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HomeMy WebLinkAboutCouncil Workshop Packet 09.06.2022 AGENDA CITY OF LAUREL CITY COUNCIL WORKSHOP TUESDAY, SEPTEMBER 06, 2022 6:30 PM COUNCIL CHAMBERS Public Input: Citizens may address the Council regarding any item of City business that is not on tonight’s agenda. The duration for an individual speaking under Public Input is limited to three minutes. While all comments are welcome, the Council will not take action on any item not on the agenda. If a citizen would like to speak or comment regarding an item that is on tonight’s agenda, we ask that you wait until the agenda item is presented to the Council by the Mayor and the public is asked to comment by the Mayor. Once again, each speaker is limited to three minutes. Be advised, if a discussion item has an upcoming public hearing, we would request members of the public to reserve your comments until the public hearing. At the public hearing, the City Council will establish an official record that will include all of your comments, testimony and written evidence. The City Council will base its decision on the record created during the public hearing. Any comments provided tonight will not be included in the recor d or considered by the City Council. General Items Executive Review 1. Resolution - Resolution Of The City Of Laurel City Council Granting A Variance For Goldberg Sporting Estates Subdivision, First Filing, For The Use Of A Low-Pressure Sewer System 2. Ordinance No. O22-03: An Ordinance Amending Certain Chapters Of Title 14 Of The Laurel Municipal Code Relating To The Adoption And Enforcement Of Building Codes For The City Of Laurel As Required By The State Of Montana (PH 9.13.2022) 3. Ordinance - An Ordinance Amending Section 2.20.010 Of The Laurel Municipal Code Relating To The City Court Clerk For The City Of Laurel 4. Ordinance - An Ordinance Amending Chapter 1.01 (Code Adoption) Of The Laurel Municipal Code Relating To The General Provisions Council Issues 5. Parking Expectations Discussion Other Items Attendance at Upcoming Council Meeting Announcements The City makes reasonable accommodations for any known disabi lity that may interfere with a person’s ability to participate in this meeting. Persons needing accommodation must notify the City Clerk’s Office to make needed arrangements. To make your request known, please call 406 -628-7431, Ext. 2, or write to City Clerk, PO Box 10, Laurel, MT 59044, or present your request at City Hall, 115 West First Street, Laurel, Montana. DATES TO REMEMBER 1 File Attachments for Item: 1. Resolution - Resolution Of The City Of Laurel City Council Granting A Variance For Goldberg Sporting Estates Subdivision, First Filing, For The Use Of A Low-Pressure Sewer System 2 REQUEST FOR CONSIDERATION OF AGENDA ITEM BY CITY OF LAUREL CITY COUNCIL To: City of Laurel Attn: City Mayor Civil City Attorney City Clerk/Treasurer Executive Assistant From: _________Kurt Markegard___________ Date: _____________September_______ Action Item Being Requested of City Council: Please clearly specify what you are requesting from City Council. ___________Variances From Public Works Standards- See Ryan’s report from KLJ___________________________________________________________________________ ______________________________________________________________________________ ______________________________________________________________________ Date of Proposed Consideration by City Council: ____________________September 13th Vote_______ 3 Checklist of Items in Advance of Submission to City Council: If applicable, have all meeting minutes and supporting documents been submitted to the City for review and approval? Yes ___X__ No _____ If applicable, have all Department Heads and relevant personnel been consulted and approve of this item to be placed in front of City Council for consideration? Yes __X___ No _____ Has the Civil City Attorney reviewed all proposed legal documents to be executed by the City and/or prepared all relevant documents? Yes _____ No __X___ Are all proposed legal documents to be executed by the City signed by opposing parties and ready to be presented as accepted to City Council? Yes _____ No ___?__ If it is a land use issue, has the County approved and accepted all relevant documents? Yes _____ No _____ Have you received approval from the Mayor for your proposed action item, and have you submitted all supporting documentation for it? Yes __X___ No _____ Have you clearly indicated to City Council the proposed action item that you seek from City Council? Yes ___X__ No _____ Have you clearly indicated to the City when you request that the proposed action item be put on City Council agenda? Yes ___X__ No _____ 4 Have you clearly indicated to the City if the matter is required to be set for public hearing? Yes _____ No __X___ Have all supporting documents intended to be included in the City Council packet been included with this submission? Yes __X___ No _____ Please include/attach all supporting documents, including Agenda, Minutes, Voting Affirmation/Declination, Supporting Legal Documents, and Proposed Memoranda on Additional Issues for City Attorney and/or City Council Consideration. 5 R22-____ Approve Variance for Goldberg Sporting Estates Subdivision, LPSS RESOLUTION NO. R22-_____ RESOLUTION OF THE CITY OF LAUREL CITY COUNCIL GRANTING A VARIANCE FOR GOLDBERG SPORTING ESTATES SUBDIVISION, FIRST FILING, FOR THE USE OF A LOW-PRESSURE SEWER SYSTEM WHEREAS, the Developer of Goldberg Sporting Estates Subdivision, First Filing (hereinafter “the Development”), is requesting a Variance from the City of Laurel for the use of a Low-Pressure Sewer System (hereinafter “LPSS”) to collect wastewater within the Development; WHEREAS, the proposed scope, effect, and operations of the LPSS are fully-described in the August 31, 2022 Report from KLJ Engineering, a copy attached hereto and fully incorporated herein; WHEREAS, the Developer retained a Design Engineer to analyze the downstream collection system to determine the effects of the proposed Variance, and the Findings of the Developer’s Design Engineer’s Report are attached hereto and fully incorporated herein; WHEREAS, the Developer has proposed additional benefits to the City of Laurel, as fully-described in the August 31, 2022 Report from KLJ Engineering, a copy attached hereto and fully incorporated herein; WHEREAS, in order for the Developer to use the LPSS, the City of Laurel is required to grant a Variance, for the reasons fully-described in the August 31, 2022 Report from KLJ Engineering, a copy attached hereto and fully incorporated herein; WHEREAS, the City Council of the City of Laurel may conditionally approve the installation and use of the LPSS, subject to the conditions recommended and fully-described in the August 31, 2022 Report from KLJ Engineering, a copy attached hereto and fully incorporated herein; and WHEREAS, the City Council of the City of Laurel hereby adopts the conditions for approval of the installation of the LPSS, and further the City Council finds it is in the best interests of the residents of the City of Laurel to allow the variance, based upon the conditions fully-described in the August 31, 2022 Report from KLJ Engineering, a copy attached hereto and fully incorporated herein, since: 1. allowing the variance in this case relates only to a special condition that is specific to the applicant; 2. the current hardship was not created by the applicant; 3. the variance requested appears to be within the spirit, intent and purpose of the Laurel Municipal Code; and 6 R22-____ Approve Variance for Goldberg Sporting Estates Subdivision, LPSS 4. granting the variance will not injure or result in an injustice to others. NOW THEREFORE, BE IT RESOLVED that the Variance for Goldberg Sporting Estates Subdivision, First Filing, for the use of a low-pressure sewer system is hereby granted, subject to all of the conditions fully-described in the August 31, 2022 Report from KLJ Engineering, a copy attached hereto and fully incorporated herein; and BE IT FURTHER RESOLVED, that the variance is site specific to the Development. Introduced at a regular meeting of the City Council on the ______ day of _____________, 2022 by Council Member _____________________. PASSED and APPROVED by the City Council of the City of Laurel, Montana on the ______ day of _____________, 2022. APPROVED by the Mayor on the ______ day of _____________, 2022. CITY OF LAUREL ___________________________ Dave Waggoner, Mayor ATTEST: _______________________________ Kelly Strecker, Clerk-Treasurer APPROVED AS TO FORM: ______________________________ Michele L. Braukmann, Civil City Attorney 7 608 North 29th Street • Billings, MT 59101 • 406-384-0080 August 29, 2022 City of Laurel Planning Department City of Laurel Public Works Department City of Laurel Council P.O. Box 10 Laurel, MT 59044 To Whom it May Concern: The Developer of Goldberg Sporting Estates, First Filing, a 73-lot proposed residential development and 15 lot proposed commercial development, is submitting this written petition respectfully requesting allowance for use of a Low-Pressure Sewer System (LPSS) for collection wastewater within the development. It was noted in the comment letter from Planning on January 16, 2020 that “….Public Works cannot consider a LPSS system until authorized by City Council.” Since that point we have met with the Public Works Director and consultant KLJ two times to review the system proposed. This has included providing all materials requested by the Director and coordinating a meeting with the LPSS system representative (Ben Lewis of Ambiente H2O, Inc. located in Billings) to answer questions and discuss operation and maintenance of both the on-lot pumps and the main collection force main proposed in the public rights-of-way. The applicant has provided manuals and study information to the Public Works Department to develop a comfort level with the proposed system, which is used in multiple large developments within the City of Billings, showing it is reliable and sustainable. The applicant, through the creation of an HOA, has put a structure in place to ensure that the HOA controls all on-lot components through a direct contract with the system supplier (Ambiente H2O, Inc.) to ensure continuity and continued maintenance of all on-lot components. All information has been presented and documented to both the Planning and Public Works Departments to this point. 8 Following those discussions it was requested that the applicant complete a study of the system’s potential impacts on the downstream gravity sewer collection system it would tie into as well as the Elm Lift Station. A complete Elm Lift Station Analysis memo was completed with numerous iterations of review through the City’s consultant KLJ. The analysis shows that the 8-inch existing gravity sewer main from MH 332 to MH 335 will be required to be upgraded to 10-inch gravity as a result of the project, which the applicant is agreeing to do as part of the development work at their cost. Additionally, the analysis shows that by using the LPSS no further upgrades would be required at the Elm Lift Station. On the contrary, if the LPSS is denied the Elm Lift Station would be undersized for contributions of the Goldberg Estates development and neighboring properties if a traditional gravity collection system and municipal lift station were installed as part of the proposed project. The analysis shows that those cost can be avoided if a LPSS is approved for use by the Council. As part of the Elm Lift Station review consideration was given to neighboring properties and for allowing connection into the same LPSS system. Land to the east and south along Eleanor Roosevelt/East 8th Street were included in the sizing and planning of the proposed system so as not to isolate any neighboring properties. The potential land uses of those parcels were planned for what could be the maximum density use to be conservative and still show that the LPSS system is viable for both the Goldberg Sporting Estates development and still allow the neighboring properties the opportunity to develop and connect to the system. That report and associated documentation was presented in its final version to Public Works and KLJ on August 3, 2022. As noted previously, the HOA will own and maintain, through an annual service term agreement with Ambiente H2O, the on-lot tank and pumping systems to assure continuity with the systems and annual maintenance and upkeep. Ambiente installs a remote monitoring system on each unit installed on lots that alarms them to any discrepancies in the pump operations or if something has failed so they can replace/repair immediately. That responsibility will be the sole responsibility of the HOA which will be established. During the meetings in 2020 the applicant was notified that any main lines installed in City of Laurel public right-of-way would have to be owned and operated by the City of Laurel. As such, the system is proposed to be installed in the road rights-of-way and the main lines, up to lot lines on services, is proposed to be owned, operated and maintained by the City of Laurel. Should the City have concerns about that arrangement the Developer would happily take owner, maintenance, and operation responsibility for those main lines in public right-of-way 9 and work with the City on whatever agreement would be required to facilitate that arrangement. At this time it is proposed that the City of Laurel own, operate, and maintain all force main lines within the public rights-of-way. As a result of this proposal the Developer is proposing to leave the Elm Lift Station as it is currently configured and operating. The Developer is committing to upgrade the gravity sewer main between MH 332 to MH 335 to a 10-inch diameter gravity main. The entire collection and force main system to support the development and neighboring properties would be installed by the Developer as part of the development project as outlined in the information submitted to Planning, Public Works, and KLJ. The true benefit of this project to the City of Laurel is that we are avoiding installation of another public central lift station that would be owned and operated by the City. During our initial pre-application meeting in 2019 the Public Works department stated that they did not want to have another public lift station installed in this area to maintain and operate which was the impetus for proposing the LPSS system. Our proposal allows the City to put the burden of lift station operation and long-term maintenance on the lot owners and not the existing residents and rate payers of Laurel. We’ve shown thoroughly that this system can work and will allow for growth and development of neighboring properties as well. The Developer would take responsibility and ownership of the main force mains and service lines as well if Public Works or the City is uncomfortable with that responsibility. The applicant is respectfully requesting acceptance of the proposed system by the Laurel City Council as stated was required by the Planning Department in their comment letter dated January 16, 2020. All supporting information has been provided to both agencies, primarily the Public Works Department and consultant KLJ. Any questions or concerns will be happily discussed during the City Council hearing or before/after to assure that all parties are comfortable with the information provided to make an educated decision. We appreciate your review and scheduling for hearing of this matter and await your response. Feel free to contact PE Project Manager Scott Aspenlieder with any questions or concerns at (406) 384-0080 or scott@performance-ec.com. 10 Sincerely, Scott Aspenlieder, PE Project Manager 11 MEMO To: Kurt Markegard, City of Laurel Public Works Director From: Scott Aspenlieder, PE Date: August 3, 2022 Re: Goldberg Sporting Estates – Sewer Impact Analysis – Revision 6 This memo is intended to clarify questions raised by the City of Laurel and contract engineer KLJ during review of the proposed development in consideration of allow a Low-Pressure Sewer System (LPSS) for the Goldberg Sporting Estates Subdivision. Information presented in this memo is focused on sewer system impacts only, water system impacts will be considered in a standard design report during permitting of water infrastructure. The proposed subdivision includes seventy-three (73) residential lots that are assumed to be quadplex multi-family units, and fifteen (15) commercial lots that could range from a healthcare clinic, daycare, gas station, and offices based on market demand at the time of development. Based on the zoning in place, this analysis assumes that every residential lot within the proposed development will have a quadplex building for multi-family development to evaluate