necessary to prevent damage to existing pavement during the course of the project. Any damages to pavement shall be corrected by the Contractor, at his expense, in a manner directed by the Engineer. 18. OPERATION OF EXISTING AND NEW VALVES All existing City of Bozeman water main valves shall be operated by authorized personnel of the City of Bozeman only. The Contractor shall not operate any existing valves without the written consent of the City of Bozeman. When new or existing valves are used to take water from the City of Bozeman water distribution system,they shall be operated by City ofBozeman personnel only. 19. SALVAGEABLE ITEMS Any items removed from the existing system under the terms of this contract shall remain the property of the City of Bozeman and shall be delivered to a site specified by the City of Bozeman. Should the City of Bozeman choose not to accept any salvageable items,then the Contractor shall dispose of those items at his expense at a site or landfill acceptable to the Engineer. Any costs for the above work shall be at the Contractor's expense. COBMODS 661i Edition Page - 5 - of 6 SPECIAL PROVISIONS 20. ACCESS TO RECORDS The Contractor shall allow access to any books, documents, papers or records which are directly pertinent to this Contract by the Owner, State or Federal agencies, or any of their duly authorized representatives for the purpose of making an audit, examination, excerpts or transcriptions. 21. INSURANCE Insurance coverages required under this contract shall extend, at a minimum, to the end of the contract time. COSMODS 6t0 Edition Page - 6 - of 6 SPECIAL PROVISIONS SECTION 02113 ADJUSTING EXISTING MANHOLES, LAMPHOLES,INLETS, WATER VALVE BOXES,WATER SERVICES,AND FIRE HYDRANTS TO GRADE PART I: GENERAL 1.1 DESCRIPTION A. This section consists of locating and adjusting to grade existing manholes, lampholes, inlets, water valve boxes or services, and fire hydrants as shown in the contract documents, staked in the field or as required in the Special Provisions. 1.2 STANDARD DRAWINGS A. Standard drawings included in Appendix A of this specification book which are applicable to this section are as follows: Standard Drawing No. 02213-1 Manhole Adjustment Detail Standard Drawing No. 02213-2 Water Valve Adjustment Detail PART 2: PRODUCTS 2.1 GENERAL A. Provide all materials including concrete, brick and mortar, complying with the specification section for the particular material involved, or if the material is not covered in these specifications, the material used for adjusting shall be equal, and comparable to that in the existing structure. If extensions for water valve boxes or services and fire hydrants are required beyond the length found to exist, provide items comparable to those in the existing structure. PART 3: EXECUTION 3.1 GENERAL A. Bring to required grade all existing manholes, inlets, lampholes and water valve boxes by either lowering or raising in accordance with the details shown in the contract documents. Do not lower manholes, lampholes or inlets by removal of portions of the cones or barrel sections. Accomplish downward adjustments by replacement of existing sections with shorter sections. Assure that all structures have a minimum of one 2-inch (5cm) concrete adjusting ring and a maximum of Section 02113—60i Edition ADJUSTING EXISTING MANHOLES,LAMPHOLES,INLETS, WATER VALVE BOXES,WATER SERVICES,AND FIRE HYDRANTS TO GRADE Page I of 3 12 inches (30cm) of rings under the casting. Do not use brick and/or mortar for adjustment of castings. B. On manholes requiring steps, assure that maximum spacing between steps is 16 inches(40cm)and that 10 inches(25cm)is the maximum distance from the top of the manhole cone section to the first step. C. Excavate water valve boxes and services to readily determine whether height adjustment can be made without substituting a longer section. Adjust water valve boxes and services laterally so the valve stems can be operated by the extension. Adjust water services by raising or lowering the curb key stop and extension box. D. Adjust manholes, lampholes and water valve boxes to final grade before placing the final pavement surface. If required, make preliminary adjustment to allow placement of base courses and paving adjacent to the manhole, lamphole or water valve. E. Provide backfill material conforming to the requirements of Section 02235, 1 inch (25 cm) Minus Crushed Base Course, and compacted to at least 95 percent of the maximum dry density as determined by AASHTO T99 or ASTM D698. F. If required, make minor adjustments 5 feet (1.5 meters) to 10 feet (3.0 meters) in the horizontal location of existing fire hydrants to insure that they are the required minimum distance behind the back of curb. At the time of construction staking, any hydrants which require horizontal adjustment will be located by the Engineer and the adjusted location will be staked by the Engineer. G. Make any minor adjustments required as dimensioned in the contract documents to the height of existing fire hydrants to insure that they are at a reasonable height above the back of curb. At the time of construction staking, any hydrants which require vertical adjustment will be located by the Engineer and the adjusted height will be staked by the Engineer. Accomplish extension of fire hydrant height only by the use of standard extension spools provided by the hydrant manufacturer. H. Before final acceptance, clean all manholes, lampholes, inlets and water valve boxes/services. Assure that all water valve boxes, services and fire hydrants are operational. I. All requirements of this section shall apply to new, as well as to existing, manholes, lampholes, valve boxes, water services and fire hydrants. Section 02113—601 Edition ADJUSTING EXISTING MANHOLES,LAMPHOLES,INLETS, WATER VALVE BOXES,WATER SERVICES,AND FIRE HYDRANTS TO GRADE Page 2 of 3 PART 4: MEASUREMENT AND PAYMENT 4. 1 GENERAL A. Payment indicated to include complete compensation for all labor, equipment, materials and incidentals required for the completion of the work. 4. 2 ADJUSTING EXISTING MANHOLES, LAMPHOLES, INLETS, WATER VALVE BOXES AND WATER SERVICES A. These items are measured and paid for by the number of existing facilities adjusted, complete in place, at contract unit price bid for the item, constituting full compensation for all necessary materials, excavation, backfill, compaction, cleaning, labor, tools and incidentals. B. Payment will be made under: 1. Existing Sewer Manholes to Adjust- Per Each 2. Existing Sewer Lampholes to Adjust-Per Each 3. Existing Storm Drain Inlets to Adjust- Per Each 4. Existing Water Valve Boxes to Adjust- Per Each 5. Existing Water Services to Adjust- Per Each 4. 3 LOCATION ADJUSTMENT FOR EXISTING FIRE HYDRANTS A. This item is measured and paid for by the number of existing fire hydrants adjusted horizontally, complete in place, at the contract unit price bid for "Horizontal Adjustment for Existing Fire Hydrants", constituting full compensation for all material, excavation, backfill, compaction, labor, tools and incidentals. B. Payment will be made under: 1. Horizontal Adjustment for Existing Fire Hydrant-Per Each 4. 4 VERTICAL ADJUSTMENT FOR EXISTING FIRE HYDRANTS A. This item shall be measured and paid for by the vertical adjustment of existing fire hydrants, complete in place, as measured in the field to the nearest one-half foot, at the contract unit price bid for"Vertical Adjustment for Existing Fire Hydrants", materials, including any additional stem length, excavation, backfill, compaction, concrete, labor, tools and incidentals. B. Payment will be made under: 1. Vertical Adjustment of Existing Fire Hydrant- Per Vertical Foot END OF SECTION Section 02113—6°i Edition ADJUSTING EXISTING MANHOLES,LAMPHOLES,INLETS, WATER VALVE BOXES,WATER SERVICES,AND FIRE HYDRANTS TO GRADE Page 3 of 3 SECTION 02113 ADJUSTING EXISTING MANHOLES,LAMPHOLES, INLETS, WATER VALVE BOXES, WATER SERVICES AND FIRE HYDRANTS TO GRADE 1.2 STANDARD DRAWINGS Delete: Standard Drawing No. 02213-1, Manhole Adjustment Detail Delete: Standard Drawing No. 02213-2, Water Valve Adjustment Detail Add: City of Bozeman Standard Drawing No. 02213-1,Manhole Adjustment Detail Add: City of Bozeman Standard Drawing No. 02213-2, Water Valve Adjustment Detail PART 2 -PRODUCTS 2.1 GENERAL Add the following section: B. East Jordan Iron Works Model 69 screw type adjustable risers may be used to adjust existing valve boxes to grade. Do not use these adjustable risers on new valve boxes; add mid-section extensions to provide correct valve box adjustment. COBMODS(P Edition Page-I-of I SECTION 02113 SECTION 02221 TRENCH EXCAVATION AND BACKFILL FOR PIPELINES & APPURTENANT STRUCTURES PART 1: GENERAL 1.1 DESCRIPTION A. This work is the excavation, trenching and backfilling for pipelines and appurtenances. It includes all clearing, grubbing, site preparation, removal and disposal of debris from the excavation, handling and storing materials for fill and backfill, all bracing, shoring and trench protection, construction dewatering, all backfill, subgrade preparation , final grading, site dressing and cleanup. 1.2 REFERENCES A. The current publications listed below form a part of this specification. AASHTO T99 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 5-lb (2.5kg) Rammer and 12-inch(305mm)Drop ASTM D698 Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 5-lb (2.5kg) Rammer and 12-inch(305mm)Drop AASHTO T191 Density of Soil In-Place by the Sand-Cone Method (ASTM D1556) AASHTO T310 In-Place density and water content of the soil and soil aggregate (ASTM D6938) by Nuclear Method (Shallow Depth) AASHTO T11 Materials Finer Than 0.075mm (No. 200) Sieve in Mineral (ASTM C 117) Aggregates by Washing AASHTO T27 Sieve Analysis of Fine and Coarse Aggregate (ASTM C136) AASHTO T89 Determining the Liquid Limit of Soils AASHTO T90 Determining the Plastic Limit and Plasticity Index of Soils ASTM D4318 Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils Section 02221—61i Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page i of 17 1.3 STANDARD DRAWINGS A. Standard Drawings applicable to this section are as follows: 1. Standard Drawing No. 02221-1 - Typical Utility Trench Detail 1.4 TESTING A. Field Density Testing 1. Meet the quality control and quality assurance testing requirements in Section 01400, Contractor Quality Control and Owner Quality Assurance. 2. In-place field density tests for quality assurance are at Owner expense meeting AASHTO T191 (ASTM D1556), Sand Cone Method; or by AASHTO T310 (ASTM D6938)Nuclear Densometer Methods. Quality assurance field density testing frequency is at the Engineer's discretion. 3. Re-testing failing areas is at the expense of the Contractor. 4. At the direction of the Engineer,provide necessary equipment and labor to excavate and replace materials for test holes up to 5 feet deep into the compacted backfill to allow testing below the surface of any layers covered without inspection and approval by the Engineer. B. Laboratory Maximum Density and Optimum Moisture 1. Quality assurance tests will be made by the Engineer for each on-site natural soil or each source of off-site material, including borrow material, to determine the laboratory maximum density values and optimum compaction moisture content according to AASHTO T-99 or ASTM D698. C. Material Submittals 1. Submit to the Engineer material quality test results including Type 1 Bedding gradation and plasticity index; and Type 2 Bedding gradation. 2. Submit to the Engineer samples of on-site and off-site borrow soils for laboratory moisture-density relationship testing by the Engineer. 3. If applicable, submit a blasting plan to the Engineer. Section 02221—60i Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 2 of 17 PART 2: PRODUCTS 2.1 PIPE BEDDING MATERIALS A. TYPE 1 PIPE BEDDING 1. Type 1 Pipe Bedding includes the material placed from 4 inches (100mm) below the bottom of the pipe, around the pipe, and up to the springline of the pipe. 2. Provide Type I Bedding consisting of sand, sandy gravel, or gravel having a maximum 3/4 inch size (19mm) and a maximum plasticity index of 6, determined by AASHTO T89 and T90 or by ASTM D4318. 3. Where trench excavation encounters wet or unstable material, Type 1 Pipe Bedding must be free draining and non-plastic 4. Refer to Standard Drawing 02221-1 and Special Provisions for other requirements. B. SELECT TYPE 1 BEDDING 1. Select Type 1 Bedding includes the material placed from the springline of the pipe to 6 inches (15cm) over the pipe. 2. Select Type I Bedding shall consist of soil, sand or fine gravel, free from clods, lumps of frozen material, or rock exceeding 1-1/2 inches (38mtn) in its greatest dimension. 3. Excavated trench material may be screened or sorted for use as backfill subject to approval of the Engineer. 4. Where trench excavation encounters wet or unstable material, Select Type 1 Bedding must be free draining and non-plastic. C. TYPE 2 PIPE BEDDING 1. Type 2 Pipe Bedding is used as directed by the Engineer to replace unsuitable material encountered in the trench bottom. 2. Place Type 2 Pipe Bedding from the bottom of the Type 1 Bedding material to the depth required to adequately support the pipe. 3. Type 2 Bedding shall consist of granular material meeting the following gradation. Section 02221—6 h Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 3 of 17 Sieve Opening %Passing 3 Inch 100 No. 4 0 - 25 No. 8 0— 10 D. SEPARATION GEOTEXTILE 1. The plans may require, or the engineer may direct,the use of non-woven geo-textile fabric intended to provide materials separation. The fabric will wrap all or part of the Type 1 Pipe Bedding and Select Type 1 Pipe Bedding to prevent materials migrating into the trench bottom and trench walls as shown on the plans or as directed by the engineer. The fabric shall be AASHTO M288 Class 1, 2, or 3 as specified or determined by the Engineer and shall fully comply with MPW Section 2110. 2.2 TRENCH BACKFILL MATERIALS A. Materials from Trench Excavation 1. Backfill material obtained from trench excavations must be free of cinders, ash,refuse, organic or frozen material, boulders, or other deleterious materials. Backfill materials and placement are further described in the Execution Section of this specification. B. Imported Backfill Material 1. Imported backfill material is from borrow source(s) outside the project limits and is used when, in the opinion of the Engineer, an adequate volume of suitable backfill material is not available within the project limits. Imported Backfill Materials must comply with the requirements of Section 2.2.A, MATERIALS FROM TRENCH EXCAVATION. 