the maximum potential impact the development may have on the existing system. There is no plan to develop the property in that manner, nor do some lots have the room to allow for that type of construction, but it is evaluated in this manner at the request for the City of Laurel. Commercial flows were developed assume higher density businesses to account for what could potentially be included in the property. The commercial projected businesses are projections only, there is no guarantee or warrantee implied that the parcel will be developed out in that manner, by their use for this memo. The City also requested the existing collection system to be evaluated at and downstream of the desired connection point for the LPSS to the existing system. As such, there are thirty-two (32) existing residential lots southwest of the proposed project area tied into the sewer line(s) that the proposed subdivision will contribute to. No flow measurements were taken on the gravity collection system, instead DEQ – Circular 4 guidance was used for design flows that would have been used to size the original system. These design flows are conservative in nature and higher than actual flows in the existing system. The City additionally requested that consideration be given for the five (5) residential lots and one (1) commercial lot southeast of the proposed subdivision that may tied into the same existing gravity sewer line that the proposed subdivision will contribute to sometime in the future. Assumptions have been made based off the wastewater design flow rates as outlined in DEQ – Circular 4, which is more conservative that City of Laurel guidelines. The assumptions used to determine the base and peak demand flows for the proposed subdivision are described below: 12 2 General Notes/Assumptions 1. Lot 1 of Block 1, Lot 1 of Block 5, and Lots 1 & 17 of Block 6 will be used as utility areas. No sewer demands 2. The Public Park along the north within Block 4 will be used as parkland. No sewer demands. Residential Zoning Assumptions: 1. Per Circular DEQ 4 Section 3.1.2B – 100 gpd per person & an average of 2.5 persons per living unit. Phase 1 – GSE Residential 1. Assume seventeen (17) quadplex lots equating to 68 living units, 2.5 persons per living unit. Phase 2 – GSE Residential 1. Assume twenty-two (22) quadplex lots equating to 88 living units, 2.5 persons per living unit. Phase 3 – GSE Residential 1. Assume thirty-four (34) quadplex lots equating to 136 living units, 2.5 persons per living unit. Phase 4 – Commercial Lots 1. Assume twelve (12) of the 15 lots are office buildings with 20 employees, 13 gpd per employee. 2. Assume 1 of the 15 lots is a health clinic, 25 beds, 165 gpd per bed & 15 employees, 10 gpd per employee. 3. Assume 1 of the 15 lots is a daycare, 30 kids, 25 gpd per kid & 20 employees, 15 gpd per employee. 4. Assume 1 of the 15 lots is a gas station, 600 vehicles, 10 gpd per vehicle & 15 employees, 12 gpd per employee. Existing Residential – Locust, Juniper, & Mullberry Assume thirty-two (32) single-family lots equating to 32 living units, 2.5 persons per living unit. Future Residential – South of E 8th St. Assume five (5) single-family lots equating to 5 living units, 2.5 persons per living unit. Existing Commercial – South of E 8th St. Assume 1 of the 6 lots is an office building with 20 employees, 13 gpd per employee. The LPSS system proposed includes the use of a 4-inch force main connecting to the existing gravity sewer collection system. The hydraulic capacity of that 4-inch force main is 88 gpm which will be used in the analysis to follow in determining impacts to the gravity collection system and Elm Lift Station to follow. System curve information used to determine the capacity of the 4-inch force main 13 3 is attached to this memo. At the request of KLJ the system was re-analyzed to assume that every pump represents a flow rate of 1,000 gpm (the potential flow rate based on zoning of the lots). The modified system analysis is provided in the attachments. The analysis shows that the system will require a 4-inch force main with a hydraulic capacity of 88 gpm, which is used in this analysis. This does result in higher retention times if that flow rate is not reached, and that odor control should be incorporated in the on-site systems. This could lead to an over-sizing of the system and is not advised but for maximum system impact analysis on the Elm Lift Station it is included at the behest of the City of Laurel and KLJ. Additional information was requested on the system operation by KLJ and the City of Laurel, particularly around how the system responds during power outages and power restoration. A full scenario explanation from E/One is provided as an attachment to this document for review. Tables 1-7, included in the attachments show the contributing flows from all four phases of the GSE development; existing neighborhoods on Locust, Juniper, and Mulberry between E 8th St. and East Main St.; and the existing residential and commercial development which is not publicly sewered but could be at a time in the future. Existing Gravity Sewer Analysis Performance Engineering measured and reviewed the sewer capacity leading up to the Elm Lift Station. The controlling reach of sewer main was determined to be MH 332-MH 335 along the alley between Juniper Ave and Locust Ave. City of Laurel Standards for Public Works Improvements require all gravity collection lines under 10-inch diameter to flow at peak under 50% full pipe. The flows from the existing houses, the neighboring development, and the proposed GSE project area were considered as if they were conveyed through gravity collection or via large regional lift station as a worst-case scenario to check capacity. In either a gravity collection or conventional lift station for GSE, the development would contribute a peak discharge of 270 gpm. Should the proposed LPSS be approved, due to the 4-inch diameter force main the maximum capacity for discharge to this existing area would be 77gpm. For capacity analysis purposes the 270 gpm scenario was analyzed below. When combined with the existing flows from the neighborhood we conclude that the combined peak hour flow rate is 296 gpm, which exceeds the 50% capacity requirement noted above. This would require the 8-inch gravity main between MH 332 and MH 335 to be replaced and upgraded to a 10-inch gravity main. 14 4 ELM LIFT STATION ANALYSIS Existing Flow Rates In reviewing the design reports provided by the City of Laurel the Elm Lift Station pump capacity is technically undersized per DEQ regulations. The Village Lift Station has a pump capacity of 300 gpm connected to the Elm Lift Station which has a pump capacity of 600 gpm as well based on the Morrison-Maierle reports provided by the City of Laurel. Table 4-3 presented below was pulled directly from the Morrison-Maierle report without modification. It appears there are rounding errors that occurred in the excel cells however the Peak Hour Flows are within 2-3 gpm, within the accuracy of the projections presented. With that said this memo uses the data as presented in the Morrison- Maierle report as is without modification to minimize confusion and because the data is well within the conservative nature of these estimates. The Elm Lift Station wet well and ancillary equipment was upgraded in 2011 with two Gorman-Rupp 600 gpm pumps installed in 2015. In 2021 a Homa 600 gpm pump was installed to replace one of the 2015 Gorman-Rupp pumps, leaving the replaced pump in storage as a backup for the lift station. From the information provided and pump measurements taken in the field, it appears that the City created the storage capacity in the wet well recommended by Morrison-Maierle along with installing the recommended 600 gpm pumps to fully improve the lift station. The Village Lift Station and Elm Street Service Area are two variables that contribute to the capacity of the Elm Lift Station, which is currently capable of pumping 600 gpm of wastewater. To be clear the Existing Elm Service Area includes areas west of the station contributing to the facility above and beyond the 22 gpm included in the gravity analysis. The 22 gpm flow outlined in the gravity analysis was pulled only to analyze gravity capacity and is included in the 179 gpm peak outlined in the Morrison-Maierle data. In an effort to be conservative that 22 gpm is counted in both the proposed flows and existing data, providing additional capacity buffer. Again, to be conservative we’ve used the design flows shown below: 15 5 Village Lift Station Flows — 300 gpm Existing Elm Service Area Flows — 179 gpm Proposed Development, Including Existing Flows—296 gpm Elm Lift Station Data Based on a review of existing reports and plans, in conjunction with new field measurements, it was determined that the pumps in the Elm Lift Station are sized to pump at 600 gpm. PE performed field measurements on February 7, 2022, in coordination with City staff, at which time the cycles for the facility were times and levels were measured. The field data confirmed that the Elm Station pump are 600 gpm. Our Findings Based on review of the 2009 Laurel Wastewater Facilities Plan Update, Elm and Village Lift Stations Alternatives Analysis Technical Memorandum, and data initially provided, it appeared that the Elm Lift Station was operating at or below the design criteria outlined in DEQ Circular 2. Additional information provided by Kurt Markegard on November 5, 2021 showed that the pumps had been replaced in 2015 and then another in 2021, all with 600 gpm capacity. Currently, each pump is capable of servicing the total peak demand of the flows seen from Village Lift Station and Elm Service Area when combined. PROPOSED ALTERNATIVES AND REQUIRED ELM LIFT STATION MODIFICATIONS Scenarios Scenario 1- Proposed development utilizing LPSS with individual pumps having a 4” force main discharging to the existing gravity sewer in the Elm Service Area. Includes replacement of 8-inch gravity main between MH 332-MH 335 with 10-inch gravity main. 16 6 Scenario 2- Proposed development utilizing gravity sewer and a single large lift station at 300 gpm discharging to the existing gravity sewer in the Elm Service Area. Includes replacement of 8-inch gravity main between MH 332-MH 335 with 10-inch gravity main. Conclusion Based on the two scenarios visually presented above the Elm Lift Station, with the pump replacements in 2015 and 2021 to provide 600 gpm capacity as recommended in the Morrison- Maierle report can support Scenario 1 without modification. That would leave the existing wet well, pumps and ancillary equipment in place and sized properly to service the existing neighborhoods along with the new GSE development and all potential future development along East 8th Street. Under this scenario it may be beneficial to replace the last Gorman-Rupp pump with a matching Homa pump as was installed in 2021. This would provide matching equipment for the facility and extend the useful life of the pumping equipment impacted by the proposed GSE development. Should the City decide that a conventional lift station be used for the GSE the facility would be sized to accommodate 300 gpm peak flows. Under Scenario 2 you can see it would require the entirety of the Elm Lift Station, wet well and ancillary equipment included, to be upgraded and replaced to accommodate a design flow of 779 gpm at peak. It is our opinion that this is an unnecessary upgrade when flows can be controlled through a LPSS servicing the GSE development area. 17 Task:Sewer Demands By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units 165 gpd/Bed in Health Clinic 10 gpd/Employee in a Health Clinic 13 gpd/Employee in an Office 25 gpd/Child in a Daycare 15 gpd/Employee in a Daycare 10 gpd/Vehicle Served 12 gpd/Employee in a Gas Station Block 1 Lots 2-7 6,000 4.17 0.0093 16.67 Block 2 Lots 1-13 13,000 9.03 0.0201 36.11 Block 3 Lots 1-30 30,000 20.83 0.0464 83.33 Block 4 Lots 1-20 20,000 13.89 0.0309 55.56 Block 5 Lots 2-5 4,000 2.78 0.0062 11.11 Lot Total 73 73,000 50.69 0.1129 202.78 No. of Residential Living Units No. of Employees No. of Beds in Health Clinic No. of Children No. of Vehicles Served Block 6 Office: Lots 2-13 12 20 3,120 2.17 0.0048 8.67 Clinic: Lot 14 1 15 25 4,275 2.97 0.0066 11.88 Daycare: Lot 15 1 20 30 1,050 0.73 0.0016 2.92 Gas Station: Lot 16 1 15 600 6,180 4.29 0.0096 17.17 14,625 10.16 0.0226 40.63 Lot Total 15 14,625 10.16 0.0226 40.63 87,625 60.85 0.1356 243.40 Goldberg Sporting Estates - GSE Demands Total Peak Demand (gpm) Block 6 Subtotal Block 4 Subtotal Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs)No. of Lots 2.78 0.0062 11.11 Block 5 Subtotal Total Total Peak Demand (gpm) Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs)No. of Residential Living Units Estimated Usage No. of Lots 4 4 4 Per Each Lot Per Each Lot Per Each Lot Per Each Lot Block 2 Subtotal Block 1 Subtotal 6 13 Block 3 Subtotal 30 20 4 0.0093 16.67 13,000 9.03 0.0201 36.11 6,000 4.17 0.0464 83.33 20,000 13.89 0.0309 55.56 30,000 20.83 Total Overall 4 4 Per Each Lot 4,000 Total 18 Task:Sewer Demands, Phase 1 By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units Block 1 Lots 2-7 6,000 4.17 0.0093 16.67 Block 2 Lots 1-6 6,000 4.17 0.0093 16.67 Block 3 Lots 1-2 2,000 1.39 0.0031 5.56 Block 4 Lots 1-2 2,000 1.39 0.0031 5.56 Block 5 Lot 2 1,000 0.69 0.0015 2.78 Lot Total 17 17,000 11.81 0.0263 47.22 Goldberg Sporting Estates - Phase 1 2 5.560.00311.392,000Per Each Lot4 0.0093 16.67 Block 2 Subtotal Block 1 Subtotal 6 4 Per Each Lot 6,000 Block 5 Subtotal Phase 1 Total 0.0031 5.56 Block 4 Subtotal 1 4 Per Each Lot 1,000 0.69 0.0015 2.78 1.39 Block 3 Subtotal 2 4 Per Each Lot 2,000 4.17 Total Peak Demand (gpm)No. of Residential Living Units 6 4 Per Each Lot 6,000 4.17 0.0093 16.67 Total Base Demand (cfs)No. of Lots Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) 19 Task:Sewer Demands, Phase 2 By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units Block 2 Lots 7-13 7,000 4.86 0.0108 19.44 Block 3 Lots 3-15 13,000 9.03 0.0201 36.11 Block 4 Lots 2-3 2,000 1.39 0.0031 5.56 Lot Total 22 22,000 15.28 0.0340 61.11 Goldberg Sporting Estates - Phase 2 Phase 2 Total 0.0031 5.56 Block 4 Subtotal Block 3 Subtotal 2 4 Per Each Lot 2,000 1.39 0.0108 19.44 Block 2 Subtotal 13 4 Per Each Lot 13,000 9.03 0.0201 36.11 7 4 Per Each Lot 7,000 4.86 Total Peak Demand (gpm)No. of Residential Living UnitsNo. of Lots Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) 20 Task:Sewer Demands, Phase 3 By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units Block 3 Lots 16-30 15,000 10.42 0.0232 41.67 Block 4 Lots 5-20 16,000 11.11 0.0248 44.44 Block 5 Lot 3-5 3,000 2.08 0.0046 8.33 Lot Total 34 34,000 23.61 0.0526 94.44 Goldberg Sporting Estates - Phase 3 Block 5 Subtotal Phase 3 Total 0.0248 44.44 Block 4 Subtotal 3 4 Per Each Lot 3,000 2.08 0.0046 8.33 11.11 Block 3 Subtotal 16 4 Per Each Lot 16,000 0.0232 41.67 Total Peak Demand (gpm)No. of Residential Living UnitsNo. of Lots Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) 15 4 Per Each Lot 15,000 10.42 21 Task:Sewer Demands, Phase 4 By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 165 gpd/Bed in Health Clinic 10 gpd/Employee in a Health Clinic 13 gpd/Employee in an Office 25 gpd/Child in a Daycare 15 gpd/Employee in a Daycare 10 gpd/Vehicle Served 12 gpd/Employee in a Gas Station No. of Residential Living Units No. of Employees No. of Beds in Health Clinic No. of Children No. of Vehicles Served Block 6 Office: Lots 2-13 12 20 3,120 2.17 0.0048 8.67 Clinic: Lot 14 1 15 25 4,275 2.97 0.0066 11.88 Daycare: Lot 15 1 20 30 1,050 0.73 0.0016 2.92 Gas Station: Lot 16 1 15 600 6,180 4.29 0.0096 17.17 14,625 10.16 0.0226 40.63 Lot Total 15 14,625 10.16 0.0226 40.63 Goldberg Sporting Estates - Phase 4 Total Block 6 Subtotal Total Peak Demand (gpm)No. of Lots Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) 22 Task:Sewer Demands, Existing Houses By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units MH 333-MH 334 10 Mulberry Ave Lot 702 1 250 0.17 0.0004 0.69 Mulberry Ave Lot 706 1 250 0.17 0.0004 0.69 Mulberry Ave Lot 708 1 250 0.17 0.0004 0.69 Mulberry Ave Lot 1612 1 250 0.17 0.0004 0.69 Locust Ave Lot 703 1 250 0.17 0.0004 0.69 Locust Ave Lot 707 1 250 0.17 0.0004 0.69 Locust Ave Lot 711 1 250 0.17 0.0004 0.69 Locust Ave Lot 715 1 250 0.17 0.0004 0.69 Locust Ave Lot 719 1 250 0.17 0.0004 0.69 Locust Ave Lot 1602 1 250 0.17 0.0004 0.69 2,500 1.74 0.0039 6.94 MH 331-MH 332 12 Locust Ave Lot 702 1 250 0.17 0.0004 0.69 Locust Ave Lot 706 1 250 0.17 0.0004 0.69 Locust Ave Lot 710 1 250 0.17 0.0004 0.69 Locust Ave Lot 714 1 250 0.17 0.0004 0.69 Locust Ave Lot 718 1 250 0.17 0.0004 0.69 Locust Ave Lot 722 1 250 0.17 0.0004 0.69 Juniper Ave Lot 703 1 250 0.17 0.0004 0.69 Juniper Ave Lot 707 1 250 0.17 0.0004 0.69 Juniper Ave