2.3 FLOWABLE FILL A. If used, Flowable Fill is to meet the requirements of Section 2225, Flowable Fill. 2.4 DETECTABLE BURIED WARNING TAPE A. Detectable buried warning tape is to have a minimum 6 inch(15cm)width and 5 mil (0.12min)thickness and a solid aluminum core running the full length and width of the tape enclosed in a color coded inert plastic jacket, impervious to alkalis, chemical reagents and solvents in the soil. The tape is to meet APWA/ULCC Color Code requirements and is to have a maximum 36 inch(90cm) imprint. Section 02221—6 h Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 4 of 17 PART 3: EXECUTION 3.1 PROTECTION OF EXISTING PROPERTIES A. General 1. Take precautions to protect all adjoining private and public property and facilities, including underground and overhead utilities, curbs, sidewalks, driveways, structures, and fences. Restore or replace all disturbed or damaged facilities to its original condition at Contractor's expense. 2. Contact utility owners using the Montana One Call System in accordance with Section 01041, PROJECT COORDINATION, Paragraph 1.2.B., for utility locates before starting work. Protect the utilities exposed during the work and prevent damaging underground utilities adjacent to excavations. Immediately notify the utility owner of any construction damage. Repairs of damage to marked utilities are at the expense of the Contractor. 3. Re-locate existing water mains, sanitary sewers and storm drains shown on the plans,that conflict with new pipelines or structures as indicated in the contract documents. No separate payment will be made for this work unless shown as a payment item. If the Owner authorizes the relocation of mains or sewers which are not indicated in the bid documents, and the Engineer determines the work was not included in the original contract, payment will be made under the applicable sections of the General Conditions. 4. Cut and replace existing service lines interfering with trenching operations only with the engineer's permission and at the contractor's expense. Show all repaired and/or adjusted water and sewer lines on the As-Built Plans. 5. Protect existing water and sewer mains and water and sewer services from freezing at all times during construction. B. Privately Owned Utilities 1. If any existing private utility interferes with the work in either alignment or grade, and has to be moved, the work will be performed by the appropriate UTILITY Owner, unless otherwise specified in the contract documents. Such private utilities may include gas mains, underground electrical and telephone cables,telephone poles, light poles, etc. Section 02221—6°i Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 5 of 17 2. If, however, such private utility relocation is performed by the Contractor, and the relocation is not a separate payment item,payment will be made under the Section 02221 conditions covering such changes. 3. Such payment will be made only if the work is determined by the Engineer to be a change from the original contract work scope. C. Existing Structures 1. Prevent damage to existing buildings or structures in the work area. Repair all construction related damage to the satisfaction of the Owner. D. Existing Overhead Utilities 1. Use extreme caution to avoid conflict, contact or damage to overhead utilities during the work. E. Exploratory Excavation 1. The location of existing buried public utilities may need to be verified by exploratory excavation before construction. 2. Where authorized by the Engineer,the Contractor will be reimbursed for exploratory excavation work at the unit price bid per hour for a backhoe/excavator with operator and a laborer to assist. Use a backhoe/excavator having at least 60 horsepower(45kw), as rated by the manufacturer. 3. The unit price per hour includes the backhoe/excavator, operator and one laborer based upon the actual time,to the nearest one-half hour,that the equipment and personnel are used in actual excavating and backfilling operations including standby time between excavation and backfilling which allows the Engineer to make the necessary survey of the underground utilities. 4. Exercise care to prevent damaging all utilities and repair any utility damage caused by exploratory excavation. F. Pavement Removal and Stripping 1. Where trench excavation or appurtenant structure excavation requires removing curb and gutter, concrete sidewalks, asphalt concrete pavement, or Portland cement concrete pavement, cut the concrete or pavement in a straight line parallel to the excavations edge using a spade-bitted air hammer, concrete saw or other suitable equipment to produce a straight, square and clean break. Re-cut edges broken during construction,before concrete or paving operations. Section 02221—6"'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 6 of 17 2. For trenches passing through existing pavement, cut the pavement along a neat vertical line at least 12 inches (30cm) from the trench edge. Where the neat line cut is less than 3 feet (0.9m) from the edge of the existing pavement, remove and replace the entire pavement section between trench and edge of pavement. 3. Dispose of the asphalt concrete and/or Portland cement concrete debris off-site according to applicable state and local regulations. G. When excavating across existing gravel streets or other developed surfaces, remove the surfacing material full depth and stockpile for inclusion as trench backfill or legally dispose of the surfacing material. H. When excavating across cultivated or sodded areas, remove topsoil full depth or to a maximum 12 inch(30cm) depth, whichever is less, and stockpile for possible project use. I. Re-sod or reseed, as specified in the contract documents, all established lawn areas cut by trenching or damaged during the construction, in accordance with Section 2910, and/or 2920,to the satisfaction of the Engineer. 3.2 MAINTENANCE OF FLOWS A. Maintain the flow of sewers, drains and water courses encountered during construction. Restore culverts, ditches, fences, crosswalks and structures disturbed by construction to their original condition upon completion of the work. 33 TRENCH EXCAVATION A. General 1. Meet current OSHA Safety and Health Standards for all excavation, trenching, shoring, and related work. 2. Excavate at the specified locations for pipeline installations and appurtenant structures. 3. Crossings under sidewalks or curbs may be made by tunneling, if approved by the Engineer. If a portion of a sidewalk or curb is removed, use a concrete saw to make joints, compact the backfill as specified, and replace the removed section with new concrete sidewalk or curb. 4. During excavation, stockpile backfill materials away from the trench banks to assure trench wall stability. Stockpile excavated materials on only one side of the trench without obstructing existing fire hydrants, Section 02221—6"'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 7 of 17 valves,manholes and other appurtenances. Assure surface drainage of adjoining areas is unobstructed. 5. Remove and dispose of all excess or unsuitable excavated materials. 6. Prevent surface water from flowing into excavations. Promptly remove all water accumulating in trench excavations. Do not permit water to accumulate in any open trench. Remove and re-lay all pipe out of alignment or grade caused by trench flooding. 7. Grade the trench bottoms to the specified lines and grades. Assure bedding material provides uniform bearing and support for each pipe section along its entire length. Excavate for bell and joints after the trench bedding is graded, limiting the excavation to the required length, depth and width for making the particular type of joint used. Backfill over- excavations with Type 2 Bedding Material. 8. No differentiation between common and rock trench excavation is made, except when listed as separate bid items on the bid proposal or bid form. Excavation includes removing and subsequent handling of all earth, gravel,bedrock or other material encountered regardless of the type, character, composition or condition of the material. 9. The use of trench digging machinery is permitted, except in places where its operation is likely to cause damage to existing structures or features, in which case hand methods are to be employed. B. Trench Dimensions 1. Excavate to the trench dimensions specified below. 2. Width a. Excavate to provide room to install and join the pipe as specified. The minimum trench width is T-6" (l.lm), for outside pipe diameters of 18 inches (0.5m) or less. The minimum trench width is 2'-0" (0.6m)plus the outside pipe diameter, for pipe sizes exceeding 18 inches (0.5m). Maximum trench width may be specified in the contract documents. 3. Depth a. Excavate the trench as required for the invert grade or pipe bury as specified in the contract documents,plus 4 inches (IOcm) for the Type 1 Pipe Bedding. If bedrock, boulders or large stones are encountered at the bottom of the trench, excavate at least 6 inches Section 02221—60'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 8 of 17 (15cm) below the bottom of the pipe for backfilling with Type 1 Pipe Bedding. C. Soft or Unsuitable Trench Subgrade l. When soft or unstable material is encountered at the trench subgrade which will not uniformly support the pipe, excavate the material to the depth directed by the Engineer and backfill to trench subgrade elevation with Type 2 Pipe Bedding. D. Blasting 1. Obtain Engineer approval to blast for excavation. If approved, the Engineer will establish the time limits blasting will be permitted. 2. Use utmost care to protect life and property during blasting. Use only a licensed blaster with experience in the type of blasting required for the work. 3. Safely and securely store all blasting materials meeting local laws and ordinances and clearly mark all storage places "Dangerous Explosives". Do not leave any explosives where they could endanger persons or property. 4. Blasting Rock in Trenches a. When blasting rock in trenches, cover the blasting area with earth backfill or approved blasting mats. Before blasting, station workers and provide danger signals to warn people and stop vehicles. b. Assume responsibility for all damage to property and injury to persons resulting from blasting or accidental explosions during the work. C. Furnish the following information to the Owner and Engineer at least 48 hours before the commencement of blasting operations: Name of the contractor's powder man,powder man's experience, type of shot, type of explosives and detonator being used, proof of insurance covering liability for such operation, traffic control plans and planned procedures for protecting the public. 5. Assure blasting plan meets federal, state and local ordinances. Obtain all required permits before blasting starts. Section 02221 —6"'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 9 of 17 E. Pavement Damage Cause by Equipment I. Equip all track mounted equipment operated on pavement surfacing with pads to prevent pavement damage. 2. Restore all pavement damaged by construction to its original condition. F. Shoring, Bracing and Sheeting 1. Provide all shoring, bracing and tight sheeting required to prevent caving and protect workers, meeting current Occupational Safety and Health Act Requirements, and to protect adjacent property and structures. The cost of this work is included in the cost for trench excavation. G. Excavation for Appurtenances 1. Make excavations for manholes, hydrants, structures and other appurtenances of the size and depth to permit compacting of backfill on all sides to the specified density. The requirements for removing water and other applicable portions of these specifications apply to excavation for appurtenances. 3.4 DEWATERING A. Remove all ground water encountered in trench excavations. Do not place pipe, bedding or backfill materials below the groundwater elevation established by dewatering operations. The cost of dewatering operations is considered a part of the excavation cost. 3.5 EXCAVATION STABILITY AND SAFETY A. The stability of construction excavations and associated worker safety, including slope geometry and shoring/bracing considerations, are the responsibility of the Contractor. Meet current OSHA regulations. This may require design of temporary slopes and/or shoring by a licensed professional engineer. 3.6 TRENCH FILLING AND BACKFILLING A. General 1. Backfill all trenches as specified immediately after grade, alignment and pipe jointing has been inspected and approved by the Engineer. Conduct any pipe testing as specified in the respective water distribution, sewerage/drainage sections. Correct all defects discovered by tests prior to backfilling. Section 02221—6'l'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 10 of 17 B. Pipe Bedding Placement 1. Type 1 Bedding. a. Place Type 1 Pipe Bedding material 4 inches (I0cm) under the pipe, around the pipe, and up to the springline of the pipe. Place in maximum lifts of inches (15cm), using hand operated or other compaction methods without damaging or disturbing the pipe. Thoroughly compact each layer. Use special care to assure compaction under the pipe haunches. b. Place backfill material in equal lifts on both sides of the pipe for the full trench width. Take care to prevent migration of Type 1 Bedding into surrounding soils during placement and compaction 2. Select Type 1 Bedding. a. Place Select Type 1 Bedding material from the springline to 6 inches (15cm) over the pipe. Where wet or unstable material exists, assure the material is free draining and non-plastic. b. Place in maximum lifts of 6 inches (15cm) using hand or other compaction methods without damaging or disturbing the pipe. Thoroughly compact each layer. C. Place backfill in equal lifts on both sides of the pipe for the full trench width. Take care to prevent migration of Select Type 1 Bedding into surrounding soils during placement and compaction. 3. Type 2 Pipe Bedding. a. Use Type 2 Pipe Bedding described in PRODUCTS SECTION as specified or as directed by the Engineer to replace unsuitable material encountered in the trench bottom, placing it from the bottom of the Type 1 Bedding material to the depth required to adequately support the pipe. 4. SEPARATION GEOTEXTILE a. Place Separation Geotextile where shown on the plans or where directed by the Engineer. C. Trench Backfill l. After the pipe bedding materials are placed and compacted as specified, backfill the trench. Use backfill material free of cinders, ash,refuse, Section 02221—6°i Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 11 of 17 organic or frozen material, boulders, or other deleterious materials. From the top of the Select Type 1 Pipe Bedding to 6 inches (15cm) below the ground surface, or to the subgrade elevation,material containing rock up to 8 inches (20cm)in the greatest dimension may be used. 2. Trench backfill from the top of the pipe bedding to ground surface or to the street subgrade is separated into three classifications. a. Type A Trench Backfill is compacted backfill typically used in streets or paved areas. b. Type B Trench Backfill is typically used for unpaved alleys, cultivated areas, borrow pits, unimproved streets or other un- surfaced areas, and other areas where compaction is less critical. C. Tyke C Trench Backfill is typically used in open and unimproved areas outside of the public right-of-way. 3. Meet the backfill and compaction requirements for all of the backfill types described in the contract documents. 