Lot 711 1 250 0.17 0.0004 0.69 Juniper Ave Lot 715 1 250 0.17 0.0004 0.69 Juniper Ave Lot 719 1 250 0.17 0.0004 0.69 Juniper Ave Lot 723 1 250 0.17 0.0004 0.69 3,000 2.08 0.0046 8.33 MH 332-MH 335 10 Juniper Ave Lot 519 1 250 0.17 0.0004 0.69 Juniper Ave Lot 523 1 250 0.17 0.0004 0.69 Juniper Ave Lot 605 1 250 0.17 0.0004 0.69 Juniper Ave Lot 615 1 250 0.17 0.0004 0.69 Juniper Ave Lot 619 1 250 0.17 0.0004 0.69 Locust Ave Lot 616 1 250 0.17 0.0004 0.69 Locust Ave Lot 618 1 250 0.17 0.0004 0.69 Locust Ave Lot 622 1 250 0.17 0.0004 0.69 Locust Ave Lot 628 1 250 0.17 0.0004 0.69 Locust Ave Lot 1515 1 250 0.17 0.0004 0.69 2,500 1.74 0.0039 6.94 Lot Total 32 8,000 5.56 0.0124 22.22 Goldberg Sporting Estates - Existing Houses 1 1 Per Each Lot Per Each Lot 1 Per Each Lot 1 1 Per Each Lot 1 Per Each Lot 1 Per Each Lot Per Each Lot Total Peak Demand (gpm) Total Per Each Lot1 1 Per Each Lot 1 Per Each Lot Block 3 Subtotal Block 1 Subtotal 1 Per Each Lot 1 1 No. of Lots Estimated Usage Total Base Demand (gpd) Block 2 Subtotal 1 Total Base Demand (gpm) Total Base Demand (cfs) Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot No. of Residential Living Units 1 1 1 1 1 1 1 1 1 1 1 Per Each Lot 1 1 Per Each Lot Per Each Lot Per Each Lot 1 1 Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot 1 1 1 23 Task:Sewer Demands, Neighboring Development Connections By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units 13 gpd/Employee in an Office EAST 8TH ST, MAIN ST 5 E 8th St Lot D02662 1 250 0.17 0.0004 0.69 E 8th St Lot D02661 1 250 0.17 0.0004 0.69 E Main St Lot D02660 1 250 0.17 0.0004 0.69 E 8th St Lot B01692 1 250 0.17 0.0004 0.69 E 8th St Lot B01690 1 250 0.17 0.0004 0.69 1,250 0.87 0.0019 3.47 Lot Total 5 1,250 0.87 0.0019 3.47 No. of Residential Living Units No. of Employees No. of Beds in Health Clinic No. of Children No. of Vehicles Served E 8TH ST Office: Lot D02662A 1 20 260 0.18 0.0004 0.72 260 0.18 0.0004 0.72 1,510 1.05 0.0023 4.19 Goldberg Sporting Estates - Neighboring Contributions Total Peak Demand (gpm) Block 6 Subtotal Phase 4 Total Total No. of Lots Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) Block 1 Subtotal Total Peak Demand No. of Residential Living UnitsNo. of Lots Estimated Usage Total Base Demand Total Base Total Base Demand 1 Per Each Lot Per Each Lot Per Each Lot Per Each Lot Per Each Lot 1 1 1 1 24 Task:Sewer Demands Summary By:SA Date:6/20/2022 DEQ Circular 4 Demands: 4 Peak Factor 2.5 Persons/Residential Living Units 100 gpd/Person in Residential Units 165 gpd/Bed in Health Clinic 10 gpd/Employee in a Health Clinic 13 gpd/Employee in an Office 25 gpd/Child in a Daycare 15 gpd/Employee in a Daycare 10 gpd/Vehicle Served 12 gpd/Employee in a Gas Station Phase 1 17 17,000 11.81 0.0263 47.22 Phase 2 22 22,000 15.28 0.0340 61.11 Phase 3 34 34,000 23.61 0.0526 94.44 Total 73 73,000 50.69 0.1129 202.78 Phase 4 15 14,625 10.16 0.0226 40.63 Total 15 14,625 10.16 0.0226 40.63 87,625 60.85 0.1356 243.40 Existing Residential Connec.32 8,000 5.56 0.0124 22.22 Total 32 8,000 5.56 0.0124 22.22 Future Service Connections 5 1,250 0.87 0.0019 3.47 Total 5 1,250 0.87 0.0019 3.47 D02662A 1 260 0.18 0.0004 0.72 Total 1 260 0.18 0.0004 0.72 1,510 1.05 0.0023 4.19 Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) Total Peak Demand (gpm) 97,135 67.45 0.1503 269.82 Goldberg Sporting Estates - Full Contribution TOTAL OF ALL CONTRIBUTIONS Total Base Demand (cfs) Total Peak Demand (gpm) Total Total Base Demand (gpm) Neighboring Development Total 20 Total No. of Lots Commercial Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) Total Peak Demand (gpm) No. of Lots Residential Estimated Usage Total Base Demand (gpd) Total Base Demand (gpm) Total Commercial Estimated Usage Total Peak Demand (gpm) EXISTING HOUSES CONTRIBUTION Total Total Base Demand (cfs) Total Base Demand (gpm) Total Base Demand (cfs) Total Peak Demand (gpm) Total PROPOSED PROJECT CONTRIBUTION NEIGHBORING DEVELOPMENT CONNEC. CONTRIBUTION Per Each Lot4 4 Per Each Lot 4 Per Each Lot Varies 1 Per Each Lot Residential Estimated Usage Phase Total 1 Per Each Lot Total Base Demand (gpd)No. of Lots No. of Lots Residential Estimated Usage Total Base Demand (gpd) Total Peak Demand (gpm)No. of Lots Total Base Demand (gpd) Total Base Demand (gpm) Total Base Demand (cfs) 25 F M F M FM F M FM FM FM FMFMFMFMFMFMFMFMFM FM FM FM FM FM FM FM FM WV FM FM FM FM F M FM FM FM FM FM F M 15D 15D D 15 D LOT : 6 12261 SQ FT 0.281 ACRES LOT : 2 10175 SQ FT 0.234 ACRES LOT : 4 9874 SQ FT 0.227 ACRES LOT : 3 10082 SQ FT 0.231 ACRES LOT : 24 14585 SQ FT 0.335 ACRES LOT : 16 11866 SQ FT 0.272 ACRES LOT : 23 16246 SQ FT 0.373 ACRES LOT : 15 11903 SQ FT 0.273 ACRES LOT : 22 13704 SQ FT 0.315 ACRES LOT : 14 11898 SQ FT 0.273 ACRES LOT : 21 11740 SQ FT 0.270 ACRES LOT : 13 12219 SQ FT 0.281 ACRES LOT : 20 12225 SQ FT 0.281 ACRES LOT : 12 13768 SQ FT 0.316 ACRES LOT : 19 12006 SQ FT 0.276 ACRES LOT : 6 11516 SQ FT 0.264 ACRES LOT : 26 12425 SQ FT 0.285 ACRES LOT : 18 12043 SQ FT 0.276 ACRES LOT : 5 11204 SQ FT 0.257 ACRES LOT : 25 12505 SQ FT 0.287 ACRES LOT : 17 11776 SQ FT 0.270 ACRES LOT : 4 11146 SQ FT 0.256 ACRES LOT : 2 22200 SQ FT 0.510 ACRES LOT : 7 12334 SQ FT 0.283 ACRES LOT : 8 12049 SQ FT 0.277 ACRES LOT : 9 12011 SQ FT 0.276 ACRES LOT : 10 11895 SQ FT 0.273 ACRES LOT : 11 13839 SQ FT 0.318 ACRES PUBLIC PARK 164604 SQ FT 3.779 ACRES LOT : 3 13589 SQ FT 0.312 ACRES LOT : 1 22264 SQ FT 0.511 ACRES LOT : 1 4857 SQ FT 0.111 ACRES LOT : 3 12284 SQ FT 0.282 ACRES LOT : 4 12315 SQ FT 0.283 ACRES LOT : 5 12301 SQ FT 0.282 ACRES LOT : 7 5156 SQ FT 0.118 ACRES LOT : 1 9925 SQ FT 0.228 ACRES LOT : 5 9625 SQ FT 0.221 ACRES LOT : 11 10731 SQ FT 0.246 ACRES LOT : 10 10294 SQ FT 0.236 ACRES LOT : 9 9997 SQ FT 0.229 ACRES LOT : 8 10270 SQ FT 0.236 ACRES LOT : 7 9973 SQ FT 0.229 ACRES LOT : 6 9606 SQ FT 0.221 ACRES LOT : 6 8578 SQ FT 0.197 ACRES LOT : 7 8544 SQ FT 0.196 ACRES LOT : 8 8511 SQ FT 0.195 ACRES LOT : 1 7751 SQ FT 0.178 ACRES LOT : 9 8940 SQ FT 0.205 ACRES LOT : 2 7324 SQ FT 0.168 ACRES LOT : 10 8816 SQ FT 0.202 ACRES LOT : 3 7441 SQ FT 0.171 ACRES LOT : 11 8031 SQ FT 0.184 ACRES LOT : 4 8161 SQ FT 0.187 ACRES LOT : 12 7653 SQ FT 0.176 ACRES LOT : 5 8648 SQ FT 0.199 ACRES LOT : 13 7884 SQ FT 0.181 ACRES LOT : 14 7450 SQ FT 0.171 ACRES LOT : 21 8011 SQ FT 0.184 ACRES LOT : 15 8245 SQ FT 0.189 ACRES LOT : 22 8116 SQ FT 0.186 ACRES LOT : 29 10033 SQ FT 0.230 ACRES LOT : 16 8220 SQ FT 0.189 ACRES LOT : 23 8220 SQ FT 0.189 ACRES LOT : 30 11590 SQ FT 0.266 ACRES LOT : 17 12105 SQ FT 0.278 ACRES LOT : 24 8228 SQ FT 0.189 ACRES LOT : 25 8250 SQ FT 0.189 ACRES LOT : 18 11944 SQ FT 0.274 ACRESLOT : 26 8018 SQ FT 0.184 ACRES LOT : 19 8246 SQ FT 0.189 ACRES LOT : 27 8315 SQ FT 0.191 ACRES LOT : 20 8244 SQ FT 0.189 ACRES LOT : 28 11539 SQ FT 0.265 ACRES LOT : 2 12332 SQ FT 0.283 ACRES LOT : 27 12381 SQ FT 0.284 ACRES LOT : 28 12855 SQ FT 0.295 ACRES LOT : 29 24187 SQ FT 0.555 ACRES LOT : 6 24592 SQ FT 0.565 ACRES LOT : 2 24582 SQ FT 0.564 ACRES LOT : 12 24395 SQ FT 0.560 ACRES LOT : 14 24575 SQ FT 0.564 ACRES LOT : 9 24478 SQ FT 0.562 ACRES LOT : 13 24327 SQ FT 0.558 ACRES LOT : 1 24774 SQ FT 0.569 ACRES LOT : 5 24646 SQ FT 0.566 ACRES LOT : 10 24570 SQ FT 0.564 ACRES LOT : 15 24420 SQ FT 0.561 ACRES LOT : 8 24451 SQ FT 0.561 ACRES LOT : 4 24490 SQ FT 0.562 ACRES LOT : 7 24455 SQ FT 0.561 ACRES LOT : 11 24420 SQ FT 0.561 ACRES LOT : 16 24384 SQ FT 0.560 ACRES LOT : 3 24467 SQ FT 0.562 ACRES -1.14% -2 . 6 4 % 0+001+002+003+004+005+006+00 7+ 0 0 8+ 0 0 9+ 0 0 10+00 11+00 12+00 13+00 14+00 15+00 15+48 PC : 6 + 0 8 . 1 8 Mid: 6 + 3 7 . 2 3 PT: 6+66.28 PC: 8+81.66 M i d : 9 + 1 0 . 7 2 PT : 9 + 3 9 . 7 9 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 4+ 5 4 -1.18% -0. 9 6 % -0.63% -2 . 0 0 % -1 . 6 8 % -2.00% -2 . 0 2 % -0.84% -0.74% -0 . 4 3 % - 0 . 9 3 % -0.72% 3287.751 3285.949 3281.946 3285.557 3281.793 3282.418 3279.581 3278.727 3280.562 EXISTING SSMH 8" IE OUT = 3281.30 DESIGNED BY DRAWN BY CHECKED BY PROJECT NUMBER SHEET NUMBER DRAWING NUMBER DATE QUALITY ASSURANCE DATE 608 NORTH 29TH STREET BILLINGS, MT 59101 (406) 384-0080 performance-ec.com REVISIONS NO.DESCRIPTION BYDATE COPYRIGHT 2019 © 1 2 3 4 5 6 CHECKED BY OF PRE L I M I N A R Y NO T F O R CO N S T R U C T I O N LOT LAYOUT 1 LAUREL, MT CHCK DATE DATE EX 1 PE S T A N D A R D . C T B 8/ 1 3 / 2 0 1 9 8 : 2 4 : 5 1 A M C: \ U s e r s \ K a t r i n a S \ D r o p b o x ( P E C B i l l i n g s ) \ P E C B i l l i n g s T e a m F o l d e r \ G o l d b e r g I n v e s t m e n t s \ 2 0 1 8 - 0 1 7 Y a r d O f f i c e S u b d i v i s i o n \ C A D \ D W G \ E x h i b i t s \ 1 8 - 0 1 7 G S E P r o p o s e d S i t e M a p . d w g 1 2018-017 CHCK BY DRWN_BY DSGN_BY GOLDBERG SPORTING ESTATES 40200 1" = 80' YA R D O F F I C E R D ELEANOR ROOSEVELT DR E MAIN S T STORMWATER POND AREA STORMWATER POND AREA STORMWATER POND AREA 26 Prepared For: Performance Engineering 608 North 29th Street MTBillings 59101 USA Tel:406-384-0080 Fax: Prepared By:M. Crowley/D. Benson July 6, 2022 \\Eoneis1\data\Common\SSB\SSB Engineering Data\AE Projects\Yard Office Rd, MT\Yard Office Rd, MT-rev4.EOne 27 Yard Office Rd-rev4 Laurel, Montana On:Prepared by :July 6, 2022M. Crowley/D. Benson Notes : Analysis based upon drawings and data provided.Station recommendations are preliminary. GPD values impact retention times only, not line sizing or hydraulics. GP laterals to be 1.25". General recommendations for valve placement are: clean out valves at intervals of approximately 1,000 ft and at branch ends and junctions; isolation valves at branch junctions; and air release valves at peaks of 25 ft or more and/or at intervals of 2,000 to 2,500 ft. Lateral kits comprised of a ball and check valve are required to be installed between the pump discharge and street main on all installations. Laterals should be located as close to the public right of way as possible. Flow has been modified to 1000 GPD for all units per request of engineer and municipality. Normal residential flow is 200 GPD. Altering GPD will only affect force main retention times. Retention times will increase substantially if the 1000 GPD is not met. Odor control recommended if retention time exceeds 10 hours. Larger station size recommended to account for 1000 GPD. <<<<< E N D O F N O T E S >>>>> \\Eoneis1\data\Common\SSB\SSB Engineering Data\AE Projects\Yard Office Rd, MT\Yard Office Rd, MT-rev4.EOne 28 July 6, 2022 Budgetary Low Pressure Sewer System Costs Yard Office Rd-rev4 Laurel, Montana Quantity Sub Total Description Unit Cost Installation Valves 1 Air/Vacuum Release Valve $0.00$0.00 0.00 9 Clean Out $0.00$0.00 0.00 $0.00 Pumps 75 DH151-93 $0.00$0.00 0.00 90 Lateral Kits (Includes Ball\Check Valve Assembly)$0.00$0.00 0.00 90 Lateral (Boundary) Installation $0.00$0.00 0.00 90 Pump/Panel Installation $0.00$0.00 0.00 4,500 LF of 1.25" Lateral Pipe $0.00$0.00 0.00 15 DH152-93 $0.00$0.00 0.00 $0.00 Piping 1,997 2.00" Pipe $0.00$0.00 0.00 3,306 3.00" Pipe $0.00$0.00 0.00 632 4.00" Pipe $0.00$0.00 0.00 $0.00 Total Per Connection Total (w/o other)>>>>>>>>>>>>$0.00 $0.00Grand Total Per Connection Grand Total (including other)>>>>>>>>>>>>$0.00 $0.00 Number of Connections 90 Note: The System Costs above are based on piping sized for, and Grinder Pumps manufactured by Environment One Corporation. Page 1 \\Eoneis1\data\Common\SSB\SSB Engineering Data\AE Projects\Yard Office Rd, MT\Yard Office Rd, MT- 29 PRELIMINARY PRESSURE SEWER-PIPE SIZING AND BRANCH ANALYSIS Prepared By: Yard Office Rd-rev4 July 6, 2022Laurel, MontanaM. Crowley/D. Benson Max Main Elevation Minimum Pump Elevation Zone Number Connects to Zone Number of Pumps in Zone Max Sim Ops Accum Pumps in Zone Length of Main this Zone Pipe Size (inches) Max Flow Per Pump (gpm) Gals/day per Pump Max Velocity (FPS) Friction Loss Factor (ft/100 ft) Friction Loss This Zone Accum Fric Loss (feet) Max Flow (GPM) Static Head (feet) Total Dynamic Head (ft) Friction loss calculations were based on a Constant for inside roughness "C"of :This spreadsheet was calculated using pipe diameters for:SDR11HDPE 150 1.00 1.19 2.38 30.36 3,286.00 3,278.00 8.00 38.362.00 200.002.0022.00 2.3823311.001000 2.00 2.52 9.47 27.98 3,286.00 3,280.00 6.00 33.985.00 376.002.0033.00 3.5735811.001000 3.00 1.19 4.14 28.37 3,286.00 3,277.00 9.00 37.374.00 348.002.0022.00 2.3823311.001000 4.00 2.52 5.72 24.23 3,286.00 3,279.00 7.00 31.235.00 227.002.0033.00 3.5734711.001000 5.00 0.65 3.09 18.51 3,286.00 3,284.00 2.00 20.516.00 475.003.0044.00 2.19431811.001000 6.00 0.98 7.17 15.42 3,286.00 3,282.00 4.00 19.427.00 730.003.0055.00 2.74512 30 11.001000 7.00 1.38 3.88 8.25 3,286.00 3,285.00 1.00 9.2517.00 282.003.0066.00 3.29663611.001000 8.00 1.19 2.00 28.13 3,294.00 3,286.00 8.00 36.139.00 168.002.0022.00 2.3823311.001000 9.00 2.52 7.51 26.13 3,294.00 3,288.00 6.00 32.1310.00 298.002.0033.00 3.5736911.001000 10.00 0.65 2.81 18.62 3,294.00 3,289.00 5.00 23.6211.00 433.003.0044.00 2.19491811.001000 11.00 0.98 5.41 15.81 3,294.00 3,291.00 3.00 18.8112.00 551.003.0055.00 2.74512 30 11.001000 12.00 1.38 1.78 10.40 3,289.00 3,289.00 0.00 10.4016.00 129.003.0066.00 3.29633311.001000 13.00 1.19 1.47 19.62 3,289.00 3,289.00 0.00 19.6214.00 124.002.0022.00 2.3823311.001000 14.00 2.52 6.45 18.15 3,289.00 3,285.00 4.00 22.1515.00 256.002.0033.00 3.5736911.001000 15.00 0.65 3.08 11.70 3,289.00 3,288.00 1.00 12.7016.00 474.003.0044.00 2.19481711.001000 16.00 1.83 4.25 8.62 3,286.00 3,286.00 0.00 8.6217.00 232.003.0077.00 3.83725211.001000 17.00 0.69 4.37 4.37 3,286.00 3,286.00 0.00 4.3717.00 632.004.0088.00 2.65829011.001000 1Page Note: This analysis is valid only with the use of progressive cavity type grinder pumps as manufactured by Environment One. \\Eoneis1\data\Common\SSB\SSB Engineering Data\AE Projects\Yard Office Rd, MT\Yard Office Rd, MT-rev4.EOne 30 PRELIMINARY PRESSURE SEWER-ACCUMULATED RETENTION TIME(HR) Yard Office Rd-rev4Prepared By: M. Crowley/D. Benson July 6, 2022Laurel, Montana Length of Zone Average Retention Time (Hr) Accumulated Retention Time(Hr) Connects to Zone Zone Number Average Fluid Changes per Day Accumulated Total of Pumps this Zone Pipe Size (inches)Gallons per 100 lineal feet Capacity of Zone Average Daily Flow This spreadsheet was calculated using pipe diameters for:SDR11HDPE 1,000Gals per Day per Dwelling 200.00 30.81 3,000 97.38 0.25 0.981.00 2.00 3 2.00 15.40 376.00 57.91 8,000 138.13 0.17 0.742.00 5.00 8 2.00 15.40 348.00 53.60 3,000 55.97 0.43 1.113.00 4.00 3 2.00 15.40 227.00 34.96 7,000 200.20 0.12 0.684.00 5.00 7 2.00 15.40 475.00 158.97 18,000 113.23 0.21 0.565.00 6.00 18 3.00 33.47 730.00 244.31 30,000 122.80 0.20 0.356.00 7.00 30 3.00 33.47 282.00 94.38 36,000 381.46 0.06 0.167.00 17.00 36 3.00 33.47 168.00 25.88 3,000 115.93 0.21 0.838.00 9.00 3 2.00 15.40 298.00 45.90 9,000 196.08 0.12 0.629.00 10.00 9 2.00 15.40 433.00 144.91 18,000 124.22 0.19 0.5010.00 11.00 18 3.00 33.47 551.00 184.40 30,000 162.69 0.15 0.3111.00 12.00 30 3.00 33.47 129.00 43.17 33,000 764.39 0.03 0.1612.00 16.00 33 3.00 33.47 124.00 19.10 3,000 157.07 0.15 0.6113.00 14.00 3 2.00 15.40 256.00 39.43 9,000 228.25 0.11 0.4614.00 15.00 9 2.00 15.40 474.00 158.63 17,000 107.17 0.22 0.3515.00 16.00 17 3.00 33.47 232.00 77.64 52,000 669.74 0.04 0.1316.00 17.00 52 3.00 33.47 632.00 349.58 90,000 257.45 0.09 0.0917.00 17.00 90 4.00 55.31 1Page Note: This analysis is valid only with the use of progressive cavity type grinder pumps as manufactured by Environment One \\Eoneis1\data\Common\SSB\SSB Engineering Data\AE Projects\Yard Office Rd, MT\Yard Office Rd, MT-rev4.EOne 31 32 33 PROJECT AREA 8W D HYD HYD HYD HYD HYD HYD HYD HYD HYD HYDHYD HYD HYD . ........ . .. . ... ......... ..... . ..... ..... ........... ... . . .... ...... ................ ........ .. OHP OH P OH P OH P OH P OH P OH P OH P OH P OH P OH P OH P OH P OH P OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP OH P OH P OH P OH P OH P OH P OH P OH P OH P T T T T T T T T T T T T T T T G G G G G G G G G G G G G G G G G G G G G GGGGGGGG G G 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W T T GV T GV S 10W10W10W 10 W 10 W 10 W 10 W 10 W 10 W 10 W 10 W 10 W 10 W S 10W10W10W10W10W10W10W 10 W 10 W NUTT I N G BRO T H E R S SUB D I V I S I O N , 2ND F I L I N G NUTT I N G B R O T H E R S SUB D I V I S I O N NUTT I N G B R O T H E R S SUB D I V I S I O N , 3 R D FILIN G NUTT I N G B R O T H E R S SUB D I V I S I O N , 3 R D F I L I N G C.O. S . 3 6 1 3 , PAR C E L 1 UNP L A T T E D C.O.S . 