4. Watering a. Apply uncontaminated water, when required, at the locations and in the amounts required to compact the backfill material to the specified requirements. Maintain an adequate water supply during the work. Assure the equipment used for watering is of the capacity and design to provide uniform water application. b. Apply water during the work to control dust and to maintain all embankment and base courses in a damp condition in accordance with these contract documents. C. Water required for compacting trench backfill may be obtained from the municipal system if approved by the Owner, or from other sources. 5. Remove, replace, and re-compact backfill in trenches where settlement has occurred as directed by the Engineer at the contractor's expense. 6. Trench backfill types are designated as follows: a. Type A Trench Backfill. Place trench backfill in maximum 8 inch compacted lifts within 3 percent of optimum moisture content, and compact to at least 95 percent of maximum dry density determined by AASHTO T99 or by ASTM D698. Section 02221—60'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 12 of 17 b. Type B Trench Backfill. Place backfill in maximum 8 inch (205nun) lifts, within 3 percent of optimum moisture content, and compact to at least 90 percent of maximum diy density, as determined by AASHTO T99 or by ASTM D698. C. Type C Trench Backfill. Place and compact Type C Trench Backfill in maximum 12 inch lifts at densities equal to or greater than the densities of adjoining undisturbed soil. Mound earth over the trench top, if so directed by the Engineer. d. Flowable Fill. Place flowable fill as trench backfill as shown in the contract documents or as directed by the Engineer. Flowable fill may also be used as a construction expedient, substituting for any type of trench backfill, subject to approval by the Engineer and at the expense of the Contractor. D. Replacement of Unsuitable Backfill Material 1. Remove and dispose of excavated soils that are saturated, contain deleterious materials or have characteristics that, in the opinion of the Engineer, render the soils unsuitable as backfill. 2. Replace unsuitable soils with material obtained from trench excavations within the project limits at the expense of the Contractor. If suitable replacement material is not available within project limits, obtain material from an approved borrow source, to be paid for as Imported Backfill Material. 3. Place and compact all imported material according to the applicable backfill specification requirements. E. Backfill of Appurtances 1. Place and compact backfill for appurtenances to finished grade around manholes, inlets, valve boxes and other underground items without disturbing appurtenance aligmnents. 2. Meet the backfill material,placement, and compaction requirements specified for the adjoining trench. F. Detectable Buried Warning Tape 1. The use of warning tape is optional and if used must not be relied on as the primary locating device. Provide warning tape as described in PRODUCTS Section 2.3. Bury tape a maximum 18 inches (45cm) below finish surface grade. Section 02221—6`1'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 13 of 17 3.7 SURVEY MARKERS AND MONUMENTS A. Protect all survey markers and monuments. Protection includes marking with Ragged high lath and supervising work near markers and monuments. Do not disturb monuments without prior approval from the Engineer. B. Replace all Contractor disturbed or destroyed survey markers or monuments,not approved during construction, using a licensed land surveyor. See Section 01050 for details on survey marker protection/disturbance. 3.8 CLEANUP A. As work progresses, remove debris and complete to finish grade each portion of the work. Once the work is complete, clear debris and finish the entire site to smooth,uniform slopes presenting a neat and workmanlike appearance. Remove and dispose of all rocks brought to the surface during excavation or backfilling. 3.9 TIME AND DISTANCE OF OPEN TRENCHES A. Perform the work so that trenches will remain open the minimum time required to accomplish the work. B. Do not begin trench excavating until appropriate compaction equipment is at the excavation site. C. The maximum permissible distance between backfilling/compaction operations and the end of newly installed pipe is 200 feet(60m) in existing streets (and/or alleys) and 500 feet(150m) in all other areas. D. The maximum distance between the newly installed pipe and the excavator is to be 100 feet(30m) in existing streets (and/or alleys) and 200 feet(60m)in all other areas. E. For each work group consisting of a trench excavator, a pipe laying crew, and a backfilling/compacting crew,the maximum allowable open ditch at any time is 300 feet(90m) in existing streets (and/or alleys) and 700 feet(210m) in all other areas. F. The maximum distance behind the end of the new pipe is 1,500 feet(460m) for gravel surfacing replacement, base placement or pavement replacement. Section 02221—6d'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 14 of 17 PART 4: MEASUREMENT AND PAYMENT 4. 1 GENERAL A. The following items constitute pay items for the work covered under this section. Payment for these items is full compensation for providing all materials, tools, labor and equipment necessary to complete the item and all incidental work related thereto, whether specifically mentioned herein or not. 4. 2 TRENCH EXCAVATION AND BACKFILL A. No separate measurement and payment is made for TRENCH EXCAVATION AND BACKFILL. Include all costs for this item in the unit price bid for pipe, complete in-place. B. The upper limit of the TRENCH EXCAVATION AND BACKFILL item is defined as the top of subgrade. Details of the various types of surface restoration are found in the contract documents. 4. 3 TYPE 1 AND SELECT TYPE 1 PIPE BEDDING A. Include approved material for Type 1 and Select Type 1 Pipe Bedding in the pipe installation price. No measurement or additional payment is made for furnishing or placing Type 1 and Select Type 1 Pipe Bedding materials. 4. 4 TYPE 2 PIPE BEDDING A. Approved material for Type 2 Pipe Bedding to replace soft or unsuitable material, is measured in cubic yards (cubic meters) of material furnished, in-place, for the depth directed. B. Payment for Type 2 Pipe Bedding is made at the contract unit price bid per cubic yard (cubic meter), which includes furnishing,placing and compacting the Type 2 Bedding material as specified and all other work necessary or incidental for completion of the item. C. Payment quantity is based upon an excavation width of 2.0 feet (0.6m)plus the outside pipe diameter with a minimum payment width of 3.5 feet(1.Im). D. If Type 2 Bedding is placed without the engineer's authorization, the Type 2 Bedding is a construction expedient solely for the contractor's convenience and no payment for Type 2 Bedding is made. Section 02221—60'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 15 of 17 E. Payment will be made under: Type 2 Pipe Bedding - Per Cubic Yard (Cubic Meter). 4. 5 IMPORTED BACKFILL MATERIAL A. When satisfactory backfill material is not available within the project limits, backfill material imported from borrow sources outside the limits of the project site are measured in cubic yards of material furnished, in place (compacted), for the depth directed by the Engineer. B. The trench width for measurement and payment is 2.0 feet(0.6m)plus the outside pipe diameter,with a minimum payment width of 3.5 feet(1.1m), measured between vertical planes for the depth required. C. Payment for imported backfill material is made at the contract unit price bid per cubic yard, which includes furnishing,placing, and compacting the backfill material as specified and all other work necessary or incidental for completion of the item. D. No separate measurement and payment is made for this item when, in the engineer's opinion, suitable surplus material is available within the project limits, in which case all costs for this item are to be included in the unit price bid for pipe, complete in-place. E. Payment for Imported Backfill will be made only if the Engineer determines surplus material is not available within the project limits. F. Payment is made under: Imported Backfill Material-Per Cubic Yard (Cubic Meter). 4. 6 EXPLORATORY EXCAVATION A. Measurement of this item is made for the actual time,to the nearest one-half hour, for which the equipment and personnel are used and authorized by the Engineer for actual exploratory excavation and backfilling operations, including standby time between excavation and backfilling, to allow the Engineer to survey the underground utility. B. Payment is made at the contract unit price bid per hour, which includes providing the equipment on-site, with operator and fuel. Where exploratory excavation is outside of planned excavation limits,payment also includes any time required for compaction of the backfill, if necessary. Section 02221—601 Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 16 of 17 C. Surfacing repair will be paid separately, if required. D. Payment will be made under: Exploratory Excavation - Per Hour. 4. 7 GEOTEXTILE FABRIC A. Measurement and payment for geotextile fabric shall be by the linear foot of trench. B. Payment for this item is full compensation for providing all materials, tools, labor and equipment necessary to complete the item and all incidental work related thereto, whether specifically mentioned herein or not. END OF SECTION Section 02221—6`1'Edition TRENCH EXCAVATION AND BACKFILL FOR PIPELINES&APPURTENANT STRUCTURES Page 17 of 17 SECTION 02221 TRENCH EXCAVATION AND BACKFILL FOR PIPELINES & APPURTENANT STRUCTURES 2.1 PIPE BEDDING MATERIALS A. TYPE 1 PIPE BEDDING 2. Modify this section as follows: Provide Type 1 Bedding consisting of imported sand, sandy gravel, or fine gravel having a maximum 3/4 inch size and a maximum plasticity index of 6, determined by AASHTO T89 and T90 or by ASTM D4318. 2.3 FLOWABLE FILL A. If used, Flowable Fill is to meet the requirements of Section 2225, Flowable Fill. Acid the following: 1. Flowable fill is required for trench excavations in streets that are designated as arterial or collector unless alternative backfill has been approved by the City Engineer. 3.1 PROTECTION OF EXISTING PROPERTIES A. General 1. Add the following: Replace any tree, bush, hedge, planter or similar vegetation or landscaping damaged during the course of the work with a planting equal to that damaged in kind, size, and location. The contract warranty period for performance applies also to the instances described herein. 4. Modify this section as follows: Do not cut and replace existing services from the mains to private property which interfere with trenching operations unless the work has been specifically approved by the City of Bozeman Water/Sewer Department. If approved, the cost for this work will be the responsibility of the CONTRACTOR. Do not interrupt water service for more than four hours. Install a temporary service connection approved by the City of Bozeman Water Department if service is interrupted for a longer period. Protect temporary services from freezing or interruptions of use during the construction period. C013MODS 6"Edition Page-1-of 2 SECTION 02221 Addendum 2 3.6 TRENCH FILLING AND BACKFILLING C. Trench Baekfill 4. Watering C. Add the following requirements: Water from the City of Bozeman's municipal system may only be obtained from the metered service located at the Vehicle Maintenance Facility, 1814 N.Rouse Ave. The Contractor shall reimburse the City Water Department for the cost of the water used at a rate determined by the Water Department. D. Replacement of Unsuitable Backfill Material 1. Modify this section as follo►vs: Remove and dispose of excavated soils that are saturated and cannot be readily conditioned or dried to be made suitable, contain deleterious materials or have characteristics that, in the opinion of the ENGINEER, render the soils unsuitable as backfill. Add the following: G. Quality Assurance Testing 1. Compaction testing frequency and location. a. Compaction testing shall be done on each lift of backfill material. b. Trench backfill tests shall be done within the first 100 feet of a mainline trench operation and at no more than 200-foot intervals thereafter. C. All service lateral trench backfills shall be tested. d. Compaction testing around all manholes and valve boxes shall be done independently of the main line. C. Testing shall be done by the project Engineer. COIAMODS 6"'Edition Page-2-of 2 SECfION 02221 Addendum 2 SECTION 02225 FLOWABLE FILL PARTI: GENERAL 1.1 DESCRIPTION A. This work consists of furnishing and placing Flowable Fill to the lines and grades shown on the plans as backfill in trenches and/or at other locations. Flowable Fill is a self-compacting cementitious material using mineral aggregates (sand and/or gravel), native or processed materials, fly ash/cement, water, air entraining solution and (optionally) other admixtures. Flowable Fill is also known as Controlled Low-Strength Material (CLSM) and Controlled Density Fill (CDF). Flowable Fill is only permitted when specifically called out in the contract documents or approved by Engineer. 1.2 REFERENCES A. The current publications listed below form a part of the specification. ASTM D4832 Preparation/Testing of Soil-Cement Slurry Test Cylinders ASTM C39 Test Method for Compressive Strength of Cylinderical Concrete Specimens ASTM D6023 Standard Test Method for Unit Weight ASTM C150 Specification for Portland Cement ASTM C618 Specification for Fly Ash ASTM C494 Specification for Chemical Admixture for Concrete ASTM E329 Practice for Use in the Evaluation of Testing and Inspection Agencies as Used in Construction ASTM C1064 Temperature of Freshly Mixed Portland Cement Concrete ASTM C 117 Materials Finer Than 0.075 mm (No. 200) Sieve in Mineral Aggregates by Washing ASTM C136 Sieve Analysis of Fine &Coarse Aggregate ASTM C117 Materials Finer Than No. 200 (0.075 mm)Sieve in Mineral Aggregates by Washing ASTM D4318 Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils ASTM C94 Ready Mix Concrete ACI 301 Standard Specifications for Structural Concrete for Buildings Section 02225—60`Edition FLOWABLE FILL Page 1 of 4 ACI304 Guide for Measuring, Mixing, Transporting and Placing Concrete 1.3 TESTING A. The Engineer may perform occasional quality assurance tests on the flowable fill consisting of slump, air content measurements and casting three cylinders for compressive strength test. The required compressive strength test method and required range are described in section 2.4, Compressive Strength below. B. The Contractor is to provide the Engineer with a mix design by either trial batch or field experience methods to verify the required compressive strength of the flowable fill at the 28 day age. Mix design requirements are described in Section 2.3, Proportions;and in Section 2.4,Compressive Strength.Proportions shall be selected on the basis of unconfined, air cured compressive strength test specimens. PART 2: PRODUCTS 2.1 MIXTURE OF MATERIALS A. Provide a mixture of the materials described below to produce a self-compacting cementitious material batched on a per cubic yard basis. 