9 7 5 , PAR C E L 1 A 1 E 8TH ST E MAIN S T MU L B E R R Y A V E LO C U S T A V E E MARYL A N D L N BARRY ROBINSON PO BOX 22306 BILLINGS, MT 59104 NANCY JEAN LAUSCH 1608 E MARYLAND LN LAUREL, MT 59044 TODD MCKEEVER 1702 E MARYLAND LN LAUREL, MT 59044 KEVIN & JESSICA ZARD 1722 E MARYLAND LN LAUREL, MT 59044 SHAWN & BRITA JONES 1806 E MARYLAND LN LAUREL, MT 59044 JANET MCDOWALL 1820 E MARYLAND LN LAUREL, MT 59044 BILL BICKLER 1906 E MARYLAND LN LAUREL, MT 59044 DALE & LAURA MUSSETTER P.O.BOX 996 LAUREL, MT 59044 LARRY & MARLENE THIEL 1328 RIDGE DR LAUREL, MT 59044 NEIL GUNDERSON CONSERVATORSHIP/DAWN LARMIR BILLINGS, MT 59108 WILBUR SCOTT & PATSY EWERS 2034 E MARYLAND LN LAUREL, MT 59044 ALDER RIDGE ESTATES LLC 175 N 27TH ST STE 940 BILLINGS, MT 59101 SHARON FOX 1366 CLARHILL RD LAUREL, MT 59044 RED GATE #3 LLC 4640 RIMROCK RD BILLINGS, MT 59106 COTTER PROPERTIES LLC 407 6TH AVE LAUREL, MT 59044 COTTER PROPERTIES LLC 407 6TH AVE LAUREL, MT 59044 J&M HOLDING LLC PO BOX 577 LAUREL, MT 59044HUMBLE CREEK LLC PO BOX 967 LAUREL, MT 59044 TIM & ANN MCCOLLOUGH 1702 ELEANOR ROOSEVELT DR LAUREL, MT 59044 LARRY ALLEN 1612 E 8TH ST LAUREL, MT 59044 EDWARD & CANDISE ONOSZKO 1602 E 8TH ST LAUREL, MT 59044 PATRICIA HART PO BOX 455 LAUREL, MT 59044 TIE INTO EXISTING WATER MAIN TIE INTO EXISTING WATER MAIN TIE INTO EXISTING WATER MAIN EXISTING NUTTING DRAIN DITCH TIE INTO EXISTING SEWER MANHOLE EXISTING BUILDING STORMWATER DETENTION AREA EXISTING GAS MAIN EXISTING WATER MAIN (LOCATION TO BE VERIFIED) LOT : 12 BLOCK 2 10071 SQ FT LOT : 9 BLOCK 3 8578 SQ FT LOT : 8 BLOCK 3 8544 SQ FT LOT : 7 BLOCK 3 8511 SQ FT LOT : 6 BLOCK 3 8940 SQ FT LOT : 5 BLOCK 3 8816 SQ FT LOT : 12 BLOCK 3 7441 SQ FT LOT : 4 BLOCK 3 8031 SQ FT LOT : 11 BLOCK 3 8161 SQ FT LOT : 10 BLOCK 3 8648 SQ FT LOT : 24 BLOCK 3 8011 SQ FT LOT : 23 BLOCK 3 8116 SQ FT LOT : 16 BLOCK 3 10131 SQ FT LOT : 29 BLOCK 3 8220 SQ FT LOT : 22 BLOCK 3 8220 SQ FT LOT : 28 BLOCK 3 12105 SQ FT LOT : 21 BLOCK 3 8228 SQ FT LOT : 27 BLOCK 3 11944 SQ FTLOT : 19 BLOCK 3 8018 SQ FT LOT : 26 BLOCK 3 8246 SQ FT LOT : 25 BLOCK 3 8244 SQ FT LOT : 4 BLOCK 3 8031 SQ FT LOT : 3 BLOCK 3 7653 SQ FT LOT : 30 BLOCK 3 8245 SQ FT 3FM 3FM 3FM 3FM 3FM 3FM 3FM 3FM 3FM 3FM 3FM 3F M 3F M 3 F M 3F M 3F M 3FM 3FM 3FM 8W 8W8W8W8W8W8W 8W 8W8W 8W 8W 8W 8W 8W 8 W 8 W 8W 8W 8W 8W 8W8W8W8W 8W 8W8W8W8W 8W 8W8W8W8W 2 F M 2F M 2FM 2FM 2FM 3FM3FM3FM 3FM 3FM 3FM 3FM 3F M 3F M 3F M 3 F M 3 F M 3F M 4F M 4FM4FM4FM 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8 W 8W 8W 8W 8W 8 W 8 W 8 W 8W 8W 8 W 8W 8W 8W 8W 8W SD SD D SD SD SD HYD HYD HYD HYD 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W HYD H YD HYD 2 F M 2F M 2FM 3FM3FM3FM 3FM 3FM 3FM 2FM2FM2FM2FM 2F M 2F M 2F M 2FM 2FM 2FM 2FM HYD HYD HYDHYD HYD HYD TIE INTO EXISTING WATER MAIN STORMWATER DETENTION AREA STORMWATER DETENTION AREA R37' R37' R700' R170' R125' R770' R1030' R145' R2030' R145' R230' R960' R1090' 10' TRAIL ACCESS EASEMENT 41' B/B 41' B/B 41' B/B 41' B/B 67' PUBLIC ROW 67' ACCESS & UTILITY EASEMENT 20' TRAIL ACCESS EASEMENT SECTION LINE BETWEEN SECTION 10 & 11 OF T 02 S, R 24 E KREIGHOFF LOOP BLASER B L V D BENELLI BLVD PERAZZI WAY (PRIVATE RD) ZONING & FILING BOUNDARY LOT : 18 BLOCK 3 8315 SQ FT LOT : 20 BLOCK 3 8250 SQ FT YA R D O F F I C E R D VILL A G E SUB D I V I S I O N HIGH P O I N T S U B D I V I S I O N 2nd FILING 2nd FILING 2nd FILING 1st FILING 1st FILING 1st FILING 1st FILING 3rd FILING 3rd FILING 3rd FILING 3rd FILING 4th FILING 4th FILING 4th FILING RESIDENTI A L L I G H T MULTI-FAM I L Y COMMUNIT Y COMMERC I A L 16 7 ' . . ... .. . . . . . . . . . . . .. . . . .. . .... . ... . . . . . . . . . . . ..... . . . . . . . . .. . ... .. . . ... . . . . ... . . . . . . . . .. . .. . . 40' ROW FROM ℄ 10' WIDE EXISTING ROW FOR IRRIG. DITCH 67' PUBLIC ROW 67' PUBLIC ROW 67' PUBLIC ROW 67' ACCESS & UTILITY EASEMENT 30' 20' 40' 80'40' CENTERLINE OF ROAD 30' 67' PUBLIC ROW CITY PARK DEDICATION BLOCK 4 15549 SQ FT COUNTY PUBLIC PARK LOT : 14 BLOCK 6 20560 SQ FT LOT : 16 BLOCK 6 21328 SQ FT LOT : 13 BLOCK 6 27892 SQ FT LOT : 15 BLOCK 6 21318 SQ FT LOT : 4 BLOCK 6 27998 SQ FT LOT : 9 BLOCK 6 23033 SQ FT LOT : 10 BLOCK 6 24578 SQ FT LOT : 11 BLOCK 6 24139 SQ FT LOT : 7 BLOCK 6 24584 SQ FT LOT : 2 BLOCK 6 22266 SQ FT LOT : 8 BLOCK 4 13772 SQ FT LOT : 7 BLOCK 4 13839 SQ FT LOT : 6 BLOCK 4 11895 SQ FT LOT : 5 BLOCK 4 12011 SQ FT LOT : 12 BLOCK 4 11889 SQ FT LOT : 11 BLOCK 4 11922 SQ FT LOT : 18 BLOCK 4 13713 SQ FT LOT : 10 BLOCK 4 11915 SQ FT LOT : 17 BLOCK 4 11757 SQ FT LOT : 9 BLOCK 4 12231 SQ FT LOT : 16 BLOCK 4 12247 SQ FT LOT : 15 BLOCK 4 12031 SQ FT LOT : 14 BLOCK 4 12070 SQ FT LOT : 13 BLOCK 4 11801 SQ FT LOT : 20 BLOCK 4 11280 SQ FT LOT : 19 BLOCK 4 15965 SQ FT LOT : 3 BLOCK 5 11398 SQ FT LOT : 4 BLOCK 5 11260 SQ FT LOT : 5 BLOCK 5 11539 SQ FT LOT : 2 BLOCK 5 12855 SQ FT SECTION LINE BETWEEN SECTION 10 & 11 OF T 02 S, R 24 E 80' LOT : 7 BLOCK 4 13839 SQ FT LOT : 6 BLOCK 4 11895 SQ FT LOT : 5 BLOCK 4 12011 SQ FT LOT : 2 BLOCK 4 11501 SQ FT LOT : 5 BLOCK 4 12011 SQ FT LOT : 3 BLOCK 1 11602 SQ FT LOT : 4 BLOCK 1 11642 SQ FT LOT : 2 BLOCK 1 11603 SQ FT UTILITY LOT LOT : 1 BLOCK 1 12908 SQ FT LOT : 1 BLOCK 4 24317 SQ FT LOT : 13 BLOCK 2 11385 SQ FT LOT : 1 BLOCK 2 11913 SQ FT LOT : 2 BLOCK 2 10766 SQ FT LOT : 5 BLOCK 2 10340 SQ FT LOT : 4 BLOCK 2 10492 SQ FT LOT : 3 BLOCK 2 10379 SQ FT LOT : 10 BLOCK 2 10009 SQ FT LOT : 11 BLOCK 2 10041 SQ FT LOT : 9 BLOCK 2 10064 SQ FT LOT : 7 BLOCK 2 11200 SQ FT LOT : 8 BLOCK 2 10033 SQ FT UTILITY LOT LOT : 1 BLOCK 5 21787 SQ FT LOT : 3 BLOCK 6 22998 SQ FT UTILITY LOT LOT : 1 BLOCK 6 25638 SQ FT LOT : 8 BLOCK 6 23196 SQ FT LOT : 6 BLOCK 6 24148 SQ FT UTILITY LOT LOT : 17 BLOCK 6 7181 SQ FT LOT : 17 BLOCK 3 10057 SQ FT LOT : 18 BLOCK 3 8315 SQ FT LOT : 14 BLOCK 3 7467 SQ FT LOT : 13 BLOCK 3 7300 SQ FT LOT : 15 BLOCK 3 10121 SQ FT 40' ROW FROM SECTION LINE R535' LOT : 2 BLOCK 3 7884 SQ FT LOT : 1 BLOCK 3 7449 SQ FT LOT : 6 BLOCK 2 11772 SQ FT LOT : 5 BLOCK 1 11648 SQ FT LOT : 6 BLOCK 1 11578 SQ FT LOT : 7 BLOCK 1 11559 SQ FT LOT : 3 BLOCK 4 11608 SQ FT LOT : 2 BLOCK 4 11525 SQ FT LOT : 12 BLOCK 6 22678 SQ FT LOT : 5 BLOCK 6 22691 SQ FT 10' 3286.0 3289.4 HP 3284.5 3281.6 10' UTILITY EASEMENT 1' NO ACCESS EASEMENT1' NO ACCESS EASEMENT PROPOSED CULVERT PROPOSED CULVERT 5' UTILITY EASEMENT L=119 ' R530' R2000' 67' ACCESS & UTILITY EASEMENT 3286.89 3281.85 3288.0 L = 4 0 ' L = 8 8 ' 46'L =2 9 3 ' L =2 3 9 ' L=71' L=106' L=2 4 5 ' L = 4 0 ' L =2 6 0 ' L =7 2 6 ' L =2 7 2 ' L=29' L =131' 15 4 ' 133'169' L=2 9 '56' 56' 460' L =29' 10 8 ' 462' 10 8 ' 15 ' L=10 5' R470' L=26' L = 2 28 ' L=151' L = 2 8 8' L =9 4 ' L =315 ' 231' 11 1 ' 3282.3 3283.0 3293.0 HP 3290.3 HP PARKLAND AREA TO EAST OF POND AREA = 3,429 SQ FT R120' R120' 32 8 0 3290 3 2 7 8 328 2 328 4 328 6 3288 3292 3294 3296 3280 3282 32843286 EXISTING SEPTIC TANK & DRAINFIELD EXISTING BUILDING APPROXIMATE 100-YR FLOODPLAIN BOUNDARY FOR NUTTING DRAIN APPROXIMATE 100-YR FLOODPLAIN BOUNDARY FOR MAIN STREET OVERFLOW STORMWATER DETENTION AREA 20' TRAIL ACCESS EASEMENT PROPOSED TRAIL SYSTEM ENTIRE AREA = 17,014 SQ FT PE C S T A N D A R D B W . C T B 1/ 2 2 / 2 0 2 1 3 : 4 7 : 3 7 P M C: \ U s e r s \ K a t r i n a S \ D r o p b o x ( P E C B i l l i n g s ) \ P E C B i l l i n g s T e a m F o l d e r \ G o l d b e r g I n v e s t m e n t s \ 2 0 1 8 - 0 1 7 Y a r d O f f i c e S u b d i v i s i o n \ C A D \ D W G \ P l a t s \ 1 8 - 0 1 7 P r e l i m i n a r y P l a t M a s t e r _ 0 1 . 2 2 . 2 1 . d w g PRELIMIMARY MASTER PLAT OF GOLDBERG SPORTING ESTATES, FIRST FILING BEING LOT 18 OF NUTTING BROTHERS SUBDIVISION, 2ND FILING & LOTS 19-25 OF NUTTING BROTHERS SUBDIVISION, 3RD FILING SITUATED IN THE NE 1/4 OF SECTION 10, T 02 S, R 24 E, P.M.M. LOCATED IN CITY OF LAUREL, YELLOWSTONE COUNTY, MONTANA PREPARED FOR : GOLDBERG INVESTMENTS, LLC PREPARED BY : PERFORMANCE ENGINEERING, LLC PRELIMINARY PLAT DATE : JANUARY 2021 SHEET 1 OF 1 160800 IN FEET VICINITY MAP EXISTING LAND USE: AGRICULTURAL EXISTING ZONING:RESIDENTIAL LIGHT MULTI - FAMILY (RLMF) & COMMUNITY COMMERCIAL (CC) PROPOSED LAND USE: RESIDENTIAL & COMMERCIAL PROPOSED ZONING:RLMF & CC SITE DATA # OF LOTS 88 MAXIMUM LOT AREA ± 0.64 AC MINIMUM LOT AREA ± 0.17 AC TRAIL / PARKLAND AREA ± 0.83 AC LINEAL FEET OF STREETS ± 6,113 LF GROSS TOTAL ACREAGE ± 37.05 AC NET RESIDENTIAL ACREAGE ± 18.13 AC GROSS RESIDENTIAL ACREAGE ± 27.74 AC NET COMMERCIAL ACREAGE ± 8.61 AC GROSS COMMERCIAL ACREAGE ± 9.31 AC PROPERTY OWNER:GOLDBERG INVESTMENTS, LLC = PROPERTY BOUNDARY = CENTERLINE OF ROAD, UNLESS OTHERWISE NOTED = INFLECTION POINT IN CENTERLINE CURVE 34 August 31, 2022 Kurt Markegard Public Works Director City of Laurel – Public Works Department PO Box 10 Laurel, Montana 59044 Re: Petition for Variance from City Code for Goldberg Sporting Estates – Low Pressure Sewer System Dear Mr. Markegard: The Developer of Goldberg Sporting Estates, First Filing is requesting a Variance from the City of Laurel Standards for the use of a Low-Pressure Sewer System (LPSS) to collect wastewater within the development. As a non-standard collection system this type of system requires approval by City Council prior to acceptance. The proposed sanitary sewer will have a standard 4-6” sewer service exit the building and discharge into an on-lot sewage collection tank with a sewage pump. This tank/pump station will discharge to a small diameter force main that will eventually discharge into the City gravity sewer collection system. The proposed system would consist of 1.25” discharges from each tank with the primary subdivision internal force main ranging from 2-3” in diameter. Prior to leaving the subdivision the force main will increase to a 4” force main, then flow west along Eleanor Roosevelt Drive for approximately 190’, then south in the alley between Locust Ave and Mulberry Ave for approximately 65’ where it will discharge into existing MH 333. The Developer’s Design Engineer was requested to analyze the downstream collection system to determine the effects of this subdivision development. The findings of the Design Engineer’s Report are the following: 1. The existing 8” sanitary sewer main between MH 332 and MH 335 will be a limiting line and be required to be upsized to a 10” gravity line. 2. The LPSS requires no upgrades to occur at the downstream Elm Lift Station. 3. A traditional gravity collection system or single lift station from Goldberg Sporting Estates to MH 333 would require upgrades to the Elm Lift Station. As additional benefits to the City of Laurel, the Developer is proposing: 1. Creation of a Homeowner’s Association (HOA) to control and maintain the on-lot components through a direct contract with the system supplier. 2. To replace the 8” sewer main between MH 332 and MH 335 with a 10” sewer main. 3. Lands to the east and south along Eleanor Roosevelt Drive were included in the sizing and planning of the proposed LPSS. 35 4. Force Mains in the Public Right-Of-Way are typically Owned by the City of Laurel, however, Developer is willing to maintain its ownership in the HOA to discharge at MH 333. 5. Installation of the entire force main and collection system to be paid for by the Developer. There are several items in the City Rules and Regulations Governing Utility Services that contradict the installation of an LPSS. These are items that would either need to be agreed to by the Developer or waived by the City of Laurel. They are: 1. Section 2.11 MISCELLANEOUS DEVICES The utility may also require the customer to submit semi-annual test results on such devices certifying that the devices have been checked by an authorized service representative and are in good working order. 2.Section 2.14 LIABILITY OF UTILITY The utility is responsible for wastewater facilities up to the service wye or tee. All facilities from the building up to and including the service wye or tee are the responsibility of the property owner. The City of Laurel shall determine whether a line is a service line or a public main if a discrepancy occurs. 3.Section 12.1 DISCHARGING CERTAIN MATTER INTO SEWER PROHIBITED Except as hereinafter provided, no person shall discharge or cause to be discharged any of the following described waters or wastes into any public sanitary sewer: 12.1.9 Any noxious or malodorous gas or substance capable of creating a public nuisance. This LPSS has the potential to create odor problems at downstream facilities as mentioned in the E-One sewer system analysis. 4. Section 12.5 PRELIMINARY TREATMENT FACILITIES The Owner shall provide facilities meeting the requirements set forth in these rules and regulations as his/her own expense where it is necessary, in the opinion of the Public Works Director, to provide preliminary treatment of any water or wastes to: 12.5.3 Reduce objectionable characteristics or constituents in such water or wastes to with the maximum limits provided by this section. This could include odor elimination practices at the Elm Street Lift Station. 5. Section 14.6.1.3 APPLICATION REVIEWS AND RECOMMENDATIONS Make commitment to construct all the necessary water and/or wastewater system facilities and to begin development of the entire parcel of property to be included in the water and/or wastewater service area within 2 years from the date of the City Council's approval of the enlargement application. In the event the applicant fails to comply with this commitment, the property in question shall automatically be excluded from the service area. Would the two year commitment include the installation of all pump stations? 6.Section 15.11 OWNERSHIP OF EXTENSIONS The ownership of all extensions of the municipal water and/or wastewater system constructed within the corporate City limits shall be vested in the City whether same are 36 constructed by special improvement district or by private contract. An applicant constructing an extension within the corporate City limits by means of a private contract or special improvement district shall be deemed to have conveyed the ownership of such an extension to the City upon acceptance of the extension by the City. In addition, the City shall at that time have assumed complete control over the facilities so extended, including the right to connect additional customers to the extended facilities as well as the right to further extend said facilities. The City will have to agree to waive the ownership of the force main to MH 333 or agree to operate and maintain the force mains within the subdivision. 7.Section 15.12 MAINTENANCE OF EXTENSIONS The City shall be responsible for the maintenance of extensions only when the ownership and control of said extensions are vested in the City. The responsibility for installation, operation, maintenance, repair, enlargement, or replacement of facilities that are privately owned and/or controlled by persons other than the City shall rest solely with the owners of facilities. 8. Section 15.19 SUBDIVISION EXTENSIONS OF WATER SUPPLY/WASTWATER FACILITIES All public water supply, necessary off-site public water and sewer mains, and wastewater system facilities required to serve a subdivision, including connecting and cross-tie water mains, as well as the water and sewer mains in, to, around, and through said subdivision, shall be installed by and at the expense of the applicants requesting an extension of the municipal water supply and wastewater system to serve the subdivision in question. Said applicants shall also extend the municipal water supply and wastewater system to the farthest point or points of their subdivision at their expense. 9. Section 15.33 MINIMUM CAPACITY, SIZE, ARRANGEMENT, AND SPACING CRITERIA FOR WASTEWATER SYSTEMS 15.33.5 Arrangement of Sewers. Public sanitary sewers shall be arranged in such a manner and in such a way so as to serve by gravity flow the total tributary area of the wastewater extension project in question. The use of wastewater pumping stations to provide wastewater service for said area, or portions thereof, shall be avoided whenever it can be feasibly accomplished. 15.33.11 Wastewater Pumping Stations and Force Mains. Wastewater pumping stations and force mains installed during the construction of wastewater extensions shall be as specified by the City. The following are items that in contrast with the Standards for Public Works Improvements: 1.Section 5 MEETING REGIONAL NEEDS 5.1 All public improvements shall be designed as a logical part of the development of the surrounding area. Storm sewer and sanitary sewer shall be sized to accommodate the entire drainage basin which they will ultimately serve. Water mains shall be designed to provide distribution and looping to adjoining systems. 37 Arterial streets will be developed to the extra width for "Streets". Utilities and street improvements will be extended to the boundaries of the development for future extensions to adjoining areas. The Public Utilities Director (PUD) may require oversizing of utility lines to accommodate future growth of the City. 5.2 Where existing City utility lines do not adjoin the proposed development, the developer will be required to extend the lines to the development as necessary. Where the existing roadway improvements do not extend to the proposed developments, the developer may be required to improve the roadway to the development. Except as provided below, these extension will be at no cost to the City. 2.Chapter 6. Section 29.3 Design Standards for Pump Stations for Alternative Collection Systems. The minimum pipe diameter for force mains shall be 1.5 inches. The following items are issues that the MT Department of Environmental Quality may require as part of their review and approval process. MDEQ may require a plan from the City to increase the size of the gravity sewer system from MH 332 to the Elm Lift Station The Elm lift station currently has odor issues. The use of an LPSS may increase the odor issue. The Council has three options for a response to the Developer on this variance request. 