2.2 MATERIALS A. Portland Cement. Portland cement shall conform to the requirements of ASTM C 150, Type 11. B. Fly Ash. Fly Ash shall conform to ASTM C618, Class C or F. C. Coarse Aggregate, Fine Aggregate and Native Materials. Any aggregate gradation which produces performance characteristics of the flowable fill specified herein will be accepted, except as follows: The amount of material passing the#200 sieve shall not exceed 20 percent. Also, liquid limit and plasticity index shall not exceed 25 and 5, respectively. D. Water. Water used in mixing shall be free of oil, salt, acid, alkali, sugar, vegetable matter or other substances injurious to the finished product. E. Chemical Admixtures. Chemical Admixtures shall conform to the requirements of ASTM C494. Section 02225—60'Edition FLOWABLE FILL Page 2 of 4 2.3 PROPORTIONS A. A variety of sand/gravel aggregates, and/or native (or processed) materials meeting the above requirements in conjunction with appropriate amounts of Portland cement and flyash, air entraining solution, and (optionally) other admixtures may be used to produce the required mix properties described herein. B. The contractor shall submit, to the Engineer, a mix design based upon a trial batch or field experience, including the proportions and sources of all constituent materials, air entraining and (optionally) other admixtures, expressed as cubic yard batch weights. The mix shall contain a minimum of 50 pounds (23 kg) of cement and up to 250 pounds (114 kg) fly ash per cubic yard, with the remainder of the volumes composed of aggregates, water, and any approved admixtures. Measured compressive strength, air content and yield for the mix design trial batch (or for the field experience based mix design) shall be submitted. 2.4 COMPRESSIVE STRENGTH A. Flowable Fill shall be designed to achieve a 28 day compressive strength of 30 to 500 psi (0.2 to 3.4 mPa) when tested in accordance with ASTM C39. Excavatable mixes shall be designed to attain 28 day strengths in the range of 30 - 150 psi (0.2 to 1.0 mPa). Test specimens shall be made in accordance with ASTM D4832. Compressive strength tests shall be performed at frequencies of at least one test set per 150 yd3 (114m3)and at least one test set per day of placement. 2.5 CONSISTENCY A. Consistency of the fresh mixture shall be such that the mixture may be readily placed without segregation. High flowability material generally has a slump greater than 8 inches (20.3 cm). As an alternative to slump testing, desired consistency may be approximated by filling an open-ended 3 inch (76.2 mm) diameter cylinder, 6 inches (15.2 cm) high, with the mixture and cylinder immediately pulled straight up. The correct consistency of the mixture will produce an approximate 8 inch (20.3 cm) diameter circular type spread without segregation. Adjustments of the proportions of constituents may be made to achieve proper solid suspension and optimum flowability. However, strength requirements and proper yield shall be maintained for the actual batch weights. Section 02225—60i Edition FLOWABLE FILL Page 3 of 4 PART 3: EXECUTION 3.1 CONSTRUCTION A. Comply with ACI 304 and ASTM C94 for Measuring, Mixing, Transporting, and Placing the Flowable Fill, and as herein specified. 3.2 LIMITATIONS OF PLACEMENT A. Do not place CLSM on frozen ground. Mix and place only when the air temperature is at least 35 degrees F (2°C) and rising. At the time of placement, Flowable Fill shall be at least 40 degrees F(4°C). Stop mixing and placement when the air temperature is 40 degrees F (4°C) and falling. B. Flowable backfill shall be placed by methods that preserve the quality of the material in terms of compressive strength, flow, homogenity, plasticity and workability. The material shall be transported, placed, and/or consolidated so that it flows easily around, adjacent to and under structures. It shall have the flow, consistency, and workability such that the material is self-compacting. C. Protect freshly placed Flowable Fill from premature drying, excessive cold, or hot temperatures. The air in contact with the backfill surface shall be maintained at temperatures above freezing. Begin curing, immediately following placement before the backfill has dried. Continue with curing until the backfill has attained the 28 day strength requirement. This strength is to be determined prior to any load applications or construction activity, unless otherwise directed by an Engineer. PART 4: MEASUREMENT AND PAYMENT 4.1 GENERAL A. Payment is made under: Flowable Fill—Per Cubic Yard (Cubic Meters). B. Payment shall include all labor, materials, equipment and incidentals necessary to provide, load, haul, place and consolidate the Flowable Fill. C. Measurement shall be based upon batch delivery tickets provided to the Engineer at the time of placement. END OF SECTION Section 02225—60'Edition FLOWABLE FILL Page 4 of 4 SECTION 02720 STORM DRAIN SYSTEMS PART 1: GENERAL 1.1 DESCRIPTION A. Furnish and install all storm drains, including manholes, inlets, service lines and other appurtenant structures as specified in the Contract and this section. Pipe strength classifications are specified on the plans, listed in the Contract Documents or herein. 1.2 CERTIFICATION BY MANUFACTURER A. Furnish a manufacturer's certification on all pipe, certifying that the pipe and fittings meet the contract requirements. 1.3 REFERENCES AASHTO M36 Corrugated Galvanized Steel Pipe and Pipe Arches AASHTO M 196 Corrugated Aluminum Pipe and Pipe Arches AASHTO M245 Pre-Coated Galvanized, Corrugated Steel Pipe and Pipe Arches AASHTO M274 Type II Aluminized Corrugated Steel Pipe and Pipe Arches AASHTO M294 Corrugated Polyethylene Pipe (HDPE) ASTM C76 Reinforced Concrete Pipe ASTM D361 Low Head Pressure RCP ASTM C443 O-ring Rubber Gaskets ASTM C478 Precast Reinforced Concrete Manhole Sections ASTM C506 RCP -Arch Pipe ASTM C507 RCP-Elliptical Pipe ASTM C655 RCP-Tongue & Groove Pipe ASTM C665 RCP—D-Load Pipe ASTM C789 RCP—Concrete Box Section ASTM C850 RCP—Concrete Box Sections ASTM D 1784 Rigid Polyvinyl Chloride Compounds ASTM D3034 Polyvinyl Chloride Sewer Pipe and Fittings ASTM 3350 High Density Polyethylene Pipe AWWA C151 Bituminous Coated Ductile Iron Pipe ASTM F949 PVC Open Profile Pipe Section 02720—6`h Edition STORM DRAIN SYSTEMS Page 1 of 10 1.4 STANDARD DRAWINGS A. Standard drawings in Appendix A applicable to this section are as follows: Standard Drawing No. 02720-1 30" (76 cm) Standard Storm Drain Inlet Standard Drawing No. 02720-2 24" (61 cm) Standard Riser Inlet Standard Drawing No. 02720-3 Sanitary Sewer and Storm Drain Manhole Standard Drawing No. 02720-4 Standard Straight Manhole Standard Drawing No. 02720-5 48" (122 cm) Standard Manholes Showing Two Types of Cone Sections Standard Drawing No. 02720-6 Pre-cast Manhole Bases Standard Drawing No. 02720-7 Typical Manhole Channel Details Standard Drawing No. 02720-8 Standard Cast Iron Cover Standard Drawing No. 02720-9 Standard 24" (61 cm) Cast Iron Ring Manhole Frame Standard Drawing No. 02720-10 Storm Drain Service Line PART 2: PRODUCTS 2.1 GENERAL A. Furnish all storm drain piping as specified in the Contract Documents and meeting the materials and testing requirements of this Section. Furnish wye and tee branches of the same material and design as the specified storm drain pipe. Furnish the pipe sizes and strength classifications shown in the Contract documents. B. References to ASTM, ANSI or AASHTO designation, means the latest revision at the time of call for bids. C. Assure all pipe is clearly marked with type, class and/or thickness as applicable. Assure lettering is legible and permanent under normal handling and storage conditions. D. Furnish the joint type, class, thickness designation, casting, lining, marking, testing, etc. as specified. 2.2 PIPE MATERIALS A. Concrete Pipe 1. Furnish concrete storm drain and culvert pipe meeting ASTM C76 or C655. Use round reinforced pipe having 0-ring rubber gasket joints Section 02720—6`h Edition STORM DRAIN SYSTEMS Page 2 of 10 meeting ASTM C443 with the O-ring gasket confined in the pipe tongue groove. B. Polyvinyl Chloride(PVC) Pipe 1. Furnish PVC pipe produced by a continuous extrusion process employing a prime grade of unplasticized polyvinyl chloride. Assure the grade used is highly resistant to hydrogen sulfide, sulfuric acid, gasoline, oil, detergents and other chemicals found in sewage and industrial wastes. Assure the material meets "Rigid Polyvinyl Chloride Compounds", ASTM D 1784 requirements. Assure the pipe has self-extinguishing flammability characteristics. Assure the pipe meets ASTM D3034, "Standard Specifications for Polyvinyl Chloride Sewer Pipe and Fittings", with an SDR of 35 4"45" (10 cm- 38 cm) ASTM F679, "Standard Specification for PVC Large Diameter Plastic Gravity Sewer Pipe and Fittings: 18"— 36" (46 cm—91 cm), or ASTM F949, "Standard Specification for PVC Corrugated (Open Profile) Sewer Pipe With a Smooth Interior and Fittings", 12"—36" (10 cm—91 cm). 2. The nominal laying length is a minimum 12.5 feet (3.8 meters), 13 feet(4 meters) or 20 feet(6.1 meters)except shorter lengths are permitted adjacent to manholes, lampholes or other appurtenances. Assure each pipe length is marked with size, SDR, "Sewer Pipe" and Code Number. Assure each pipe length has a bell providing a watertight joint when jointing the bell and spigot with a rubber ring. Make the rubber gasket joint using a rubber gasket compressed between the outer surface of the spigot and the inner surface of the bell. Assure the joint is completely sealed by the gasket providing a watertight joint under all service conditions,including expansion, contraction, settlement and pipe deformation. Assemble the rubber ring joint assembly following the manufacturer's recommendations. 3. Furnish wye or tee fittings of the same material, construction and joint design as the main sewer pipe. C. An Owner may allow `ULTRA FLO' or approved equivalent steel pipe. Connections must be made with minimum coupling band width of 10-1/2" and appropriate gasketing material. When specified by the Engineer, materials shall meet the following standards: ASTM A760 (AASHTO M36) Specifications for Corrugated Steel Pipe, Metallic-coated for Sewers and Drains ASTM A762 (AASHTO M245) Specifications for Corrugated steel Pipe, Polymer Pre-coated for Sewers and Drains Section 02720—6`h Edition STORM DRAIN SYSTEMS Page 3 of 10 ASTM A742 (AASHTO M246) Specifications for Steel Sheet, Metallic Coated and Polymer Pre-coated for Corrugated Steel Pipe ASTM A929 (AASHTO M274) Specifications for Steel Sheet Metallic Coated by the Hot Dip Process for Corrugated Steel Pipe. D. Other Pipe Material 1. An Owner may select other materials as appropriate for applications where an Engineer has reviewed the circumstances and provided specifications for installation. When specified by and Engineer, materials shall meet the following standards: ASTM C 76 Reinforced Concrete Pipe—Tongue & Grove Joint ASTM C 506 Reinforced Concrete Pipe—Arch Pipe ASTM C 507 Reinforced Concrete Pipe—Elliptical Pipe ASTM C 665 Reinforced Concrete Pipe—D-Load Pipe ASTM C 789 Precast Reinforced Concrete Box Sections ASTM C 850 Precast Reinforced Concrete Box Sections ASTM 3350 High Density Polyethylene Pipe (HDPE) AASHTO M 36 Corrugated Galvanized Steel Pipe and Pipe Arches AASHTO M 196 Corrugated Aluminum Pipe and Pipe Arches AASHTO M 245 Pre-Coated Galvanized, Corrugated Steel Pipe and Pipe Arches AASHTO M 274 Type II Aluminized Corrugated Steel Pipe and Pipe Arches AASHTO M 294 Corrugated Polyethylene Pipe (HDPE) E. MANHOLES a. General 1. Furnish manholes constructed of precast concrete sections with frames, covers and steps meeting Standard Drawing Details. b. Precast Concrete Sections 1. Furnish manholes meeting ASTM C478: "Precast Reinforced Concrete Manhole Sections". Section 02720—6`"Edition STORM DRAIN SYSTEMS Page 4 of 10 C. Steps 1. Furnish non-corrosive type, 12 inches (30 cm) in width, of 1/2-inch (13 mm) steel rod encased with polypropylene. Assure steps withstand 400 pound (180 kg) vertical loads and 1,000 pound (450 kg) pull-out resistance. d. Frames and Covers 1. Furnish frames and covers meeting Standard Drawings 02720-8 and 02720-9. Furnish 2 hole type covers unless noted or specified otherwise. e. Concrete Bases 1. Concrete bases may be precast or field-poured on undisturbed earth. Use concrete meeting Section 03310: STRUCTURAL CONCRETE. F. INLETS AND CATCH BASINS a. Furnish standard cast iron inlet frames and grates meeting standard drawing requirements or as specified. PART 3: EXECUTION 3.1 PIPE AND SERVICE LINE INSTALLATION A. Excavation and Backfill 1. Excavate and backfill pipelines meeting the applicable portions of SECTION 02221: TRENCH EXCAVATION AND BACKFILL FOR PIPELINES AND APPURTENANT STRUCTURES. B. Responsibility for Materials 1. Be responsible for all material furnished. Replace all material found defective in manufacture or damaged in handling after delivery by the manufacturer. This includes furnishing all material and labor required for the replacement of installed material discovered defective before final acceptance of the work or during the guarantee period. 2. Be responsible for the safe storage of material for the work until it has been incorporated in the completed project. Section 02720—6°i Edition STORM DRAIN SYSTEMS Page 5 of 10 C. Handling of Pipe 1. Deliver and distribute all Contractor furnished pipe. Load and unload pipe, fittings and accessories by lifting with hoists or skidding so as to avoid shock or damage. Do not drop the materials. Do not skid or roll pipe handled on skidways against pipe already on the ground. 2. In distributing the material at the work site, unload each piece opposite or near the place where it is to be laid in the trench. Keep the pipe interior and other accessories free from dirt and foreign matter at all times. 3. Handle pipe to prevent coating or lining damage. Repair or replace all coating or lining damage in a manner satisfactory to the Engineer. D. Laying Pipe 1. Lay and maintain all pipe to the specified lines and grades with fittings, tees and manholes at the specified locations. 