1.They can deny the request to install a low pressure sewer system. 2.They can approve the request to install the low pressure sewer system as planned. 3.Or, They can conditionally approve the installation of a low pressure sewer system. If the Council wishes to conditionally approve the low pressure sewer system; we recommend the following conditions. The company contracted to inspect the collection/pumping units perform their analysis on a semi-annual basis and the HOA provide copies of those reports to the City. The Developer install facilities at the force main discharge point to minimize the odor problems that are expected to occur there. The City take Ownership of the sewer force mains within the ROW. Individual properties will own the service up to the wye or tee connection in the street. As part of the sewer force main installation in the ROW, the Developer shall install tracer wire and access points for connection. Establish an SID on the lots within the subdivision to pay for capital improvements to cover force main maintenance. Developer provide an extension down Eleanor Roosevelt Dr for potential connection by all lots included in the sewer impact analysis. 38 Developer be required to upsize the direct sewer line from MH 332 to the Elm Street Lift Sation connection with a 10” PVC line. If there are any questions, please feel free to give me a call at 406.245.5499. Sincerely, KLJ Ryan E. Welsh, P.E. Project Engineer 39 I 111 1 11 Standards for Public Works Improvements ijfor'the City of Laurel, Montana 2003 I Prepared by: IIIMORRISON III- 1:11111MAIERIE,inc. Morrison-Maierle,,Inca 2020 Grand Avenue Billings,MT 59102 (406)656-6000 Fax(406)656-3432 40 Part 1 - General Provisions 1 ESTABLISHMENT OF MINIMUM STANDARDS 1.1 2 UNIFORMITY OF ENGINEERING AND CONSTRUCTION PRACTICES 1.1 3 ADHERENCE TO STANDARDS 1.1 4 LICENSES 1.1 5 MEETING REGIONAL NEEDS 1.1 6 RECOVERING COSTS 1.2 7 CITY PARTICIPATION IN COST 1.2 8 DEFERRED CONSTRUCTION 1.2 Part 2 - General Engineering Plan Requirements 1 COMPLETE SET OF PLANS 2.1 2 CONSTRUCTION COST ESTIMATE 2.1 3 SOILS AND GEOTECHNICAL REPORT 2.1 4 COPY OF SUBDIVISION MAP AND ANY OFF-SITE EASEMENT DRAWINGS 2.1 5 TITLE SHEET 2.1 6 IMPROVEMENT SHEETS 2.1 7 ADDITIONAL ITEMS TO BE INCLUDED ON ALL PUBLIC IMPROVEMENT DRAWINGS 2.2 8 GENERAL ENCROACHMENT PERMITS 2.2 9 PROFILE ITEMS SHOWN WHEN APPLICABLE 2.2 10 ALLEYS 2.3 Part 3 - Construction Changes / Revisions 1 REVISIONS OF EXISTING SHEETS 3.1 Part 4 - As-Built Plans Part 5 - Street Design Technical Standards 1 GENERAL CONDITIONS 5.1 2 ALIGNMENT CRITERIA FOR STREETS 5.2 3 GRADIENT 5.2 4 GRADING 5.4 5 PAVEMENT, STRUCTURAL SECTIONS 5.4 6 CROSS-FALL, CROWN, AND CROSS-SLOPE IN STREETS 5.4 7 UTILITY PLACEMENT WITHIN STREETS 5.4 8 STREET CLASSIFICATION 5.5 9 HALF-WIDTH STREETS, ALLEYS, HILLSIDE STREETS 5.5 10 CURB and GUTTER, SIDEWALKS 5.6 11 DRIVEWAYS 5.6 12 STREET NAME SIGNS 5.10 13 SURVEY MONUMENTS 5.10 14 DRAINAGE FACILITIES 5.10 15 REPAIRING UTILITY CUTS 5.11 16 STREET LIGHTING 5.12 41 Part 6 - Sewer Design Technical Standards 1 PURPOSE 8.1 2 REFERENCES 6.1 3 APPROVAL OF ALTERNATE MATERIALS OR METHODS 6.1 4 MONTANA WATER QUALITY BUREAU STANDARDS 6.1 5 SPECIAL PROBLEMS 6.2 6 DESIGN PLANS AND PROFILES 6.2 7 SPECIFICATIONS 6.3 8 ADDITIONAL ITEMS OF CONCERN 6.3 9 GENERAL DESIGN CONSIDERATIONS 6.4 10 CAPACITY 6.5 11 SIZE 6.5 12 PIPE MATERIALS 6.5 13 EXCAVATION, PIPE BEDDING AND BACKFILL 6.6 14 GRADE 6.6 15 MINIMUM DEPTH 6.7 16 LOCATION 6.7 17 ALIGNMENT 6.8 18 CHANGE IN PIPE SIZE 6.8 19 MANHOLES AND CLEANOUTS 6.9 20 PIPE JOINTS 6.11 21 SERVICE LATERAL (SIDE SEWER OR HOUSE BRANCH) CONNECTIONS 6.12 22 HOUSE OR BUILDING SEWERS 6.12 23 SEPARATE CONNECTION REQUIRED 6.12 24 STEEP SLOPE PROTECTION 6.12 25 DRAINAGE DITCH OR STREAM CROSSINGS 6.12 26 AERIAL CROSSINGS 6.13 27 PROTECTION OF WATER SUPPLIES 6.13 28 SEWER SERVICES AND PLUMBING 6.14 29 DESIGN STANDARDS FOR ALTERNATIVE SEWER SYSTEMS 6.15 30 LIFT STATIONS 6.17 Part 7 - Water Design Technical Standards 1 PURPOSE 7.1 2 REFERENCES 7.1 3 APPROVAL OF ALTERNATE MATERIALS OR METHODS 7.1 4 MONTANA WATER QUALITY BUREAU STANDARDS 7.1 5 SPECIAL PROBLEMS 7.2 6 DESIGN PLANS AND PROFILES 7.2 7 SPECIFICATIONS 7.3 8 ADDITIONAL ITEMS OF CONCERN 7.3 9 GENERAL DESIGN CONSIDERATIONS 7.4 10 CAPACITY 7.5 11 SIZE 7.6 12 PIPE MATERIALS 7.6 13 EXCAVATION, PIPE BEDDING AND BACKFILL 7.7 14 MINIMUM DEPTH 7.7 15 DEAD ENDS 7.7 16 VALVES 7.8 W:\0703\010\2_2003 Rev isions\standards 2_18.doc August 2002 Revised: 2/03 11 42 17 HYDRANTS 7.8 18 LOCATION 7.8 19 ALIGNMENT 7.9 20 PIPE JOINTS 7.9 21 SERVICE LINE CONNECTIONS 7.9 22 SEPARATE CONNECTION REQUIRED 7.9 23 DRAINAGE DITCH OR STREAM CROSSINGS 7.9 24 AERIAL CROSSINGS 7.10 25 PROTECTION OF WATER SUPPLIES 7.10 W:\0703\010\2_2003Revisions\standards 2_I 8.doc August 2002 Revised: 2/03 iii43 Part 1 - General Provisions 1 ESTABLISHMENT OF MINIMUM STANDARDS This Public Work Standards Manual, based upon sound, practical, and well-established principals of civil engineering, is prepared for the purpose of adopting minimum standards for the design of improvements, kind and use of materials, methods of construction, and the preparation of plans for construction, repair, or alternation of streets, roadways, alleys, drainage, sewer, or water facilities which lie within municipal right-of-way or easements. 2 UNIFORMITY OF ENGINEERING AND CONSTRUCTION PRACTICES This Public Work Standards Manual is established to promote the maximum uniformity of engineering and construction practices within the community and thereby reduce design, supply, construction, and maintenance costs. 3 ADHERENCE TO STANDARDS It will be the policy of the Department of Public Works to require adherence to the Standards set forth herein; however, where unique circumstances of design consideration make it impractical to follow the Standards and where such adherence would actually create problems detrimental to the public interest, the Department of Public Works will consider alternate solutions and may approve departures from Standards when substantiated by design analysis. 4 LICENSES Contract construction in the public right-of-way must be by a contractor licensed in the State of Montana and holding bonding and insurance as required by the City of Laurel. In addition, within the City limits, a contractor may need a City Business License. 5 MEETING REGIONAL NEEDS 5.1 All public improvements shall be designed as a logical part of the development of the surrounding area. Storm sewer and sanitary sewer shall be sized to accommodate the entire drainage basin which they will ultimately serve. Water mains shall be designed to provide distribution and looping to adjoining systems. Arterial streets will be developed to the extra width for"Streets". Utilities and street improvements will be extended to the boundaries of the development for future extensions to adjoining areas. The Public Utilities Director(PUD) may require oversizing of utility lines to accommodate future growth of the City. 5.2 Where existing City utility lines do not adjoin the proposed development, the developer will be required to extend the lines to the development as necessary. Where the existing roadway improvements do not extend to the proposed developments, the developer may be required to improve the roadway to the development. Except as provided below, these extension will be at no cost to the City. W:\0703\010\2_2003Revisions\standards 2_l8.doc 1 .1 August 2002 Revised: 2/03 44 6 RECOVERING COSTS When the improvements serve adjoining properties (e.g., extensions of existing utilities or improvements along the boundary of the development), a portion of the cost can be recovered from owners of the adjoining property by one of the following methods: 6.1 A private agreement between the various property owners. 6.2 A Sewer/Water Extension Agreement, requiring the owner of adjoining property to pay an equitable share of the costs in the future at the time they connect to the improvements (requires City Council approval for formation of reimbursement), as negotiated by the Department of Public Utuilities. 6.3 A Special Improvement District, which authorizes the City to make the improvements and to distribute the costs to the benefitted property owners, usually allowing ten years for repayment (requires City Council approval and usually agreement of more than 50% of the property owners). Property owners will be required to pay, in advance, a portion of any new development infrastructure costs. 7 CITY PARTICIPATION IN COST The City may share the cost of oversizing of improvements for public use in excess of the following. Typically this is offered when oversizing is for the purpose of meeting regional requirements, and that it exceeds requirements of the specific project being built. 7.1 Water lines, valves, and associated materials in excess of 12 inches in diameter. 7.2 Sanitary sewers in excess of 10 inches in diameter. 7.3 Storm sewers in excess of 24 inches in diameter. 7.4 Street widths in excess of 40 feet (curb to curb back). 7.5 Arterial street pavement structural sections in excess of minimums shown in the Montana Public Works Standard Specifications (MPWSS), latest edition, Standard Drawings. Soil analysis determines the street sections. The City's share of the cost of oversizing will be based on the extra material costs caused by oversizing. The City's share of materials cost will be determined by the PUD using recent bids received by the City and/or price quotations from reputable suppliers on similar impartial information. Any agreement by the City to share the costs of oversizing is subject to the availability of City funds, must be in writing, and must have the prior approval of the City Council by resolution. Any work completed prior to City Council approval of an agreement will not be eligible for City payment for oversizing. 8 DEFERRED CONSTRUCTION When projects are located remote to existing roadway improvements, portions of street work may be deferred to a later date to allow more orderly construction of a complete project. The developer will be required to provide security for the estimated cost of deferred work in an amount and form approved by the City Council. W:\0703\010\2_2003Revisions\standards 2_I8.doc 1.2 August 2002 Revised: 2/03 45 Part 2 - General Engineering Plan Requirements The following items, if they apply, will be required before the checking of plans can be completed. As many items as possible should be submitted with the initial submittal. Items not included in the initial submittal may add additional rechecks to the checking procedure. A complete list of requirements will be returned with the first check. 1 COMPLETE SET OF PLANS A complete set of plans shall be drawn to include the following: 1.1 Title Sheets 1.2 Improvement Sheets 1.3 Grading Sheets 1.4 Landscape and Irrigation Sheets (optional) 1.5 Right-of-Way and Easement Plats and Legal Descriptions, if needed 2 CONSTRUCTION COST ESTIMATE In addition to the quantities, each estimate will include the description of the project, company name and address, date prepared, and the signature of the person preparing the estimate. 3 SOILS AND GEOTECHNICAL REPORT 4 COPY OF SUBDIVISION MAP AND ANY OFF-SITE EASEMENT DRAWINGS 5 TITLE SHEET The title sheet shall be sheet 1 of each set of plans and will include the following items: 5.1 Work to be Done. Include a brief description of the project. 5.2 Standard Specification. Plans shall reference applicable standard specifications. 5.3 Standard Drawings 5.4 Legend 5.5 Vicinity Map / North Arrow 5.6 Phone Contacts, Utilities 5.7 Engineer's signature, seal, date of license expiration, R.P.E. number, phone number, and date to be shown on all sheets. 5.8 Bench Mark 5.9 Title Block 5.10 All General Engineering and Construction Notes 5.11 Plans, if preliminary, shall be clearly shown to be as such including "not for construction", indicated. 6 IMPROVEMENT SHEETS Sheets covering public improvements will include the following items: W:\0703\010\2_2003Revisions\standards 2_I8.doc 2.1 August 2002 Revised: 2/03 46 6.1 Street Section Typical 6.1.1 Show type of pavement, curb, and sidewalk for each street(by name) in the project. Partial street improvements (using asphalt concrete paving)that do not terminate with a curb shall have an extra 1 foot of asphalt concrete paving widthattheedgeofright-of-way. 6.1.2 Dimensions Shown. Right-of-way, centerline to curb, curb to property line sidewalk, and sidewalk to property line. 6.2 Stationing 6.3 Scale. One (1) inch equals 50 feet (1"=50') horizontal and 1 inch equals 5 feet vertical (1"=5') is the recommended scale to be used for the plan and profile. 6.4 Original Drawings. All sheets must be drawn in black India ink on 24-inch by 36-inch24"x36")size mylars. 6.5 Existing and New Improvements and Easements. Existing and new improvements and easements shall show width. Existing easements should also show the document number and the receipt date. 7 ADDITIONAL ITEMS TO BE INCLUDED ON ALL PUBLIC IMPROVEMENT DRAWINGS: 7.1 Street Name 7.2 Subdivision Boundary 7.3 Lot Lines and Numbers 7.4 Pavement Shaded 7.5 Concrete Symbol on Sidewalk, etc. 7.6 Size, Material and Length of Each Run of Pipe 7.7 Centerline, Curb, Storm Drain, Sewer, and Water Data 7.8 All roads and improvements that are not public are to be labeled "Private" 8 GENERAL ENCROACHMENT PERMITS. General encroachment permits are required for all private facilities within any public right-of-way or easement. General encroachment permits are required for all private facilities within any public right- of-way or easement . 8.1 When an encroachment is approved, a note will be put on each sheet where it applies. 8.2 Some typical examples of encroachments are private drains tying into public drains, sidewalk underdrains, fences, and walls in easements or right-of-way. 9 PROFILE ITEMS SHOWN WHEN APPLICABLE Show all of the street, driveways; structures, pipelines, etc., which affect the profile. W:\0703\010\2_2003Revisions\standards 2_18.doc 2.2August2002Revised: 2/03 47 10 ALLEYS 10.1 Alleys are to be improved as specified in the conditions of improvement for each particular project. 10.2 Alley aprons, curbs, and pedestrian ramps are required at all street or alley intersections. W:\0703\010\2_2003 Revisions\standards 2_1 8.doc 2.3 August 2002 Revised: 2/03 48 Part 3 - Construction Changes / Revisions Any change made to a set of plans after they have been signed will require a construction change. Some minor changes may be approved by the Field Inspector, which will then beincludedinthe "As-Built Drawings". 1 REVISIONS OF EXISTING SHEETS Only items being covered by the proposed revision will be shown on the plans. Future changes not to be approved at this time will not be shown on the plans. W:\0703\010\2_2003Revisions\standards 2_18.doc 3.1 August 2002 Revised: 2/03 49 Part 4 - As-Built Plans The original plans shall be certified by BOTH the Design Engineer and the City as being "As- Built", prior to the finalizing of any public works improvement projects. Plans needing "As-Builts" are: a. Grading / Drainage b. Street Improvements c. Storm Drain d. Sanitary Sewer e. Water System f. Site Improvement A developer shall give to the City on AutoCAD, or other Computer-Aided Drafting system, acceptable to the City, a diskette will all of the projects "As Built" documents in addition to hard copies. All documentation shall be given to the City 30 days before acceptance is expected. All test documentation and certifications shall have an Engineer's certification. W:\0703\010\2 2003Revisions\standards 2_18.doc 4.1 August 2002 Revised: 2/03 50 Part 5 - Street Design Technical Standards 1 GENERAL CONDITIONS 1.1 The arrangement, type, extent, width, grade, and location of all streets must be considered in their relation to existing and planned streets, to topographical conditions and to public convenience and safety, and in their relation to the proposed uses of the land to be served by them. 1.2 All roads must meet the design specifications in Table 1. Urban-suburban roads must meet the design specification in Figure 1. 