2. Install wye or tee fittings in the mainline sewer for service line connections. Furnish wye or tee fittings of the same material, design and specifications as the sewer main pipe. Joint service pipe to tee branches or main line pipe other than PVC using special joint adapters manufactured specifically for jointing the two types of pipe. 3. Use tools and equipment meeting Engineer approval for the safe and convenient prosecution of the work. Carefully lower all pipe and fittings into the trench preventing damage to pipe materials and protective coatings and linings. Do not dump or drop materials into the trench. 4. Exercise care to prevent foreign material from entering the pipe as it is installed. When pipe laying is not in progress, close the open ends of pipe using a plug or other means approved by the Engineer. Remove and clean all sand, gravel, concrete and cement grout that has entered the lines during construction. E. Tolerances 1. Install pipe within 1/2-inch (13 mm) of the specified alignment and within 1/4-inch (6 mm) of the specified grade for pipe 15-inch (38 cm) in diameter and smaller and 1/2-inch (13 mm) of specified grade for pipe larger than 15-inch (38 cm) diameter. These tolerances apply to any point along the entire pipe length. Section 02720—6`1'Edition STORM DRAIN SYSTEMS Page 6 of 10 3.2 MANHOLES A. Construction 1. Construct manholes to the specified dimensions. Assure invert channels are smooth and semi-circular in shape conforming to the inside of the adjacent pipe section. Make flow direction changes with a smooth curve of as large a radius as the size of the manhole will permit. Make changes in channel size and grade gradually and evenly. Form the invert channels directly in the manhole base concrete or by laying a half-pipe in the concrete. Smooth and slope the manhole floor outside the channel toward the channel at one inch per foot (8 cm per meter). 2. Joint all connections between manhole walls and base and between wall sections making the manhole watertight. 3. Install adjusting rings on each manhole to adjust the manhole top elevation to the existing or specified ground elevations, with the total ring height of 2-inch (5 cm) minimum and 12-inch (30 cm) maximum. Assure adjusting rings are reinforced with the same percentage of steel as the riser and top. 3.3 INLETS AND CATCH BASING A. Construct inlets and catch basins meeting the standard drawing for the type specified. B. Construct inlet structures to the line, cross-section and dimensions specified. Furnish concrete and reinforcing steel meeting Section 03310: STRUCTURAL CONCRETE and Section 03210: REINFORCING STEEL. Inlet structures may be precast or cast-in-place. 3.4 STORM DRAIN SERVICE LINES A. Construct service lines meeting Standard Drawing 02720-10. Install the service line to the property line. Plug the end of the service line with a stopper and gasket, using a gasket of the same type used for pipe jointing. Do not grout the plugs. B. Mark the sanitary sewer and storm drain service line ends at the property line using a steel fence post 5 feet (1.5 m) long, buried at least 2 feet (0.6 m). Place a 2" X 2" (5cm X 5 cm) wood marker extending from the pipe invert to ground line. Wire the 2" X 2" (5cm X 5 cm) marker to the steel fence post. Where applicable, mark the concrete curb to identify the service locations. Paint sanitary sewer service markers green and storm drain service markers gray. Section 02720—60'Edition STORM DRAIN SYSTEMS Page 7 of 10 3.5 TESTS A. Light Test (Visual) 1. Once the trench is backfilled, perform a light test between manholes to check alignment and grade for pipe displacement. Except for specified curved alignments, the completed pipeline must permit a true circle of light to be seen from manhole to manhole. 2. If alignment or grade does not meet specifications, correct alignment or grade at Contractor expense. B. Leakage Test 1. Unless specified, a leakage test will not be required. Obvious and concentrated leaks, such as open joints, pinched gaskets, cracked barrels or bells, are not allowed. C. Deflection Test 1. The Engineer may require deflection testing of all flexible pipe installations to assure the construction quality. 2. Conduct deflection tests meeting ASTM D3034 and satisfy either of the following deflection limitations: TABLE 3.1 DEFLECTION TESTING LIMITATIONS Minimum Period Between Minimum Mandrel Diameter as a Trench Backfilling & Testing Percent of Inside Pipe Diameter 7 Days 95.0 30 Days 92.5 3. Mandrels must have at least nine arms. Perform the mandrel test without mechanical pulling devices. PART 4: MEASUREMENT AND PAYMENT 4.1 GENERAL A. The following are pay items for the work covered under this section. Payment for these items is full compensation for providing all materials, tools, labor and Section 02720—6`f'Edition STORM DRAIN SYSTEMS Page 8 of 10 equipment necessary to complete the item and all incidental work related thereto, whether specifically mentioned herein or not. 4.2 STORM DRAINS A. Measurement of storm drain pipe is in lineal feet (meters) of the various sizes and classes along the centerline of pipe from center to center of manholes, or center of inlet to center of manhole. Payment for storm drain pipe is made at the contract unit price bid per lineal foot (meters) of the various sizes and classes called for, which includes furnishing and installing pipe, trench excavation and backfill, furnishing and placing Type 1 pipe bedding, specials required for connection to manholes and inlets, testing and all other work necessary or incidental for completion of the item. 4.3 MANHOLES A. Measurement of each manhole for payment is made in two parts: (1) for a basic manhole, and (2) for any additional vertical height over and above the basic depth. A basic manhole is defined as 5 feet (1.5 m) deep from the lowest invert to the top of the manhole frame and cover. Any manhole less than 5 feet (1.5 m) deep is considered as one basic manhole. Any manhole over 5 feet (1.5 m) deep is considered as one basic manhole plus a vertical height measurement to the nearest 0.1 foot (0.03 m). Basic manholes are measured by numerical count and the additional vertical feet (meters) of manhole. The measurement of the additional vertical height of manhole is the vertical height of the manhole from the lowest invert to the top of the cast iron frame minus 5 feet(1.5 m). B. Payment for furnishing and installing a basic manhole complete, is made at the contract unit price bid per each for "Basic Manholes", 5.0 feet deep (1.5 meters). Payment includes base, manhole sections, steps, cast iron ring and cover, joint sealer and all other incidentals required to complete the item. C. Payment for furnishing and installing manholes deeper than the basic manhole depth is made at the contract unit price bid per vertical foot (meters) for "Additional Manhole Depth" and includes manhole sections, steps, joint sealer and all other incidentals to complete the item. 1. Payment is made under: a. Basic Manhole, 5'0" (1.5 m) Depth -Per each b. Additional Manhole Depth-Per vertical foot (meter) Section 02720—6°i Edition STORM DRAIN SYSTEMS Page 9 of 10 4.4 STORM DRAIN INLETS A. Storm drain inlets shall be measured and paid for by the number of drain inlets installed, complete in place, at the contract unit price bid for the various types of inlets listed in the Contract documents, which price and payment shall constitute full compensation for all excavation and backfill, furnishing and installing all materials required (including grates), compaction, labor, tools and incidentals necessary to complete the item. 4.1 STORM DRAIN SERVICE LINES A. Measurement is made along the pipe from the tee or wye of the main sewer through tees, wyes and other fittings to the street margin or right-of-way margin. Measurement is to the nearest foot (0.3m). 1. Payment for services is based on the following bid items as specified in the contract: a. Trench excavation and backfill is included in the linear foot price bid for sewer service pipe. b. (size) (class) Sewer Service Pipe in Place,"per linear foot. 4.2 GENERAL A. The contract bid prices are full payment for all labor, materials, tools and other incidentals as maybe required to complete the items of work in the Contract. END OF SECTION Section 02720—6 h Edition STORM DRAIN SYSTEMS Page 10 of 10 SECTION 02720 STORM DRAIN SYSTEMS 1.4 STANDARD DRAWINGS Delete: Standard.Drawing No. 02720-1, 30" Standard Storm Drain Inlet Delete: Standard Drawing No. 02720-3, Sanitary Sewer and Storm Drain Manhole Delete: Standard Drawing No. 02720-4, Standard Straight Manhole Delete: Standard Drawing No. 02720-5, 48" Standard Manhole Delete: Standard Drawing No. 02720-8, Standard Cast Iron Cover Delete: Standard Drawing No. 02720-9, Standard 24" Cast Iron Ring Add: City of Bozeman Standard Drawing No. 02720-1, 36" Standard Storm Drain Inlet Add: City of Bozeman Standard Drawing No. 02720-1A, Standard Square Storm Drain Inlet Add: City of Bozeman Standard Drawing No. 02720-IB, Combination Manhole and Curb Inlet Add: City of Bozeman Standard Drawing No. 02720-3,Sanitary Sewer and Storm Drain Manhole Add: City of Bozeman Standard Drawing No. 02720-4, Standard Straight Manhole Add: City of Bozeman Standard Drawing No. 02720-11, Storm Drain Debris Rack 2.1 GENERAL A. Add the following: All culverts shall be reinforced concrete with flared-end sections unless otherwise approved by the City Engineer. All public storm drain systems shall be constructed with reinforced concrete pipe, with solid-wall or corrugated PVC pipe for pipe sizes 36" and less, or with HP Storm Pipe manufactured by Advanced Drainage Systems, Inc., for pipe sizes 24" and less. 2.3 MANHOLES D. FRAMES AND COVERS Revise this section as follows: 1. Furnish D & L Foundry A-1178 ring and cover or East Jordan Iron Works 3771/3772 series ring and cover, or approved equal. Assure that all covers have two pick holes, 1"minimum, 1 `/a"maximum diameter.Cover lettering shall be"Storm Drain". Covers shall have a City of Bozeman logo cast into the cover.The design of the logo to be approved by the Street Superintendent. 2.4 INLETS AND CATCH BASINS Revise this section as follows: A. Unless otherwise approved,furnish either of the following frames and grates:Neenah COBMODS 6" Edition Page 1 of 2 SECTION 02720 Addendum 2 R-3067-L,Deeter#2047L, D &L Foundry I-3517, or East Jordan Iron Works 7030 with T1 back and Type M6 grate. Inlet castings shall have a logo cast into the curb piece stating"Dump no Waste, Drains to Waterways" or similar. 3.1 PIPE AND SERVICE LINE INSTALLATION Add the following: F. Install detectable buried warning tape centered over all storm sewer mains and service lines. Install tape a minimum of 18"and maximum of 24"below finish grade. 3.2 MANHOLES A. Construction 1.Revise this section as follows: Construct manholes to the specified dimensions. Unless otherwise shown on the plans,do not form channels in storm drain manholes. Assure that the lowest pipe invert is 9" higher than the base of the manhole. 3.5 TESTS Adel the following requirement: D. T.V. Inspection 1. All storm drains are required to be inspected using a television camera before final acceptance. All television inspections of new storm drains shall be done by the City of Bozeman Sewer Department at Contractor expense unless otherwise approved by the Water/Sewer Superintendent. Schedule inspections with the Sewer Department a minimum of one week in advance. De-watering equipment must be shut down a minimum of 24 hours prior to the television inspection to allow groundwater to return to typical levels. Adequately flush the storm drain lines prior to each television inspection. T.V. inspection of dry lines is not acceptable. A storm drain line will be considered deficient and unacceptable if 1) the alignment is outside the specified limits, 2) water ponds in any section to a depth equal to or greater than a value 2 times the grade tolerance specified herein under Section 02720 3.1 E. 1., or 3) the pipe has visible defects such as open joints, pinched gaskets, cracked barrels or bells, or similar defects. Correct any deficiencies and schedule a re-inspection by the Sewer Department. Storm drain lateral lines(inlet lines)may be subject to the same T.V. inspection requirements as storm drain mains at the discretion of the Water/Sewer Superintendent. COBMODS 6"' Edition Page 2 of 2 SECTION 02720 Addendum 2 SECTION 02730 SANITARY SEWER COLLECTION SYSTEMS PART I: GENERAL 1.1 DESCRIPTION A. Furnish and install sewer pipe and fittings including manholes, service lines and other appurtenant structures as specified in the Contract and this section. Pipe strength classifications are shown on the plans,listed in the Contract Documents or specified herein. 1.2 CERTIFICATION BY MANUFACTURER A. Furnish a manufacturer's certification for all pipe and fittings, certifying that the pipe and fittings meet the contract requirements. 1.3 REFERENCES ASTM C76 Reinforced Concrete Pipe ASTM C361 Low Head Pressure RCP ASTM C443 O-ring Rubber Gaskets ASTM C478 Precast Reinforced Concrete Manhole Sections ASTM C655 D-Load RCP ASTM D 1784 Rigid Polyvinyl Chloride Compounds ASTM D2241 PVC Pressure Pipe ASTM D3034 Polyvinyl Chloride Sewer Pipe and Fittings ASTM F679 Large Diameter PVC Pipe ASTM F714 HDPE Pipe-Dimensions ASTM 3350 High Density Polyethylene Pipe ASTM F949 PVC Open Profile Pipe 1.4 STANDARD DRAWINGS A. Standard drawings in Appendix A applicable to this section are as follows: Standard Drawing No. 02660-2 Water and Sewer Main Separation Standard Drawing No. 02720-3 Sanitary Sewer and Storm Drain Manhole Standard Drawing No. 02720-4 Standard Straight Manhole Standard Drawing No. 02720-5 48" (122 cm) Standard Manhole Showing Two Types of Cone Sections Standard Drawing No. 02720-6 Precast Manhole Bases Standard Drawing No. 02720-7 Typical Manhole Channel Details Section 02730—61h Edition SANITARY SEWER COLLECTION SYSTEM Page 1 of 15 Standard Drawing No. 02720-8 Standard Cast Iron Cover Standard Drawing No. 02720-9 Standard 24" (61 cm) Cast Iron Ring Manhole Frame Standard Drawing No. 02730-1 Nomograph for Air Testing Gravity Sewer Mains Standard Drawing No. 02730-2 Sanitary Sewer Service Line Standard Drawing No. 02730-3 Deep Sanitary Sewer Service Line PART 2: PRODUCTS 2.1 GENERAL A. Furnish sewer pipe and fittings as specified in the Contract Documents and meeting the materials and testing requirements of this Section. Furnish Wye or tee branches and service line piping of the same material and design as the sewer pipe unless specified otherwise. Pipe strength classifications are shown on the plans and/or are listed in the Contract Documents. B. References made to ASTM, ANSI or AASHTO designation are the latest revision at the time of call for bids. C. Assure all pipe is clearly marked with type, class and/or thickness as applicable. Assure lettering is legible and permanent under normal conditions of handling and storage. D. Furnish the joint type, class, thickness designation, castings, lining, marking, testing, etc. as specified. 