1.3 Where streets terminate, either a cul-de-sac, 'T"or"Y"turnaround must be provided at the terminus. Cul-de-sacs, "T"and "Y"turnarounds must conform to the design specifications set forth in Table 1, Road Design Standards for Subdivisions. 1.4 All streets within a subdivision must either be dedicated to the public or be private streets to be owned and maintained by an approved property owners' association. 1.5 Proposed roads which will intersect state or county roads shall be kept to a minimum. State and county permits and/or authorization must be obtained. Turn lanes may be required and must be built to the Approach Standards for Montana Highways. 1.6 Residential driveways must not have direct access to primary highways. Where no reasonable option is available, the Montana Department of Transportation may issue a road approach permit. 1.7 Local streets must be designed so as to discourage through traffic. 1.8 Whenever a subdivision abuts or contains an existing or proposed arterial highway or major thoroughfare, the governing body may require frontage roads, with a reservation prohibiting access along the rear property line, deep lots, or other treatment as may be necessary for adequate protection of residential properties and to separate arterial and local traffic. 1.9 All roadway improvements including pavement, curbs, gutters, sidewalks, and drainage must be constructed in accordance with the specifications and standards prescribed in the latest edition of the Montana Public Works Standard Specifications MPWSS), including any revisions. 1.10 Plans, specifications, and special provisions for street design projects must be completed by a Registered Professional Engineer (RPE). 1.11 Roadway subgrades must be free of topsoil, sod, vegetation, or organic matter, soft clay, or other substandard materials, properly rolled, shaped, and compacted, and subject to approval by the governing body. W:\0703\O 10\2_2003Revisions\standards 2_18.doc 5.1August2002Revised: 2/03 51 1.12 Streets and roads must be designed to ensure proper drainage, including but not limited to surface crown, culverts, curbs and gutters, drainage swales, and storm drains. 1.13 Where access from a public road to the subdivision will cross properties not owned by the subdivider, the subdivider must obtain proper easements, at least 60 feet wide, from each property owner or the appropriate administration of public lands. Each easement must allow construction and perpetual maintenance of a road across the property and allow vehicular travel on the road. OEM t' 'ti+ + M. 7 ,S{ yE t s t f4i'dein3s II1413,10* oa.d Design Sfan•ards Subd visa ns. ..^* Minimum Design Standards Minor Collector Local Street 1.Minimum Right-of-Way Width 7F63-ft-7F63-ftC'c/ 2.Minimum Roadway Width' 26 ft 24 ft 3.Minimum Curb Radius or Edge of Pavement at Intersections 25 ft 15 ft 4.Maximum Grades° 8% 9% 5.Approaches onto Public Roads a. minimum sight distance 200 ft 150 ft b. minimum width 35 ft 30 ft c. maximum grade for 20 feet 5% 5% d. minimum grade for 20 feet 1% 1% 6.Curvature` a. design speed 25 mph 25 mph b. maximum curve 23 53.5 c. minimum radius 249 ft 107 ft 7.Cul-de-Sacs and Turnarounds a.Long Cul-de-Sac maximum road length 600 ft ii.cul-de-sac: minimum outside right-of-way radius 52 ft iii.cul-de-sac: minimum outside roadway radius 44 ft b.Short Cul-de-Sac maximum road length 100 ft ii.cul-de-sac: minimum outside right-of-way radius 40 ft iii.cul-de-sac: minimum outside roadway radius 35 ft c.T"or"Y"Turnaround backup lengths(2 required) 30 ft ea. ii.inside turning radius 26 ft iii.outside turning radius 38 ft Adequate and appropriate easements must be granted by each property owner through a signed and notarized document that grants the easement. The location of any road easement must be shown on the plat or on a supplemental map. The existence of easements must be noted on the face of the final plat and any deeds or other instruments conveying lots within the subdivision. Where parking will be permitted,add eight feet on each side. If guardrail installation is required or a shoulder is desired,add two feet to each side of roadway. b Grades over 10%must not exceed 100 feet in length. Curvature is based on a superelevation of 0.08/ft. W:\0703\010\2_2003Revisions\standards 2_I8.doc 5.2 August 2002 Revised: 2/03 52 2 ALIGNMENT CRITERIA FOR STREETS 2.1 Minimum centerline radius of horizontal curvature based on design speeds shall be as follows (assuming a normal crown): 2.1.1 Major streets - 1,000 feet (25 mph) 2.1.2 Collector streets and industrial and commercial streets - 800 feet (25 mph) 2.1.3 Residential collector streets - 500 feet (25 mph) 2.1.4 Residential streets - 300 feet (25 mph) 2.1.5 Alleys - 50 feet (15 mph) 2.2 Intersections 2.2.1 Streets must intersect at 90 degree angles, except where topography precludes, and in no case may the angle of the intersection be less than 60 degrees to the centerline of the roadway being intersected. 2.2.2 Two streets meeting a third street from opposite sides must be offset at least 125 feet for local roads and 300 feet for arterials or collectors. 2.2.3 No more than two streets may intersect at one point. 2.2.4 Intersection design must provide acceptable visibility for traffic safety as dictated by the designed operating speeds on the individual roadways. 2.2.5 Hilltop intersections are prohibited, except where no alternatives exist. Intersections on local roads within 100 feet of a hilltop are prohibited. Intersections on arterial and collector roads within 200 feet of a hilltop are prohibited. 2.2.6 Maximum grade of approach to a major highway must not exceed 5%. 2.3 Where the angle of intersection is acute, or where a sight-distance problem may be anticipated, an increased property line radius may be required by the PWD. 2.4 The angle between centerlines of intersecting streets shall be as nearly right angles as possible, but in no case less than 80 degrees or greater than 100 degrees, except as approved by the PWD. 2.5 All streets entering upon any given street shall have their center lines directly opposite each other or separated by preferably 300 feet, 200 feet minimum. 3 GRADIENT Streets and roads must be designed to ensure proper drainage, including but not limited to surface crown, culverts, curbs and gutters, drainage swales, and storm drains. W:\0703\010\2 2003Revisions\standards 2_I8.doc 5.3 August 2002 Revised: 2/03 53 4 GRADING 4.1 Generally, roadways will be graded by the developer 3 feet beyond the right-of-way. 4.2 Additional grading beyond the right-of-way may be required to provide for safe sight- distance and to control drainage. 4.2 All grading or excavating in public right-of-way and encroachments shall be first authorized by a valid encroachment permit. 4.3 Slope easements shall be provided for all abutting property that requires a cut or fill when meeting either existing or proposed grades. 5 PAVEMENT, STRUCTURAL SECTIONS All streets shall be surfaced by the developer in accordance with the following specifications: 5.1 All design shall conform to the latest edition and revisions of the MPWSS. 5.2 Road surfacing on all classes of residential streets shall be asphaltic concrete. 5.3 Major Streets, Collector Streets, and Industrial Streets 5.3.1 Surfacing shall be asphaltic concrete. 5.3.2 Structural section shall be determined using standard design methods, engineering soils analysis, traffic index, and standard specifications. 5.4 Minimum thickness of asphaltic concrete surfacing shall be 3 inches. 5.5 Minimum thickness of base material shall be 8 inches. 5.6 Alley surfacing shall be of 2 inches of%-inch crushed gravel surface, and 4 inches of 3-inch minus base. 6 CROSS-FALL, CROWN, AND CROSS-SLOPE IN STREETS 6.1 "Crown" is the highest part of the street shape between paving edges. 6.2 "Cross-slope" is the gradient determined by dividing the difference in elevation from crown to pavement edge by the horizontal distance from crown to pavement edge, expressed as a percentage. 6.3 "Grade" is the slope of the longitudinal road profile generally measured along the centerline, expressed as a percentage. 7 UTILITY PLACEMENT WITHIN STREETS Water and sewer utilities to be constructed in streets shall be installed according to Part 6 and Part 7. W:\0703\010\2_2003Revisions\standards 2_1 8.doc 5.4 August 2002 Revised: 2/03 54 8 STREET CLASSIFICATION 8.1 Collector Street A collector street is a street used for major traffic flow. Access to residential lots should be discouraged, and access to business lots should require turning lanes. 8.2 Residential Collector Street A Residential Collector Street is a street designed to provide main ingress and egress to a subdivision or neighborhood. Traffic flows of 400 vehicles per day to 4500 vehicle per day. 8.3 Local Residential Street A Local Residential Street is a street which provides access to individual lots or areas. Cul-de-sacs are within this category. Traffic flow of 400 vehicles per day or less. 8.4 Alley An Alley is a secondary City street which services primarily as a service access to individual lots. 8.5 Bicycle Path and/or Walkway A Bicycle Path and/or Walkway is an access way for non-motored use, primarily for recreational use. 9 HALF-WIDTH STREETS, ALLEYS, HILLSIDE STREETS 9.1 Half-Width Street When warranted, half-width streets may be permitted by the City Council along the boundary of a subdivision or the property of the developer. Such street shall be designed and improved by the developer as follows: 9.1.12 The right-of-way shall have a minimum width of 40 feet. 9.1.2 Surfaced roadbed shall be 28 feet in width, or one-half of the surfaced improvement that would be required for the development of the street at its ultimate width, whichever is greater. 9.2 Alleys Alleys shall be designed and improved by the developer. 9.2.1 Right of way shall be a minimum of 20 feet in width. 9.2.2 There shall be no intersecting alleys. W:\0703\O 10\2_2003 Revisions\standards 2_1 8.doc 5.5 August 2002 Revised: 2/03 55 9.2.3 Surfaced roadbed shall be 15 feet of the right-of-way, except at intersections with streets where standard returns shall be constructed. 9.3 Hillside Street 9.3.1 To encourage the orderly development of steep areas, certain deviations from the normal standards for residential streets will be permitted as specified herein. 9.3.2 These deviations shall apply only to residential, residential cul-de-sac, and residential loop streets in areas where the natural slope exceeds specified limits. 10 CURB and GUTTER, SIDEWALKS 10.1 Portland cement concrete curb, gutter, and sidewalks shall be constructed by the developer. 10.2 Sidewalks shall be constructed per the latest edition of the MPWSS. 10.3 Sidewalks shall typically be constructed adjacent to the curb line. Other sidewalks shall be constructed only if authorized by the PWD. 10.4 Curb and gutter and sidewalks shall be constructed at the total cost of developers or property owners. 11 DRIVEWAYS 11.1 Residential Driveway 11.1.1 Driveways serving property used solely as a single family, two-family, or three- family residence shall be residential type driveways conforming to the latest edition of the MPWSS Standard Drawings. 11.1.2 Driveways shall be constructed 12-foot minimum/24-foot maximum, measured at the base of the driveway. 11.2 Commercial Driveway 11.2.1 All driveways other than residential driveways shall be commercial driveways conforming to the latest edition of the MPWSS Standard Drawings. 11.2.2 Commercial driveways shall be 12-foot minimum/25-foot maximum. 11.3 Driveway Separation/Distance from the Property Line 11.3.1 Driveway, except for approved joint-use driveways and driveways or lots having 25-foot frontage or less, shall be located at least 5 feet from the side property line. 11.3.2 Driveways, other than approved joint-use driveways, shall be separated by a distance of at least 10 feet. Exceptions are allowed for cul-de-sacs. Multiple driveways for a single lot shall only be approved on a case-by-case basis. W:\0703\010\2_2003Revisions\standards 2_I8.doc 5.6 August 2002 Revised: 2/03 56 11.4 Location Driveways shall be so located by the approval of the Public Works Director as to result in no undue interference with or hazard to the free movement of normal traffic or interfere with the placement and proper functioning of highway sign, signals, lighting, or other devices that affect traffic operation. 11.5 Frontages Frontages of 50 feet or less shall be limited to one driveway, with not more than two driveways to be provided to any single property tract or business establishment, except where the property frontage exceeds 600 feet. 11.6 Drainage Structures All driveways shall be so constructed sous not to impair drainage within the street or highway right-of-way nor alter the stability of the roadway subgrade and at the same time not impair or materially alter drainage of the adjacent areas. All drainage structures required within the public right-of-way and under the driveways as a result of the property being developed shall be installed in accordance with the standards of the Public Works Director. 11.7 Transition Design All driveways shall have the back of curb dropped a minimum of 4 inches for the width of the driveway. The minimum driveway transition distance shall be from the back of the curb to the property line and shall occur in a uniform manner. Curb fillets constructed by filling in the curb and gutter are prohibited as a means of transition from the street to the driveway. This prohibition of curb fillets is retroactive to all existing curb fillets within the City and all future annexations to the City. Exceptions for cause must be approved by the Public Works Director. 11.8 Width Limitations Residential use driveway width as measured parallel with the edge of the traveled way, shall be limited to 10 feet per garage stall or parking pad to a maximum of three. For commercial uses, driveway width shall be limited to 45 feet. 11.9 Adjoining The distance between two adjacent driveways to the same frontage shall be not less than 30 feet. 11.10 Right-of-Way Distances Gasoline pump islands or other installations with parking parallel to the right-of-way line shall be at least 10 feet outside of the right-of-way line. Buildings or other installations with an angle of ninety degrees parking between it and the right-of-way line shall be at least 30 feet outside the right-of-way line. W:\0703\010\2_2003 Revisions\standards 2_18.doc 5.7 August 2002 Revised: 2/03 57 11.11 Intersection Clearances At an intersecting street or highway, the dimension measured along the edge of the traveled way to provide adequate corner clearance shall be measured a minimum distance of 10 feet from the intersecting property line except at intersections where there are traffic signals, the nearside clearance shall be two or more times this distance. 11.12 Culverts Driveway culverts shall only be allowed by approval of the PWD. If permitted, culverts shall be maintained by the property owner. 11.13 Curb Cuts Every curb cut and driveway apron constructed or altered in the street right-of-way shall conform to the following regulations: 11.13.1 No driveway apron shall be constructed closer than 5 feet from the side property line or as may be regulated by City specifications in effect at the time of such work. 11.13.2 No driveway apron shall be closer than 5 feet to, nor shall it be so located as to interfere with, intersecting sidewalks, utility facilities, light standards, fire hydrants, catch basins, street signs, signals, or other public improvements or installations. 11.13.3 Any necessary adjustments to utility facilities, light standards,fire hydrants, catch basins, street signs, signals, underground conduits for street lighting or fire alarm systems, or other public improvements or installations shall be accomplished without cost to the City. 11.13.4 No curb cut shall be made between the points of curvature of any curb radius at intersections nor closer than 10 feet from the points of curvature. 11.13.5 No curb cut or driveway apron shall be located so as to create a hazard to pedestrians or motorists, or to invite or compel illegal or unsafe traffic movements. 11.13.6 Every curb cut and/or driveway apron must provide complete access to a parking space, building or loading dock on private property requiring the entrance of vehicles. 11.13.7 In any commercial, professional, and industrial zone, driveways shall be designed such that vehicles entering or egressing shall not be required to back from or into a street right-of-way. 11.13.8 All curbs cuts and driveway aprons are to be constructed of Portland cement concrete of a quality and type as specified by the Public Works Director, and in accordance with City specifications in effect at the time of such work. Curb W:\0703\010\2_2003Revisions\standards 2_18.doc 5.8 August 2002 Revised: 2/03 58 cuts shall be permitted only with construction of adjoining concrete aprons having a minimum depth of 5 inches. 11.13.9 All work shall be done under the supervision of the Public Works Director, and in accordance with City specifications in effect at the time of such work. 11.13.10 The licensed and bonded contractor or his agent doing the construction or alteration work shall maintain the premises in a safe manner and shall provide adequate barricades and lights at his own expense to protect the safety of the public using the adjacent streets or sidewalks and shall hold the City free from any damages incurred by his operations. 11.13.11 The angle between any driveway apron and the street and/or curb line shall be ninety degrees to the street tangent or on a radial line to the street curve. 11.13.12 The two side borders of each driveway apron between the curbline and property line shall be parallel. 11.13.13 City street right-of-way shall not be used for private commercial purposes. A permit for the construction of a curb cut driveway shall not be issued unless vehicles which will use the driveway can be parked entirely within the private property lines. 11.13.14 Any curb cut or driveway apron which has become abandoned or unused through a change of the conditions for which it was originally intended shall be closed and the owner shall replace any such curb cut and/or driveway apron with a standard curb and sidewalk (if necessary) to be constructed according to the City specifications in effect at the time of such work. In the event the owner does not make such replacement within sixty days after notice, the City may do so at the expense of the owner. 11.13.15 Driveways serving facilities that will generate five hundred or more vehicle trips per day may, after review and recommendation of the City building inspector/City engineer and theCity/county planning board, be classified and constructed as a street intersection. A complete design of the intersection shall be submitted to theCity Public Works Director before a permit is issued. Approval of this type entrance may be contingent upon the applicant installing traffic control devices at this sole expense. This type of entrance shall be included in calculating number, spacing, or any other requirement pertaining to driveways as specified herein. 11.13.16 Restrictions In addition to the general regulations prescribed herein, curb cuts and driveway aprons to be constructed or altered in districts must conform to the following: 11.13.16.1 Where a property abuts more than oneCity street, the maximum curb cut permitted on each street shall be considered separately and shall be governed by the frontage of the property on that street. W:\0703\010\2_2003Revisions\standards 2_18.doc 5.9 August 2002 Revised: 2/03 59 11.13.16.2 Two or more curb cuts serving the same property must be separated by islands with full height curb not less than 25 feet long. 11.13.16.3 Where a property width is 60 feet or less,joint curb cut with an adjoining property of 60 feet or less may be constructed at a maximum width of 28 feet. Both property owners must be in agreement to a joint curb cut and must submit a written agreement to the Public Works Director. The City Public Works Director shall have discretion to waive the maximum width restriction in a proper case, after application has been submitted, when in his opinion the purpose and intent of this section will be maintained. 12 STREET NAME SIGNS 12.1 The developer shall install street name signs as part of the improvements. Installation and design shall be in accordance with the latest Montana Department of Transportation (MDT)specifications and the MPWSS Standard Drawings and at the locations specified by the City, i.e., one (1) sign at each intersection will be required. 13 SURVEY MONUMENTS Boundary, lot corner and street survey monuments shall be installed or preserved as a part of the street improvements as follows: 13.1 The developer of any street other than in a new subdivision shall: 13.1.1 Reset or preserve all existing monuments affected by the street improvements. 13.1.2 Set such additional monuments to mark the limiting lines of the streets as the City may require. 14 DRAINAGE FACILITIES 14.1 General All developments being constructed within the City of Laurel shall be protected from drainage problems by the use of proven engineering techniques as set forth and described hereinafter. Problems resulting from natural waters such as creeks, springs, and groundwater from storm water runoff, from winter icing accumulations, and from spring breakup waters, will be considered in determining the necessary drainage improvements that will be required for any specific project. 14.2 Types of Required Improvements The following improvements, if based on or designed in accordance with proven engineering techniques, are viable alternatives which may be used in solving drainage problem: Placement of proper drainage easements or reserves, construction of temporary storage areas, construction of subdrains, construction of dry wells, construction of metering basins, placement of staggered culverts, and other methods or combinations of the above, if the situation warrants such use. W:\0703\010\2_2003Revisions\standards2_i8.doc 5.10 August 2002 Revised: 2/03 60 ommt MEN 14.3 Basis for Required Improvements The need for drainage improvements may be based on one or more of the following items: topographic maps, field inspections, historical information, soil tests, existing storm drainage improvement studies, and any future drainage-related studies, reports, or ordinances as may be adopted for use by the City. 14.4 Design of Improvements 14.4.1 Design Size. Storm drain inlets, pipes, and drainage structure shall be sized to carry storm drainage runoff based on engineering calculations for the following minimum storm recurrence frequency: For drainage areas less than 50 acres-a ten-year storm frequency, 6 hour duration; for drainage areas greater than 50 acres but less than 100 acres- a 20- year storm, 6 hour duration; for drainage areas greater than 100 acres -a 50- year storm, 6 hour duration; for improvements to drainage channels in the floodway-a 100-year storm, 6 hour and 24 hour duration whichever produces the greater flow. The rational formula may be used in calculating storm runoff utilizing rainfall intensity. 14.4.2 Discharge Design. Plans for storm drainage shall indicate where the storm water will be discharged. If the proposed development will increase the rate or energy of runoff, it must be shown that the pipes and channels downstream from the discharge point can carry the proposed runoff without damage to the adjoining properties. Provisions should be made for detainage and/or retainage of storm water on site, with no net increase in discharge after development. 14.4.3 Easements. Where storm drains run outside an existing public right-of-way, easements will be required for public maintenance. Such easements shall be a minimum of 20 feet. 14.5 Valley gutters shall be allowed only on minor streets at intersections. 15 REPAIRING UTILITY CUTS The design of all excavations, including ground and surface water control, where necessary should be made available for review by the public works agency. (MPWSS Drawing No. 02221-1) 15.1 When requested, the construction equipment and procedures to be used shall be described in the permit application. 15.2 Pipe installation shall be done according to the requirements of the appropriate agency specifications in use. The required granular material should meet the material requirements for Select Granular Fill in the MPWSS, latest edition. 15.3 Pavement shall be cut at termination points of pavement replacement. W:\0703\010\2_2003Revisions\standards 2_18.doc 5.11August2002Revised: 2/03 61 15.4 Pavement and shoulder removal shall be done in a manner that provides for proper restoration of the replacement section. 15.5 Straight vertical cuts of the pavement are required. Pavement surfaces that become undermined shall be cut back and removed. 15.6 The backfill material shall be placed and compacted according to established standards for backfilling structures, culverts, pipes conduits, and direct burial cable. 15.7 Generally, cuts shall be filled at the end of each work day. With prior approval, cuts may be properly signed and barricaded and left open. 15.8 The backfill material shall be replaced in layers not to exceed 6 inches and thoroughly compacted before placement of an additional layer. Mechanical compaction is required. The permit holder will be liable for repairs for a period of 1 year after total completion. 15.9 Under the permit, construction which adversely affects the subsurface drainage of the pavement structure shall be corrected by the addition of surface or subsurface drain. 15.10 The replacement pavement shall be similar to the existing pavement in composition and texture. The selection of the material type, composition, and place methods should be approved by the PWD. All joints to be tacked. 15.11 The limit of pavement replacement shall be such that the replacement pavement is supported by thoroughly compacted, subbase material and the pavement is restored to the proper grade, cross-slope, and smoothness. In addition, the replacement section shall be at a minimum 12 inches greater in all directions than the disturbed soils. All jointed to be tacked. 15.12 Inspection is required. 15.13 Non-shrink backfill may be required by the PWD. 16 STREET LIGHTING The City will require lighting along streets. W:\0703\010\2_2003 Revisions\standards 2_1 8.doc 5.12 August 2002 Revised: 2/03 62 Part 6 - Sewer Design Technical Standards 1 PURPOSE The purpose of this design criteria is to provide engineers, designers, engineering technicians, and others, in handy reference form, the City's minimum standards for sanitary sewer design. These criteria are intended to cover the design of main line sanitary sewers and apply to any sewer systems, public or private, 6 inches in diameter or greater. Private on-site sewer systems serving mobile home parks, condominiums or apartments may be designed in accordance with the uniform plumbing code and approved by the appropriate building inspector. The design criteria set forth below are intended to result in sewers which will: 1.1 Be consistent with the Sewer Master Plan. 1.2 Be consistent with Montana Department of Environmental Quality (DEQ). 1.3 Be consistent with the latest edition of the MPWSS. 1.4 Be of adequate size to carry the expected flow, within their design life, and at sufficient depth to serve adjacent properties. 1.5 Have sufficient grade to maintain a minimum velocity of 2 feet per second when flowing half full. 1.6 Be strong enough to resist all external loads which may be imposed. 1.7 Be of materials resistant to both corrosion and erosion. 1.8 Be economical and safe to build and to maintain. 1.9 Prevent infiltration or inflow of ground and surface waters. 1.10 Be designed for municipal wastewater only, not roofs, streets, or ground waters. Alternate materials and methods will be considered for approval on the basis of these objectives. 2 REFERENCES 2.1 "Waterworks Standards," Circular WQB-2 MT Department of Environmental Quality, Design Standards for Wastewater Facilities, latest edition. 2.2 Montana Public Works Standards Specifications, latest edition and revisions. 3 APPROVAL OF ALTERNATE MATERIALS OR METHODS Approval of any major deviation from these standards will be in written form. 4 MONTANA WATER QUALITY BUREAU STANDARDS WQB-2, published by the State of Montana, Department of Environmental Quality (DEQ), is hereby incorporated into this document. WQB's criteria will be used as a guideline to determine standards needed for items not specifically covered in this document. W:\0703\O 10\2_2003Revisions\standards 2_18.doc 6.1 August 2002 Revised: 2/03 63 5 SPECIAL PROBLEMS The design of the following are considered special problems and are not covered in detail in these standards: WQB-2 provides general guidelines for most of these items. 5.1 Pump or Lift Stations/Force Main 5.2 Inverted Syphons 5.3 Relining of Existing Sewers 5.4 Internal Sealing of Existing Sewers 5.5 Treatment Plants 5.6 Outfall Sewers 5.7 Energy Dissipaters 5.8 Regulating Devices 5.9 Flow Measurement Devices 6 DESIGN PLANS AND PROFILES Plans will be required for all new or extended sanitary sewers and shall include both a vicinity map and a general layout map of the area showing the location of existing facilities and of the proposed improvements. Plans should be accurate, legible and properly detailed. Dimensions should be either from right-of-way centerline or property lines. 6.1 Engineering Drawings (Plans) Plans for sewer lines should contain at least the following information: 6.1.1 Adjacent streets, property lines, utility easements, and references thereto. 6.1.2 Location of sewer and appurtenances. Each manhole shall be numbered and stationed to facilitate checking the plans with the profiles. 6.1.3 Location of water courses, wells, stream and railroad crossings, water mains, gas mains, culverts and underground power, CATV, or other utilities wherever possible. 6.1.4 Limits of hard surface paving with dimension references. 6.1.5 Suitable title plate with name and address of owner, scale, north point, date, drawing number, and name, address and telephone of engineer, and the Registered Professional Engineer's (RPE) signature. 6.2 Profiles Profiles for the individual sewer lines should contain at least the following information: 6.2.1 Location of manholes and other appurtenances with each manhole numbered and stationed. W:\0703\010\2_2003Revisions\standards 2_18.doc 6.2 August 2002 Revised: 2/03 64 6.2.2 Profile of existing and proposed ground surface and sewer invert. 6.2.3 Size, pipe class, slope, length of sewer, and pipe bedding class between consecutive manholes. 6.2.4 Elevation of original ground and finished grade shall be shown graphically and sewer inverts specified at each manhole. 6.2.5 Suitable title plate with the name and address of owner, scale, date, drawing number, and the name, RPE number and expiration date of the registration. 6.2.6 Limits of street improvements will be shown including a typical section of the subject street. 6.3 Sewer Appurtenances Appropriate City Standards shall be included in all plans for construction of sanitary sewer lines. 6.4 Separate Drawings Separate plans shall be submitted for public sewers installed in combination with private sewers or site plumbing. "Site plumbing" drawings are not acceptable. Public sanitary sewer plans may be combined with other public improvement plans, provided that the plans must be legible and properly detailed. Appropriate labeling of the services as "Public" or"Private"will be done on both the plan view and profile view. 7 SPECIFICATIONS Engineering consultants are encouraged to develop specifications and special provisions for each project. Specifications and special provisions shall incorporate the latest edition of the MPWSS. Special specifications pertaining to materials and workmanship, if developed, shall be submitted to the City for review and approval, together with check prints of the project. In general, the sewer specifications should cover pipe material, excavation, laying of sewer pipe,jointing, backfilling, testing, etc. Strict supervision will be required by the City during construction to assure compliance with the specifications. 8 ADDITIONAL ITEMS OF CONCERN 8.1 Testing Sanitary sewers will be required to pass tests specified in MPWSS, Section 02722, Sanitary Sewer Mains. W:\0703\010\2_2003Revisions\standards 2_18.doc 6.3 August 2002 Revised: 2/03 65 8.1.1 Hydrostatic Testing. Pipe and joint leakage for pipe shall be less than 200 gallons per day per inch diameter per 5,280 feet. 8.1.2 Air Test. As an alternative method to water testing, a low pressure air test may be utilized. 8.1.3 Internal (T.V.) Inspection. The developer will perform a T.V. inspection of completed projects prior to issuance of final acceptance. A minimum of five (5) working days notice is required to schedule the inspection. T.V. inspection will not be performed until the City's inspector has completed a:final inspection and is satisfied that all construction is complete. The T.V. inspection tapes become the property of the City. 8.1.4 Manhole Exfiltration Test. The City may require a leakage test for manholes as provided in latest version of the MPWSS. 8.1.5 Mandrell Test. May be required on all PVC pipe as provided in the latest version of the MPWSS. 8.1.6 Light Test. The contractor shall perform a light test between manholes to check alignment and grade. 9 GENERAL DESIGN CONSIDERATIONS 9.1 Sanitary sewers should be designed to remove the domestic sewage from houses, business buildings and other public and private establishments, but not the street, roof, or subsurface drainage. Each main building on a parcel or residence shall be served by a separate sewer lateral. 