2.2 PIPE MATERIALS A. Polyvinyl Chloride (PVC) Pipe 1. General a. Furnish PVC pipe produced by a continuous extrusion process, employing a prime grade of un-plasticized polyvinyl chloride. Assure the grade used is highly resistant to hydrogen sulfide, sulfuric acid, gasoline, oil, detergents and other chemicals found in sewage and industrial wastes. Assure the material meets "Rigid Polyvinyl Chloride Compounds" -ASTM Designation D-1784 requirements. Assure the pipe has self-extinguishing flammability characteristics. Section 02730—61h Edition SANITARY SEWER COLLECTION SYSTEM Page 2 of 15 2. Gravity Sewer Pipe a. Furnish gravity sewer pipe meeting one of the following requirements: 1) ASTM D-3034, "Standard Specifications for Polyvinyl Chloride Sewer Pipe and Fittings", with an SDR of 35 4"- 15" (10 cm- 38 cm). 2) ASTM F679, "Standard Specifications for PVC Large Diameter Plastic Gravity Sewer Pipe and Fittings" 18"- 36"(46 cm- 76 cm). 3) ASTM F949, "Standard Specification for PVC Corrugated (Open Profile) Sewer Pipe with a Smooth Interior and Fittings" larger than 12" (10cm). b. Furnish pipe having nominal 12.5 feet(3.8 meters), laying lengths, except shorter lengths may be used adjacent to manholes, lampholes or other appurtenances. Assure each pipe section is marked, as a minimum,with size, SDR, "Sewer Pipe" and Code Number. 3. Pressure Sewer Pipe a. Furnish pressure sewer pipe meeting ASTM D2241, "Standard Specification for Polyvinyl Chloride Plastic Pipe (SDR-PR), with an SDR of 26 and a pressure rating of 160. b. Use a nominal laying length of 20 feet(6.1 meters), except shorter lengths may be used adjacent to bends or other appurtenances. Assure each pipe length is marked, as a minimum, with size, SDR, pressure rating or both, ASTM designation and manufacturer's name and code. 4. Pipe Jointing a. Furnish each pipe length with a bell designed to provide a watertight joint when jointing the bell and spigot with a rubber ring. b. Make a rubber gasket joint for PVC pipe and fittings using a rubber gasket compressed between the outer surface of the spigot Section 02730—6`h Edition SANITARY SEWER COLLECTION SYSTEM Page 3 of 15 and the inner surface of the bell. Assure the joint is completely sealed by the gasket so that the assembly remains watertight under all service conditions, including expansion, contraction, settlement and pipe deformation. Follow the manufacturer's recommendations when assembling the rubber ring joint. 5. Fittings a. Assure wye or tee fittings for connecting service lines are of the same material, construction and joint design as the main sewer pipe. B. Concrete Pipe 1. General a. Furnish concrete sewer pipe meeting ASTM Specifications C76 or C655, latest revision, except as noted herein. Assure cement used to make concrete pipe is Type II A Modified, Type V or other approved cement containing less than 5 percent Tricalcium Aluminate. The pipe strength classifications for C76 or C655 specification pipe is listed in the plans or Contract Documents. b. Furnish pipe meeting the referenced ASTM specifications on permissible variations in pipe dimensions. Assure the barrel thickness is uniform to providing a constant flow area without projections across joints. 2. Fittings a. Use wye or tee fittings for connecting service lines of the same material, construction and joint design as the main sewer pipe. 3. Jointing Material a. Make joints for concrete pipe using flexible, watertight, rubber- type gaskets meeting to ASTM C443, with an 0-ring gasket confined in the pipe tongue groove. 4. Pipe Jointing a. Thoroughly clean the spigot and bell ends of the pipe before joint assembly. Follow the pipe and joint manufacturer's recommendations for pipe jointing. Check the position of the rubber gaskets and pipe assembly using a feeler gauge before Section 02730—6"'Edition SANITARY SEWER COLLECTION SYSTEM Page 4 of 15 backfilling the trench. Visually inspect and gauge pipe and joints from inside the pipe where pipe size permits to assure proper gasket position and joint gap tolerances. 5. Material Testing a. When the pipe supplier is not an American Concrete Pipe Association Certified plant,the pipe supplier shall furnish the Engineer with certified test results from an independent testing laboratory on the following: (a) crushing strength(3-edge bearing method), (b) absorption, and(c)hydrostatic test. Furnish test results for each pipe as specified in ASTM C76 or C655, or a minim-Lim two percent of the number of pipe supplied,whichever is greater. Cost of these tests to be borne by the pipe supplier. The engineer retains the option to witness all testing completed at the production facility. C. High Density Polyethylene (HDPE) Pipe 1. Pipe a. Furnish non-profile wall HDPE pipe meeting ASTM D3350, having a cell classification of PE 34-5434C. Assure dimensions and workmanship meet ASTM F714 requirements. 2. Fittings a. Use wye or tee fittings for connecting service lines of the same material construction and joint design as the main sewer pipe. 3. Pipe Jointing a. Heat fusion weld all field joints to meet the manufacturer's recommendations. D. Other Pipe Materials 1. Other pipe materials may be specified at the discretion of the Engineer and Owner. 2.3 MANHOLES A. General Section 02730—6`h Edition SANITARY SEWER COLLECTION SYSTEM Page 5 of 15 .R 1. Construct manholes from precast concrete sections having frames, covers, and steps meeting Standard Drawings. B. Precast Concrete Sections 1. Furnish manholes meeting ASTM C478; "Precast Reinforced Concrete Manhole Sections", specifically including mandatory rejection requirements. C. Steps 1. Furnish non-corrosive steps, 12-inches (30 cm) in width, of 1/2-inch(13 mm) steel rod encased with polypropylene. Assure steps withstand 400 pound(180 kg) vertical loads and 1,000 pound (450 kg)pull-out resistance. D. Frames and Covers 1. Furnish frames and covers meeting Standard Drawing Nos.02720-8 and 02720-9. Furnish 2-hole type covers unless specified otherwise. E. Concrete Base 1. Furnish precast concrete bases or field poured on undisturbed earth. Use concrete meeting Section 03310: STRUCTURAL CONCRETE. PART 3: EXECUTION 3.1 PIPE AND SERVICE LINE INSTALLATION A. Excavation and Backfill 1. Perform pipeline excavation and backfill meeting the applicable requirements of Section 02221: TRENCH EXCAVATION AND BACKFILL FOR PIPELINES AND APPURTENANT STRUCTURES. B. Responsibility for Materials 1. Be responsible for all material furnished. Replace all material found defective in manufacture or damaged in handling after delivery. This includes furnishing all material and labor required for the replacement of installed material discovered defective before final acceptance of the work or during the guarantee period. Section 02730—6`1'Edition SANITARY SEWER COLLECTION SYSTEM Page 6 of 15 2. Be responsible for the safe storage of material intended for the work until it has been incorporated in the completed project. C. Handling of Pipe 1. Deliver and distribute all pipe to the site. Load and unload pipe, fittings and accessories by lifting with hoists or skidding to avoid shock or damage. Do not drop any materials. Do not roll or skid pipe handled on skidways against pipe already on the ground. 2. In distributing the material at the site of the work, unload each piece opposite or near the place where it is to be laid in the trench. Keep the interior of all pipe and other accessories free from dirt and foreign matter at all times. 3. Handle pipe to prevent damaging coating or lining. If any part of the coating or lining is damaged,make all repairs in a manner satisfactory to the Engineer. D. Laying Pipe I. Lay and maintain all pipe to the specified lines and grades with fittings, tees and manholes at the required locations. Establish line and grade using batter boards and string line, laser equipment or other approved methods. When batter boards and string line are used, use a minimum of three batterboards at all times. 2. Install wye or tee fittings in the mainline sewer for service line connections. Furnish wye or tee fittings of the same material, design and specifications as the sewer main pipe. Joint service pipe to tee branches or main line pipe other than PVC using special joint adapters manufactured specifically for jointing the two types of pipe. 3. Use tools and equipment, satisfactory to the Engineer, for the safe and convenient prosecution of the work. Carefully lower all pipe and fittings into the trench to prevent damage to pipe materials and protective coatings and linings. Do not drop or dump any materials into the trench. 4. Take every precaution to prevent foreign material from entering the pipe while it is being installed. At times when pipe laying is not in progress, close the open ends of pipe using a plug or other means approved by the Engineer. Clean and remove all sand, gravel, concrete and cement grout that has entered the lines during construction. Section 02730—6"'Edition SANITARY SEWER COLLECTION SYSTEM Page 7 of 15 E. Tolerances 1. Install the pipe within 1/2-inch(13 min) of the specified alignment and within 1/4-inch(6 min) of the specified grade. 3.2 MANHOLES A. Construction 1. Construct manholes to the specified dimensions. Make invert channels smooth and semi circular in shape conforming to the inside of the adjacent sewer section. Make changes in flow direction with a smooth curve of as large a radius as the manhole size will permit. Make changes in channel grade and size gradually and evenly. The invert channels may be formed directly in the manhole base concrete or by laying half-pipe in the concrete. Make the floor of the manhole outside the channel smooth and slope toward the channel at one inch per foot(8 cm per meter). 2. Joint all connections between manhole walls and base and between wall sections adjusting rings and frame malting the manhole watertight. For all horizontal joints located below the established high groundwater elevation, install a preformed rubber gasket joint. The established high groundwater level is shown on the plans or noted in the Special Provisions. For all sewer pipe to manhole joints, use gasketed, flexible, watertight connections that will accommodate differential settlement. Acceptable options for these connections to the manhole are as follows: a. Adjacent Joints: Bell and spigot pipe joints with rubber sealing rings located within 12 inches (30 cm) of the manhole wall. b. Compression-Type Flexible Connector: A resilient, flexible connection, cast into manhole wall,providing 10 degrees deflection. C. Boot-Type Flexible Comnector: A flexible, watertight connection consisting of a rubber gasket or boot,metal expansion ring and a metal take-up clamp. Assure the expansion ring holds the gasket in the manhole wall, with the take-up clamp holding the gasket to the pipe. d. Options (b) and(c) are limited to precast manhole base inverts and other installations where the flexibility of the connection is not compromised. Section 02730—6th Edition SANITARY SEWER COLLECTION SYSTEM Page 8 of 15 e. Construct manholes meeting ASTM C478, and the rejection criteria stated therein. f. Keep manhole construction within one maiihole distant behind sewer pipeline construction. 3. Install adjusting rings on each manhole to bring the manhole top elevation to match the existing or specified ground elevations. Use manhole rings with a 2-inch minimum (5 cm) and 12-inch (30 cm) maximum height. Furnish adjusting rings reinforced with the same percentage of steel as the riser and top. 3.3 SANITARY SEWER SERVICE LINES A. Construct service lines meeting Standard Drawing 02730-2. Install the service line to the property line. Plug the end of the service line with a stopper and gasket, using a gasket of the same type used for pipe jointing. Do not grout the plugs. B. Mark the sanitary sewer and storm drain service line ends at the property line using a steel fence post 5 feet(1.5 m) long, buried at least 2 feet(0.6 m). Place a 2" X 2" (5cm X 5 cm) wood marker extending from the pipe invert to ground line. Wire the 2" X 2" (5cm X 5 cm)marker to the steel fence post. Where applicable, mark the concrete curb to identify the service locations. Paint sanitary sewer service markers green and storm drain service markers gray. 3.4 TESTS A. Make all tests after backfrll is completed, but before any surface restoration or street surfacing. Be responsible for finding and repairing all breaks and leaks revealed by the tests. Additionally, perform all tests in the presence of the Engineer, resident inspector, or the Owner's other designated representative. B. Light Test(Visual) 1. After the trench has been backfrlled and compacted as specified in Section 02221,perform a light test between manholes to check alignment and grade for pipe displacement. Excluding curved alignments shown on the plans, the completed pipeline is to permit a true circle of light to be visible from one manhole to the next. If alignment or grade is not that specified and displacement of pipe is found, remedy all defects. C. Leakage Test 1. New sewer line will not be finally accepted until leakage tests are made assuring the Engineer that pipe laying and jointing are satisfactory. Section 02730—6`"Edition SANITARY SEWER COLLECTION SYSTEM Page 9 of 15 D. Water Test 1. Where groundwater is at least 2 feet(0.6 m) above the sewer line, make tests by sealing off the section of lines between manholes and measuring the actual flow by collecting or pumping the discharge into barrels or other approved methods. Continue tests at a minimum of 4 hours for each section tested. Allow time to soak lines and manholes in advance of performing tests. 2. When groundwater is not 2 feet (0.6 m) above the pipe,test as follows: On flat slopes where the depth over the centerline of the pipe in the lower manhole of the section being tested will be not more than 10 feet(3 m), fill the upper manhole to 2 feet(0.6 m) over the top of the pipe or 2 feet (0.6 m) above the groundwater elevation (whichever is higher), and block the lower manhole. When the above conditions cannot be met,the Engineer may order testing the line in sections between manholes. Measure the leakage by checking the water level drop in the manhole over a 4 hour period. 3. The allowable infiltration or exfiltration, including manholes, cannot exceed 200 gallons per day per mile of sewer per inch of pipe diameter (185 liters per day per kilometer of sewer per centimeter of pipe diameter). This does not exclude obvious and concentrated leaks and physical defects, such as open joints,pinched gaskets, cracked barrels or bells, etc. Make repairs on concentrated leaks, and as required to reduce infiltration or exfiltration leakage below the specified rate. E. Air Test(Alternative) 1. As an alternate method to water testing,the Contractor may utilize low pressure air to test the sewer mains. Use the test procedure described below: Plug both ends of the pipe under test with airtight plugs and brace to prevent slippage and blowout. Furnish one plug with an inlet tap or other provision for connecting an air hose. 2. Equip the air supply hose, connected between the air compressor and the plug, with a throttling valve, an air bleed valve and a high pressure shutoff valve for control. Equip the low pressure side of the throttling valve with a tee for a monitoring pressure gauge, protected by a gauge cock. This cock is kept closed except when the pressure loss is being timed. 3. If the pipeline is submerged under groundwater,the back pressure, caused by the water head, is measured and added to the standard test pressures to compensate for the groundwater effect on the air test. Section 02730—6"'Edition SANITARY SEWER COLLECTION SYSTEM Page 10 of 15 4. Apply air slowly to the pipeline until the pressure reaches 4.0 psig(27.6 j). Throttle the air supply to maintain the internal pressure between 4.0 and 3.5 psig (27.6 -24.1 j) for at least 2 minutes. During this time check the plugs with soap solution to detect any plug leakage. 5. When the pressure reaches exactly 3.5 psig (24.1 j), disconnect the air supply, start a stop watch and record the time for the pressure to drop to 2.5 psig (17.2 j). The minimum time allowed for the pressure drop is computed on an air loss rate of 3.5 cfm(5.9m 3 /min) or an air loss rate of 0.0030 cubic feet per minute (cfm)per square foot(0.055 m 3 /min per square meter) of inner pipe surface area under test, whichever rate yields the least time for the pressure drop. Should the time of the pressure drop between 3.5 and 2.5 psig (24.1 - 17.2 j) be less than the allowable specified time,make the necessary leakage repairs and repeat the air test. 6. Standard Drawing 02730-1 provides a nomograph which may be used to compute testing times for air testing. The nomograph computes results based upon English(U.S. Customary) units. 7. For single pipe size test sections, the length limits for minimum test times obtained from Standard Drawing No.02730-1 entitled"Nomograph for Air Testing Gravity Sewer Mains" are contained in the following table. TABLE 3.1 LENGTH LIMIT FOR MINIMUM TEST TIMES Pipe Diameter, Inches Test Section Length,Foot(m) (cm) Minimum Maximum 4 10 642(196) 1124 343 6 (15) 429131 751 (229) 8 20 322 98 564 172 10 25 257 78 450 137 12 30 215 66 376 115 15(38) 172(52) 300 (91 18(46) 43(44) 1250 76 21(53) 123 37 215 66 24 61 107(33) 188 (57) 8. For test sections that are shorter than the minimum lengths,new test times must be calculated. This is done by multiplying the test time from the nomograph by the actual length of the test section(in feet) and then dividing the resultant product by the minimum test section length from the preceding table. Section 02730—6`h Edition SANITARY SEWER COLLECTION SYSTEM Page 11 of 15 9. For test sections exceeding the maximum lengths, either shorten the test section to an allowable length or use the water test. F. Number of Tests 1. Perform the number of leakage tests directed by the Engineer to assure that materials and workmanship are acceptable. Repair defective joints using only approved methods. Replace pipe having cracked or broken barrels. Do not exceed 800 feet(240 m) of sewer line per test unless otherwise approved. G. T.V. Inspection 1. All sewer mains shall be inspected using a television camera before final acceptance. A sewer line is deficient and unacceptable if(1) the alignment is outside the specified limits, (2) water ponds in any section are equal to or greater than 2 times the grade tolerance specified herein under Section 02730.3.E.1, or (3)the pipe has visible defects such as open joints, pinched gaskets, cracked barrels or bell, or similar defects. 2. Pay all costs incurred in any television inspection performed solely for Contractor benefit. 3. Record all television inspections in a format acceptable to the Owner. Pull the camera through the sewer at 30 feet per minute (9 meters per minute maximum). If the camera is pulled by attaching to the hose of a hydraulic sewer cleaner, assure the hose is not active during the pulling process. H. Deflection Testing 1. The Engineer may require deflection testing of all or any portion of a flexible pipe installation to assure the construction quality. Flexible pipe is pipe that will deflect at least 2 percent without any sign of structural distress. 2. Conduct deflection tests, when performed on PVC pipe, meeting ASTM D3034 and satisfy either of the following deflection limitations: Section 02730—60'Edition SANITARY SEWER COLLECTION SYSTEM Page 12 of 15 TABLE 3.2 DEFLECTION TESTING LIMITATIONS Minimum Period Between Minimum Mandrel Diameter as a Trench Backfilling&Testing Percent of Inside Pipe Diameter 7 Days 95.0 30 Days 92.5 3. Mandrels must have at least nine arms. Perform the mandrel test without mechanical pulling devices. I. Material and Equipment for Testing 1. Furnish all labor, equipment and materials (including water) necessary for performing the sewer line tests at Contractor expense. 3.5 WATER AND SEWER MAIN SEPARATION A. Horizontal and vertical separation between water and sewer mains is dictated by Montana Department of Environmental Quality. PART 4: MEASUREMENT AND PAYMENT 4.1 GENERAL A. The following items are the pay items for the work covered under this section. Payment for these items is full compensation for providing all materials,tools, labor and equipment necessary to complete the item and all incidental work related thereto, whether specifically mentioned herein or not. 4.2 SEWER MAINS A. Measurement of sewer mains are made in lineal feet(meters) of the various sizes and classes along the centerline of pipe from center to center of manholes. Payment for sewer main is made at the contract unit price bid per lineal foot (meters) of the various sizes and classes called for,which includes furnishing and installing pipe, trench excavation and backfill, furnishing and placing Type 1 pipe bedding, specials required for connection to manholes,testing and all other work necessary or incidental for completion of the item. Section 02730—6"'Edition SANITARY SEWER COLLECTION SYSTEM Page 13 of 15 4.3 MANHOLES A. Measurement of each manhole for payment is made in two parts: (1) for a basic manhole, and(2) for any additional vertical height over and above the basic depth. A basic manhole is defined as being 5 feet deep (1.5 m) from the lowest invert to the top of the manhole frame and cover. Any manhole less than 5 feet deep (1.5 m) is considered as one basic manhole. B. Any manhole over 5 feet deep (1.5 m) is considered as one basic manhole plus a vertical height measurement to the nearest 0.1 foot (0.03 m). Basic manholes are measured by numerical count and the additional vertical heights feet(meters) of manhole. The measurement of the additional vertical height of manhole is the vertical height of the manhole from the lowest invert to the top of the cast iron frame minus 5 feet(1.5 m). C. Payment for furnishing and installing a basic manhole, complete in-place, is made at the contract unit price bid per each for"Basic Manholes", 5.0 feet deep. Such payment includes base, manhole sections, steps, cast iron ring and cover,joint sealer and all other incidentals required to complete the item. D. Payment for furnishing and installing manholes deeper than the basic manhole depth is made at the contract unit price bid per vertical foot(meter) for "Additional Manhole Depth" and includes manhole sections, steps,joint sealer and all other incidentals to complete the item. 1. Payment is made under: a. Basic Manhole, 5'-0" (1.5 meter) Depth- Per Each. b. Additional Manhole Depth- Per Vertical Foot(meter). 4.4 SANITARY SEWER SERVICE LINES A. Measurement is made along the pipe from the tee or wye of the main sewer through tees, wyes and other fittings to the street margin or right-of-way margin. Measurement is to the nearest foot(0.3m). 1. Payment for services is based on the following bid items as specified in the contract: a. Trench excavation and backfill is included in the linear foot price bid for sewer service pipe. b. (size) (class) Sewer Service Pipe in Place,"per linear foot. Section 02730—6`h Edition SANITARY SEWER COLLECTION SYSTEM Page 14 of 15 4.5 GENERAL A. The contract bid prices are full payment for all labor, materials, tools and other incidentals as maybe required to complete the items of work in the Contract. END OF SECTION Section 02730—6°i Edition SANITARY SEWER COLLECTION SYSTEM Page 15 of 15 SECTION 02730 SANITARY SEWER COLLECTION SYSTEMS 1.4 STANDARD DRAWINGS Delete: Standard Drawing No. 02720-3, Sanitary Sewer and Storm Drain Manhole Delete: Standard Drawing No. 02720-4, Standard Straight Manhole Delete: Standard Drawing No. 02720-5, 48" Standard Manholes Showing Two Types of Cone Sections Delete: Standard Drawing No. 02720-8, Standard Cast Iron Cover Delete: Standard Drawing No. 02720-9, Standard 24" Cast Iron Ring Delete: Standard Drawing No. 02730-2, Sanitary Sewer Service Line Delete: Standard Drawing No. 02730-3, Deep Sanitary Sewer Service Line Add: City of Bozeman Standard Drawing No. 02730-3,Deep Sanitary Sewer Service Line Add. City of Bozeman Standard Drawing No. 02660-16, Water and Sewer Main and Services Location Standards Add. City of Bozeman Standard Drawing No. 02720-3, Sanitary Sewer and Storm Drain Manhole Add: City of Bozeman Standard Drawing No. 02720-4, Standard Straight Manhole Add: City of Bozeman Standard Drawing No. 02730-2, Sanitary Sewer Service Line Add. City of Bozeman Standard Drawing No. 02730-4, Sanitary Sewer Cleanout Add: City of Bozeman Standard Drawing No. 02730-5, Standard Drop Manhole 2.1 GENERAL A. Revise this section as follows: Furnish new sewer pipe and fittings as specified in the Contract Documents and meeting the materials and testing requirements of this Section. Furnish in-line wye branches of the same material and design as the sewer pipe unless specified otherwise. Saddle-type fittings are allowed only upon approval by the Sewer Superintendent. Pipe strength classifications are shown on the plans and/or are listed in the Contract Documents. Do not use tee branches unless specifically approved by the City of Bozeman. 2.2 PIPE MATERIALS Delete the use of High Density Polyethylene (HDPR) Pipe and Corrugated PVC pipe for sanitary sewers A. Polyvinyl Chloride (PVC) Pipe 2. Gravity Sewer Pipe a. Revise this section as follows: Furnish gravity sewer pipe meeting one of the following requirements: COBMODS 611 Edition Page - t - of 5 SECTION 02730 Addendum 2 1) ASTM-3034,"Standard Specifications for Polyvinyl Chloride Sewer pipe and Fittings", with an SDR of 35 8" - 15". 2) ASTM F679, T-1 wall thickness (SDR 35), "Standard Specifications for PVC Large Diameter Plastic Gravity Sewer Pipe and Fittings" 18"—27". 3) SDR 26 PVC pipe for 4" and 6" service lines. 5. Fittings Revise this section as follows: a. Assure wye fittings for connecting service lines are of the same material, construction, and joint design as the main sewer pipe. 2.3 MANHOLES A. General 1. Add the following: Do not use flat-top (straight) manholes unless specifically called out on the plans or in the Contract Documents. Unless noted otherwise, flat-top manholes are only to be used when the distance from the rim to the invert is less than 6 feet. D. Frames and Covers 1. Revise this section as./ollows: Furnish D & L Foundry A-1178 ring and cover, or East Jordan Iron Works 3771/3772 series ring and cover, or approved equal. Assure that all covers have two pick holes, 1" minimum, 1 '/4" maximum diameter. Cover lettering shall be "Sanitary Sewer". Covers shall have a City of Bozeman logo cast into the cover. The design of the logo to be approved by the Sewer Superintendent. 3.1 PIPE AND SERVICE LINE INSTALLATION D. Laying Pipe Delete references to tee fittings. E. Tolerances 1. Revise as follows: Install the pipe within 1/2"of the specified alignment and within 1/4" of the specified grade,provided that such variation does not result in a level or reverse sloping invert. COBMOOS 6" Edition Page - 2 - of 5 SECTION 02730 Addendum 2 Add the following: F. Install detectable buried warning tape centered over all sanitary sewer mains and service lines.Install tape a minimum of 18"and maximum of 24"below finish grade. 3.2 MANHOLES A. Construction 2. Add the following requirements: Unless otherwise approved by the City of Bozeman,make all break-in connections to existing manholes by using a core drilling machine. Trim off and remove all excess gasket material inside manholes. 3. Revise this section as follows: Install adjusting rings on each manhole to bring the manhole rim elevation to match the existing or specified ground elevations. A maximum of 12" of adjusting rings are permitted. Furnish concrete adjusting rings reinforced with the same percentage of steel as the riser and top, or HDPE adjusting rings. To adjust the rim to match the slope of a street,use rubber-composite tapered adjusting rings. Install Ram-Nek or approved equal joint sealant compound between the first adjusting ring and the top of the manhole, between each adjusting ring, and between the last adjusting ring and the manhole frame. 3.3 SANITARY SEWER SERVICE LINES A. Revise this section as follows: Construct service lines in accordance with City of Bozeman Standard Drawing No. 02730-2 or, if authorized by the Engineer, City of Bozeman Standard Drawing No. 02730-3. Install the service line to a point 8 feet past the property line unless shown or specified otherwise on the plans. Plug the end of the service line with a stopper and gasket,using a gasket of the same type used for pipe jointing. Do not grout the plugs. For multiple service lines installed in the same trench,maintain a minimum of 2 feet clear between each service line and service tap. For service lines connected to existing mains, use Schedule 40 PVC pipe with solvent weld joints or SDR 26 PVC pipe with gasketed joints, and provide all equipment, material, labor and incidentals necessary to install the service line from the main to the building. The City of Bozeman Sewer Department shall make all main taps for new sewer services connected to existing mains, at the Contractor's expense. Inserta Tees D may be used for service line connections to existing mains. 3.4 TESTS A. Add the following requirements: At least 24 hours prior to beginning sewer main COBMODS 6'" Edition Page - 3 - of 5 SECTION 02730 Addendum 2 and manhole tests, provide a testing schedule to the Engineer and the City Engineering Office for approval. Specify the proposed sequence of testing and the methods and procedures which will be used to complete the tests. D. Water Test I. Add the following requirement: If the water test method is used, verify groundwater levels at the time of testing by installing piezometers or test pits in the immediate area of the sewer line that is being tested. E. Air Test (Alternate) 9. Revise this section as follows: For test sections exceeding the maximum lengths, either shorten the test section to an allowable length; test according to Uni-Bell Standard Uni-B-6-98; or use the water test. Add the following requirement: 10. If the air test method is used to test the sewer mains, test manholes for leakage by filling each manhole with water to the top of the manhole. Measure the leakage by checking the water level drop in the manhole over a four hour period.Allow time to soak the manholes in advance of performing tests. The allowable leakage for manholes is 0.1 gal/hr/ft-dia/ft-head. G. T.V. Inspection 1. Revise this section as follows: All sewers are required to be inspected using a television camera before final acceptance. All television inspections of new sewers shall be done by the City of Bozeman Sewer Department at Contractor expense unless otherwise approved by the Water/Sewer Superintendent. Schedule inspections with the Sewer Department a minimum of one week in advance. De- watering equipment must be shut down a minimum of 24 hours prior to the television inspection to allow groundwater to return to typical levels.Adequately flush the sewer lines prior to each television inspection. T.V. inspection of dry sewer lines is not acceptable. A sewer line will be considered deficient and unacceptable if 1)the alignment is outside the specified limits,2)water ponds in any section to a depth equal to or greater than a value 2 times the grade tolerance specified herein under Section 02730 3.1 E. 1., or 3)the pipe has visible defects such as open joints,pinched gaskets,cracked barrels or bells, or similar defects. Correct any deficiencies and schedule a re-inspection by the Sewer Department. Sanitary sewer service lines may be subject to the same T.V. inspection requirements as sanitary sewer mains at the discretion of the Sewer Superintendent. COBMODS 61' Edition Page - 4 - of 5 SECTION 02730 Addendum 2 Add the following section: J. Manhole Vacuum Testing 1. Vacuum testing of manholes may be done in lieu of water testing.Testing shall be done in accordance with "ASTM C1244-05a, Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure(Vacuum)Test Prior to Backfill",with the exception that the testing shall be done after backfilling. COBMODS 6`h Edition Page 5 of 5 SECTION 02730 Addendum 2 NO VERTICAL REQUIREMENT �—WATER MAIN SEWER -- 10'(30m�IN.-- 1Q D PARALLEL ARRANGEMENT L ® L Q L/2 L 2 EXISTING PIPE 1 "IMIN. NEW PIPE �" �O. m)� � EXISTING PIPE 1$" Mite(..@ I (0.5m)O —I— EW PIPE CROSSINGS 0 NOTES: 0 SPECIFIC MONTANA DEPART. OF HEALTH AND ENVROMENTAL SCIENCES APPROVAL IS REQUIRED FOR A DISTANCE LESS THAN 10 FEET(3m) BETWEEN WATER MAIN AND GRAVITY SEWER. Q NO EXCEPTION TO THE MIN. SEPARA11ON REQUIREMENT IS PERMITTED WHEN THE SEWAGE CARRYING PIPE IS A FORCE MAIN. AT CROSSINGS. ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE LOCATED SO THAT BOTH JOINTS WILL BE AS FAR FROM THE FORCE MAIN AS POSSIBLE. U3 LESS THAN 18 INCHES(0.5m) OF SEPARATION IS PERMITTED WHEN THE GRAVITY SEWER AT THE CROSSING IS MADE FROM A SINGLE 20 FOOT(6.1m) LENGTH OF AWWA PRESSURE PIPE AND THE CROSSING ANGLE IS APPROXIMATELY 90 DEGREES. SPECIFIC MONTANA DEPART. OF HEALTH AND ENVIROMENTAL SCIENCES APPROVAL IS REQUIRED FOR A VERTICAL SEPARATION OF LESS THAN 18 INCHES(0.5m) BETWEEN WATER MAIN AND SANITARY SEWER ® "L" IS A STANDARD LENGTH OF PIPE AS SUPPLIED BY A PIPE MANUFACTURER. 50 ADEQUATE STRUCTURAL SUPPORT FOR PIPES AT CROSSINGS SHALL BE PROVIDED. REVISED: 12/27/95 MONTANA PUBLIC WORKS SCALE: WATER AND SEWER MAIN STANDARD DRAWING STANDARD SPECIFICATIONS NONE I SEPARATION NO. 02660-2 INLET CASTING NEENAH R-3067-L, 4" MINIMUM, EJIW 7030, OR 7" MAXIMUM DEETER 2047L, OR OPENING D & L 1-3517 5/8" SMOOTH ROD CENTERED IN OPENING Lza (EXCEPT FOR EJIW 7030) FLAT TOP 6"� 24" SQUARE ,d OPENING a 36" R.C.P. ---- ASTM C-76 ° CLASS 2 a, a . a .a a a• O a' W 5 BLOCK OUT FOR a.• w INLET PIPE a a. a : 9" SUMP . a .`°o a ' a A 4" 6" PRECAST BASE 44" O.D. CITY OF BOZEMAN SCALE: 36" STANDARD NO. 02720-1 STANDARD DRAWING NONE STORM DRAIN INLET Dec. 2003 Rev. March 2006 5' -` INLET CASTING NEENAH R-3067-L, DEWTERO 2d4700LR E , OR D & L 1-3517 TRANSITION CURB & GUTTER TO MATCH INLET CASTING 4` (TYPICAL FOR ALL INLETS) f. f:, :+r►i PRECAST CONCRETE, ' ;•,: M-3000 OR C-3000 VARIABLE (3' MIN.) , 3'-0" NO, 4 BARS AT 12" CENTERS MAX., SPACED EQUALLY 6" (TYP.) FRONT VIEW 4" MINIMUM, 7" MAXIMUM OPENING .� 5/8" SMOOTH ROD CENTERED IN OPENING (EXCEPT FOR EJIW 7030) 1" MAX OFFSET ALLOWED FOR CASTING BACK PIECE ADJUSTMENT VARIABLE 4 2'-0" •!� •4. +ti .* CURB AND GUTTER TO BE WARPED .:;. 91, TO MATCH INLET. DESIGNERS WILL PROVIDE ADDITIONAL BLOCK OUT FOR ., ` i' •+ DESIGN DETAILS TO FIT SPECIFIC OUTLET PIPE CONDITIONS. 12" RCP (Typ.) 6" S-O" SIDE VIEW CITY OF BOZEMAN SCALE: STANDARD SQUARE NO. 02720-1 A STANDARD DRAWING NONE STORM DRAIN INLET Dec. 2003 Rev MAR 2006 4' MINIMUM, 7" MAXIMUM OPENING 5/N �T INLET CASTING CETRDANNG NENAHR-3067-L,(EXCEPT FOR EJ1W 7 EJIW 7030, 6' FLAT • DEETER 2047L, OR SLAB COVER D & L 1-3517 OPENING 4' DMA. PRECAST REINFORCED CONCRETE ',':• y'' MANHOLE AND BASE, AS PER STANDARD DRAWING NO. 02720-4 • 4'-0' .i. .r 9" MIN. -I",L; ONE EXTRA BAR IN BOTTOM (ALL SIDES) 24" FLAT SLAB COVER REINFORCEMENT AS PER ��--361, STANDARD DRAWING 02720-6 CITY OF BOZEMAN SCALE: COMBINATION MANHOLE AND NO. 02720-1 B STANDARD DRAWING NONE CURB INLET DEC.2003 REV: MAR. 2006 Q Oo n 0 OO/�. O `] DOO NEENAH NO. R-2533 Q ❑ OR APPROVED EQUAL WITH TYPE C GRATE. PLAN .9m) 22' (55.9cm) MEN 1 1/2"(3.8cm) 9"(22.9cm CR�24 " — 2-2"(5cm) ADJUSTING 20" RINGS FOR FUTURE GRADE ADJUSTMENT 24"(61cm) R.C.P. CLASS II WALL B (ASTM C-76) 10"(25.4cm) MINIMUM DIA. LATERAL PIPE *36"(.9m) ' 1% MIN. SLOPE zm 6 MIN. 12 MAX. SEDIMENTATION 3" MIN. I - BASIN 6" MIN —BASE OPTION, MAY BE FIELD POURED. SECTION NOTE: * STANDARD, EXCEPT AS FOR INSTALLATION IN GRAVEL OTHERWISE NOTED ON THE ALLEYS PIPE INVERT MUST BE PLAN — PROFILE SHEET. 6" MIN. ABOVE BASE. 2/2000 SHELF ON BASE NOT REQUIRED. MONTANA PUBLIC WORKS SCALE: STANDARD DRAWING STANDARD SPECIFICATIONS NONE 24" STANDARD RISER INLET NO. 02720-2 Frame and cover to be either D&L A-1172 ring with A-1178 cover, EJIW 3771/ 3772 series, or approved equal. �7, Covers shall have two 1" pick holes. Adjustable rings, NOTE: All joints between manhole sections, manhole ring & 2" min., 12" max. " top section, and around sewer pipe into manhole shall be watertight. Jointing material shall be "Ram—Nek" or equal for all joints except between sewer pipe and manhole wall. 4'-0" •' Precast reinforced concrete manhole riser and eccentric cone top manufactured in + Mahole steps at accordance with ASTM designation C-478. 16" centers rout invert to springline of pipe if gap between • , pipe and channel is •" s• greater than 1/8". Pre—cast channel flowllne Top of pipe may U not extend past Variable •�.. "` 4-0 ; inside wall of "a v ■�' (min. ` manhole. If i° necessary top E a Shelf—slope 1" per too 4Y. half of pipe may a toward channel. See N w o channel detail. <; Flexible asketed joint t ical be trimmed off — a for precast basest— see de{ail) smooth. III A Channel = dio, of pipe A Precast or poured—in—place base. #4 bars — 1'-0" c—c Poured—in—place base, minimum concrete thickness below pipe is 5'-4" dia. 8 inches. Precast base, minimum (min.) thickness is 6 inches. All bases reinforced as shown. sh of manhole Slope at 1" per foot,:,-- Channel to full ipo depth ..:� NOTE: Storm drain manholes shall not have formed channels and the Dia. of ' . } ;' ,`• lowest pipe invert shall be 9" higher sewer `•�'pipe than bottom of manhole. •!'• !s' � j 7• � SECTION A—A CITY OF BOZEMAN SCALE: SANITARY SEWER AND NO. 02720-3 STANDARD DRAWING NONE STORM DRAIN MANHOLE DEC. 2003 Rev. FEB 2013 Standard casting & cover----,,,,, Frame and cover to be either D & L A-1172 ring with A-1178 Cover, EJIW 3371/ 3772 series, or approved equal. Covers shall have two 1 pick holes. Flat slab cover Adjustable rings. 2" min., 12"ax. •• NOTE: All joints between manhole sections, manhole ring & tap section, and around sewer pipe into manhole shall be water- 24" or tight. Jointing material shall be "Rom or equal for all joints except between 27" Opening 4 sewer pipe and manhole wall. M ' N O A. M , N Manhole steps at o16" centers a Precast reinforced concrete manhole riser a and cover manufactured in accordance N with ASTM designation C-478. r 0 O> m C C N O — ;u AO c� As required .•°c '0 >° 0 :4 c o 9F Cutouts as required aEi N d m 0 N Q U in A Channel = dia, of pipe Precast or poured—in—place base. Poured—in—place base, minimum as Radius of concrete thickness below pipe is manhole 8 inches. Precast base, minimum Slope of 1'per loot cxroo-61 to lU _ thickness is 6 inches. pipe depth. t i .,�;, �'• NOTE: Storm droin manholes shall Dia. of s wer pipe not have formed channels and the lowest pipe invert shall be 9" higher than bottom of manhole. SECTION A—A CITY OF BOZEMAN SCALE: STANDARD STRAIGHT NO. 02720-4 STANDARD DRAWING NONE MANHOLE DEC. 2003 REV: MAR 2006 O.D. REINFORCING (15cm) , .•, •, ..A •, .•, .•, .•, SIZE O.D. REIN. WT. 48" 64" #408" 1675# EACH WAY (122cm) (163cm) (#4020cm) (760kg) 54" 71" #406" 4125# EACH WAY (137cm) (180cm) (#4020cm) (1870kg) 60" 78" AW 4975# CH WAY (152cm) (198cm) (#4020cm) (2260kg) 72" 92" tAtTwWAY 6925# CH (183cm) (234cm) (#4015cm) (3140kg) REVISED: 12/27/95 MONTANA PUBLIC WORKS SCALE: PRECAST MANHOLE BASES STANDARD DRAWING STANDARD SPECIFICATIONS NONE 48", 54", 60", 72" NO. 02720-6 SHELF ° �©• CHANNEL SHELF SHELF SHELF SHELF CHANNEL CHANNEL ` SHELF . . SHELF NOTES: 1. SLOPE ALL SHELVES TO CHANNEL AT 1' PER FOOT (Scm per motor). 2. SEE PLAN—PROFILE SHEETS FOR SLOPE OF CHANNEL REVISED: 12/27/95 MONTANA PUBLIC WORKS SCALE: TYPICAL MANHOLE STANDARD DRAWING STANDARD SPECIFICATIONS NONE CHANNEL DETAILS NO. 02720-7 STEEL POST AT END OF SERVICE �S m PROPERTY t VARIES 'COMPACTED BACKFILL J (SEE SPECS.) 2'X2"(5cm X 5am) WOOD MARKER SERVICE 45'ELBOW SLOPE-2X MINIMUM NE MIN. 67; TEE FITTING FOR NEW PLUG ATIONS.—A—TEE, OR AS APPROVED BY ENGINEER, ISTING INSTALLATIONS L STORM SEWER MAIN STORM DRAIN SERVICE LINE (PRIVATE PROPERTY CONNECTION) REVISED: 2/17/2000 MONTANA PUBLIC WORKS SCALE: STANDARD DRAWING STANDARD SPECIFICATIONS NONE STORM DRAIN SERVICE LINE NO. 02720-10 L C K d 1000 15.0 39 15000 900 36 800 10.0 10000 33 9.0 30 700 &0 7.0 5000 27 600 6'0 4000 24 5.0 3000 500 4.0 21 2000 3.0 18 400 1000 15 2.0 300 500 12 400 250 1.0 300 0.9 10 0.8 Y00 0.7 200 0.6 8 0.5 100 0.4 150 6 0.3 50 40 30 0.2 100 20 L 4 The nomograph shown on this page may be used to compute the specification time even if several different pipe diameters are Included In one test. Draw a straight line connecting the diameter on the 'd" scale with the corresponding length of pipe of that diameter under test on the V scale. Each line will cross the "K' and "C' scalse. The corresponding values of "K' and 'C" for each diameter — lenoth combination under test are read and recorded. All the "K' values are totaled, as are the 'C" values. Total 'K governs if the total of 'C" is lose than 1.0 in which case, total 'K' value equals the time in seconds that the pipeline under test should take before the pressure falls from 3.5 to 2.5 psig. If total "C" is greater than 1.0, total "K' is divided by total "C" to obtain the specification time In seconds. )! M This nomograph is applicable to pipe test section lengths within the limits specified in Section 02722.3.3.3.2 of the specifications. For test lengths beyond the specified limits, refer to specifications for additional Information. REVISED: 12/27/95 MONTANA PUBLIC WORKS SCALE: NOMOGRAPH FOR AIR TESTING STANDARD DRAWING STANDARD SPECIFICATIONS NONE GRAVITY SEWER MAINS NO. 02730-1 GREEN STEEL POST AT END OF SERVICE PROPERTY LINE OR EASEMENT LINE 5 1/2' BOULEVARD (TYP.) 4, STREET SURFACE 5' SIDEWALK GROUND SURFACE (TYP.) (TYP.) COMPACTED BACKFILL 2' (SEE 5PEC5.) 1. 11.5' "d g' (TYP.) (TYPICAL EXCEPT IN SPECIAL CIRCUMSTANCES WHERE CITY HAS APPROVED ALTERNATE LOCATIONS) 2" X 2" WOOD SERVICE LINE. SLOPE = 1/4" MARKER 45' ELBOW PER FOOT MIN., 1/2" PER FOOT MAX. SEWER MAIN 7.71 IN LINE WYE FITTING FOR PLUG NEW INSTALLATIONS. SADDLE FITTINGS ALLOWED FOR EXISTING INSTALLATIONS ONLY UPON APPROVAL OF CITY OF BOZEMAN SEWER DEPARTMENT. SERVICE INVERT NO LOWER THAN SPRING LINE OF SEWER MAIN FOR WYE FITTINGS. CITY OF BOZEMAN SCALE: SANITARY SEWER NO. 02730-2 STANDARD DRAWING NONE SERVICE LINE DEC. 2003 GREEN STEEL POST AT END OF SERVICE PROPERTY LINE OR EASEMENT LINE 5 1/2' BOULEVARD (TYP.) 4 STREET SURFACE 5' SIDEWALK GROUND SURFACE (TYP.) COMPACTED BACKFILL 2,5' (TYP•) (SEE SPECS.) 11,5' _.. _. 8' •- (TYP.) (TYPICAL EXCEPT IN SPECIAL CIRCUMSTANCES WHERE CITY HAS - APPROVED ALTERNATE LOCATIONS) 2„ X 2„ WOOD MARKER rirr xrxar SERVICE LINE. SLOPE = 1/4" PER FOOT MIN., 1/2" PER FOOT MAX. PLUG 45' ELBOW-----•� 45' BEND DUCTILE IRON SEWER FITTINGS. ttitrt(�j�xrrnrxxtrx rt rxrxxxxxr��xx ttttt SDR 26 PVC PIPE NOTES: situ SEWER MAIN 1, THIS INSTALLATION MAY BE USED IF DEPTH OF COVER AT STUB END WILL EXCEED 6.5' WITH STANDARD INSTALLATION (PER STANDARD DRAWING 02730-2) 2. MIN, DEPTH OF COVER SHALL BE 5' AT END OF SERVICE STUB, ENGINEER SHALL BE RESPONSIBLE FOR DETERMINING REQUIRED ELEVATION OF STUB. 3. DUCTILE IRON FITTINGS SHALL BE HARCO GASKET X GASKET OR APPROVED EQUAL. CITY OF BOZEMAN SCALE: DEEP SANITARY SEWER NO. 02730-3 STANDARD DRAWING NONE SERVICE LINE OCT. 2014 1/4" BELOW TOP OF NEW PAVEMENT SURFACE HEAVY DUTY MONUMENT BOX, SIMILAR TO CAIRD ENG. NO. 50608-1 STREET PAVING & GRAVEL AS REQUIRED SEAL JOINT WITH RAM—NEK 8" X 3' ROUND CONCRETE SLAB • •r a SLIP HUB TO FROST THREADED ADAPTOR EXPANSION SLEEVE THREADED PLUG .— CLEANOUT PIPE, 8" PVC NON—SHRINK BACKf1LL 0" MIN. .;a :�. :`45 '•.�%$ BEtt. ` a# a.�• .. END OF ° `.. `•= TRENCH a. < ..' •. r e'' g r .. d r. 8" PVC t q END OF LINE CLEANOUT IF REQUIRED USE PLUG CITY OF BOZEMAN SCALE: SANITARY SEWER NO. 02730-4 STANDARD DRAWING NONE CLEANOUT DEC. 2003 Standard casting & cover Frame and cover to be either D & L A-1172 ring with A-1178 cover, EJIW 3771/ 3772 series, or approved equal. Covers shall have two 1" pick holes. � Flat slab cover s i Adjustable rings, 2" min., 12" max. NOTE: All joints between manhole sections, 24" manhole ring and top section, and around Opening sewer pipe into manhole shall be watertight. Jointing material shall be "Ram—Nek" or a, equal for all joints except between sewer iD pipe and manhole wall. N N N Manhole steps at c 16" centers Precast reinforced concrete manhole riser a and cover manufactured in accordance 5 with ASTM designation C-478. a oAs required :2 (60" min.) � o U g Flexible gasketed joint > Gasketed Tee v+ c c o B B N �J v o ' vm o or o . Pipe restraint (typ.) iJ (n A Gasketed 90' elbow cast into base Channel dia. of pip Precast or poured—in—place base. Poured—in—place base, minimum concrete thickness below pipe is 8 inches. Precast base, minimum thickness is 6 inches. Stainless steel Radius of all—thread rod, manhole I 1/2" 0 Slope at 1" per foot. Sewer pipe Channel to ful pipe depth. �—Manhole wall Epoxy grout rods Dim of stwer pipe A +` Stainless steel 3" into wall Fey pipe clamp SECTION A—A SECTION B—B CITY OF BOZEMAN SCALE: STANDARD DROP NO. 02730-5 STANDARD DRAWING NONE MANHOLE DEC. 2003 Rev. March 2006