9.2 Storm water, including street, roof, or footing drainage, shall be removed by a system of storm sewers or by some other method separate from the sanitary sewer system. 9.3 All materials and installation of sanitary sewers shall be in conformance with the latest edition of the MPWSS, except as noted herein and on the standard and special detail drawings. 9.4 All gravity-flow sewers, up to 10 inches, shall be designed to allow for peak flows at 2 the capacity; additionally, sewers 12 inches and larger shall be designed to allow for peak flows at%of the capacity of the pipe. 9.5 In general, sewer systems should be designed to care for future flows which may reasonably be expected within a period of 15 to 20 years, and for ultimate development of the specific drainage basin concerned. 9.6 Specific approval of lift or pump stations will be required from the City. W:\0703\010\2_2003 Revisions\standards 2_18.doc 6.4 August 2002 Revised: 2/03 66 10 CAPACITY Design flows shall be determined by consideration of the following factors: 10.1 Drainage Basin Area to Be Served 10.2 Population Within the Area to Be Served 10.3 Land Use Within the Area to Be Served 10.4 Per Capita Sewage Flow 10.5 Commercial, Industrial, or Institutional Users to Be Served 10.6 Infiltration Allowance 10.7 Peaking Factors In the absence of flow data or other reliable information, the design factors from Table 3 may be assumed. Appropriate peaking ratios should be applied to determine flows, where specified bytheCity. De i n Factor ; a „g,,¢ tY 49. a . ilr'a"E' a,V'°. a rf i a 3r'?e ,''» kT w7»;"€f o °_. Average Flow Peaking Factor Residential 100 gpcd 1.7 to 4.0 Commercial 1,200 gpcd 2.0 to 4.0 Industrial 1,200 gpcd 2.0 to 4.0 Infiltration and Storm Water Inflow 30-50 gpcd 1,000 gpcd It is recommended that design calculations include estimates of average maximum and minimum daily flows. The submission of design calculations will not ordinarily be required but engineers should be prepared to substantiate pipe sizes, layout, population estimates, land uses or other design assumptions as may be requested. 11 SIZE Main line sewers shall be a minimum of 8-inch inside diameter, except that the lateral sewer within private property which will not be extended may be of 4-inch inside diameter. 12 PIPE MATERIALS 12.1 Gravity Sewers The following pipe materials and fittings are approved: MATERIAL SPECIFICATIONS Concrete Pipe, Reinforced ASTM C 76, Class III, IV, or V Ductile Iron Pipe; Class 52 ANSI A21.51 or AWWA C151 W:\0703\010\2_2003Revisions\standards 2_18.doc 6.5 August 2002 Revised: 2/03 67 MATERIAL SPECIFICATIONS Polyvinyl chloride(PVC); 4"to 15" ASTM D 3034, SDR 35; or ASTM F 789 PVC Sewer Pipe; 18"and larger ASTM F 679;ASTM F 794, Series 46 12.2 Force Mains The following materials are approved for force mains: MATERIAL SPECIFICATIONS Ductile Iron Pipe; Class 52 ANSI A21.51 or AWWA C151 Polyvinyl chloride(PVC) AWWA C900 12.3 Other Uses Pipe materials for special uses such as for liner pipe, temporary construction, stream crossing, bridge crossings, etc., will be considered special design cases and are not covered further in these standards. 13 EXCAVATION, PIPE BEDDING AND BACKFILL 13.1 Details Standard plans are the latest edition of the MPWSS. 13.2 Installation Installation of pipe shall conform to the following: 13.1.1 MPWSS, latest edition. 13.1.2 Water settling of backfill material is prohibited. 14 GRADE Sewers shall be laid with uniform slope between manholes. All sanitary sewer shall be laid on a grade which will produce a mean velocity, when flowing full or half full, of at least 2 feet per second (fps), based upon Manning's "n", the coefficient of roughness, valued at not less than 0.013, depending upon the type of pipe used. The minimum grades for various sizes of pipe with an "n"value of 0.013 are listed below: W:\0703\010\2_2003Revisions\standards 2_1 8.doc 6.6 August 2002 Revised: 2/03 68 inside Pipe Diameter Minimum Grade inches) feet per 100 feet) 8 0.4 10 0.28 12 0.22 15 0.15 18 0.12 21 0.1 24 0.08 27 0.07 30 0.06 36 0.05 In general, slopes greater than those shown above are desirable and are particularly recommended on the upper ends of lateral sewers. Slopes slightly less than those shown above may be considered if substantial justification can be demonstrated. There must be enough live sewer interceptions to ensure that the average depth of sewage flow will be 0.3 of the pipe inside diameter. Maximum pipe slope shall be governed by terrain and available fall between manholes. Maximum velocity in the pipes shall not exceed 8 fps, unless specifically approved by the City. 15 MINIMUM DEPTH 15.1 All sewers shall be laid at a depth sufficient to drain and be protected against damage from traffic. Sewers laid in areas subject to wheel loads shall have a minimum cover of 6 feet measured from top of pipe to finished grade or be otherwise protected from damage by traffic; except that minimum cover may be reduced to 4 feet with specific approval. Encasement will be required for depths less than 4 feet. 15.2 Under normal conditions, main line sewers in residential areas should be laid at an average depth of 8 to 9 feet. Services to adjacent properties from such sewers should normally be laid so that the depth of the service lateral at property line is at least 5 feet. Insulation shall be provided for sewers that cannot be placed at a depth sufficient to prevent freezing. 16 LOCATION 16.1 Relation to Water Lines and Wells No sanitary sewer mains should be less than 10 feet from any well, spring, or other source of domestic water supply. All sanitary sewers or parts thereof which are located within 50 feet from any such source of domestic water supply shall be constructed of cement lined, ductile or PVC with watertight joints. Sanitary sewers and domestic water lines shall not be laid in the same trench. Parallel water and sewer lines wherever possible should be located at least 10 feet apart horizontally. W:\0703\O10\2_2003Revisions\standards 2_18.doc 6.7 August 2002 Revised: 2/03 69 When physical conditions render this spacing impossible or impractical, then ductile iron water pipe with watertight joints or concrete encasement is required for the sewer line. Wherever it is necessary for sewer and water lines to cross each other, the crossing should be at an angle of approximately 90 degrees and the sewer shall either be located 18 inches or more below the water line or be cement lined, constructed of ductile or PVC pipe with watertight joints for a distance of 10 feet on both sides of the water line. 16.2 Sewers in Streets or Easements Under normal conditions, sewers should be located in street right-of-way 5 feet north or east of the street right-of-way centerline. Sewers shall be located in centerline of alleys and easements, if possible. When it is necessary to locate sewers in easements, such easement shall be at least 20 feet in width. Sewers 24 inches in diameter or larger, or over 12 feet in depth, may require wider easements. 17 ALIGNMENT 17.1 Sewer lines shall be laid on straight alignment and uniform grade between consecutive manholes. 17.2 Horizontal and vertical curves in sewers are not recommended. However, in cases where justification can be shown, limited use of such designs will be considered. Where curved alignments are utilized, the City may require the following: 17.2.1 Slope greater than minimum slope for the size of pipe. 17.2.2 Manhole spacing of less than 250 feet. 17.2.3 City may require that the developer or contractor shall provide a licensed professional land surveyor or engineer to continuously monitor installation of the curved sewer during construction. 17.2.4 Television inspection of curved sewers is required prior to final acceptance. 18 CHANGE IN PIPE SIZE 18.1 When a smaller sewer joins a large one, the invert of the larger sewer should be lowered sufficiently to maintain the same energy gradient. An approximate method for securing these results is to place the 0.8 depth point of both sewers at the same elevation. 18.2 Sewer extensions should be designed for projected flows even when the diameter of the receiving sewer is less than the diameter of the proposed extension. Special consideration should be given to minimizing turbulence when designing a flow channel within a manhole where there is a change in pipe size. The appropriate W:\0703\010\2_2003Revisions\standards 2_1 8.doc 6.8 August 2002 Revised: 2/03 70 reviewing agency may require a schedule for construction of future downstream sewer relief. 19 MANHOLES AND CLEANOUTS 19.1 Details Standard Drawings are found in the MPWSS, latest edition. 19.2 Manhole Construction 19.2.1 Construction shall be watertight. If ground water or surface drainage can be expected to flood the top of the manhole, watertight frame and covers shall be used. A 100-year-recurrence-interval storm shall be used in determining flooding elevations. 19.2.2 Manholes located in easements outside of public right-of-way shall have locking frame and covers. 19.2.3 For rigid pipe, there shall be flexible connections provided at the inlets and outlets of each manhole. For all pipes, the flexible joint shall be within 1-1/2 pipe diameters, not to exceed 12 inches, of the exterior wall of the manhole. A flexible connection "boot"/or insert may be utilized in lieu of a flexible joint. 19.2.4 Generally, a 0.2 foot minimum and 0.4 foot maximum drop in flow line elevation is required through manholes. However, where grade considerations are considered critical, the design engineer may request a waiver from the City if sufficient justification exists. 19.3 Manhole Location Manholes shall be located as follows: 19.3.1 Every change in grade or alignment of sewer. 19.3.2 Every point of change in size of sewer or pipe material. 19.3.3 Each intersection or junction of sewer. 19.3.4 Upper end of all lateral sewers. 19.3.5 At the beginning and end of all 24-inch diameter and smaller sewers on curved alignment. 19.3.6 At intervals of 350 feet or less as approved by the City. W:\0703\010\2 2003Revisions\standards 2_18.doc 6.9 August 2002 Revised: 2/03 71 19.4 Manhole Covers 19.4.1 Standard, used in public right-of-way. 19.4.2 Locking, may be required. 19.4.3 Watertight frame and cover assemblies are required for all installations within the 100-year flood or where periodic flooding may be possible. 19.5 Drop Manholes 19.5.1 Outside drop assemblies shall be provided for pipes 12 inches in diameter and smaller when entering a manhole at a distance of more than 24 inches above the invert of the manhole. Larger pipe should be introduced into the manhole at the manhole invert.' 19.5.2 Inside drop assemblies will be considered only in special cases involving connections to existing manholes. Special approval for all drop assemblies is required from the City. 19.6 Cleanouts Cleanouts will not normally be approved as substitutes for manholes, except at the upper end of lateral sewers 100 feet or less in length. Temporary clean out assemblies may be installed in mainlines less than 150 feet in length, provided that the line will be extended at a later date, subject to the approval of the City. Manhole ring and cover is required over cleanouts. 19.7 Diameter The minimum diameter of manholes shall be 48 inches; larger diameters are preferable for large diameter sewers. A minimum access diameter of 22 inches shall be provided. 19.8 Flow Channel The flow channel straight through a manhole should be made to conform as closely as possible in shape and slope to that of the connecting sewers. For pipes greater than 8 inches in diameter, the channel walls should be formed or shaped to the full height of the crown of the outlet sewer in such a manner to not obstruct maintenance, inspection or flow in the sewers. For pipes 8 inches or less in diameter, the channel shall be formed at least to the spring line of the pipe. When curved flow channels are specified in manholes, including branch inlets, or when entrance or exit losses are significant, minimum slopes shall be increased to maintain acceptable velocities.' Refer to MPWSS,latest edition. Refer to MPWSS,latest edition. W:\0703\010\2_2003Revisions\standards 2_I8.doc 6.10 August 2002 Revised: 2/03 1 72 19.9 Bench A bench shall be provided on each side of any manhole channel when the pipe diameter(s) are less than the manhole diameter. The bench should be sloped no less than 1/2 inch per foot (4%). No lateral sewer, service connection, or drop manhole pipe shall discharge onto the surface of the bench. 19.10 Water Tightness 19.10.1 Manholes shall be of the pre-cast concrete or poured-in-place concrete type. Manholes shall be waterproofed on the exterior. Pre-cast concrete manhole sections manufactured in accordance with ASTM C 478M-93 are exempt from the exterior waterproofing requirement. 19.10.2 Inlet and outlet pipes shall be joined to the manhole with a gasketed flexible watertight connection or any watertight connection arrangement that allows differential settlement of the pipe and manhole wall to take place. 19.10.3 Watertight manhole covers are to be used wherever the manhole tops may be flooded by street runoff or high water. Locked manhole covers may be desirable in isolated easement locations or where vandalism may be a problem. 19.11 Manhole Adjusting Rings Adjusting rings installed in manholes on public sanitary sewers shall have a total height of not less than 2 inches and not more than 6 inches. 19.12 Manhole Frames and Covers Frames and covers used on manholes for public sewers shall be made of cast iron or ductile iron, shall have a clear opening no less than 24 inches, shall have a total weight of not less than 410 pounds, and shall have machined surfaces to ensure a tight fit between cover and frame. 19.13 Manhole Steps All manholes used for public sanitary sewers shall be equipped with steps of the polypropylene-coated steel type meeting applicable OSHA requirements for fixed ladders. The steps shall withstand a single concentrated load of 400 pounds, have a minimum width of 12 inches, and shall have ribbed, skid-resistant treads with drop fronts to prevent side slip. All manhole steps shall be installed with the center of the rung a minimum of 7 inches from the manhole wall. 20 PIPE JOINTS All pipe joints must be constructed watertight. Rubber rings or other approved joint sealing W:\0703\010\2_2003Revisions\standards 2_18.doc 6.11 August 2002 Revised: 2/03 73 material shall be used. Joint deflections shall be controlled such that the watertight integrity of the joint is maintained. 21 SERVICE LATERAL (SIDE SEWER OR HOUSE BRANCH) CONNECTIONS All service laterals with the exception of house branches from a main sewer to serve an individual building shall be of a minimum size of 6 inches in diameter within public right-of-way or within public easements. House branches to serve single family residences and multi-family residences up to a four (4) plex may be 4-inch diameter in size. Laterals shall be laid at a minimum slope of 2%. Construction of laterals shall conform to the same standards as for main sewer construction. 22 HOUSE OR BUILDING SEWERS As a minimum criterion, construction of the house or building sewers (on site)shall be of the same quality and meet the same requirements as the public sewer with regard to materials, water tightness and location. In addition, these sewers shall conform to the state and local plumbing codes and restrictions. No roof, surface, foundation, or other storm water drain lines shall be connected to the public sanitary sewers. 23 SEPARATE CONNECTION REQUIRED 23.1 Each main building or legal lot (except a private garage)shall be separately connected to a public sewer. Except that main buildings or dwellings located on a single parcel may be connected to a private sewer discharging into the public sewer, provided that an approved statement of maintenance responsibility is recorded with the title to the property. Examples of such private systems are: mobile home parks, residential or office condominiums (unit/owner association by-laws to have statement of maintenance responsibility); or apartment complexes. 23.2 A manhole shall be required at the point of connection of a private sewer system to a public system with a clean out placed at the property line. A monitoring or sampling manhole is required for connections from industrial users. 24 STEEP SLOPE PROTECTION Sewers on slopes of 20 percent or more may require special anchoring. 25 DRAINAGE DITCH OR STREAM CROSSINGS Sewers entering or crossing drainage ditches or streams shall be constructed of watertight pipe. The pipe and joints shall be tested in place, shall not exhibit infiltration, and shall be designed, constructed, and protected against anticipated hydraulic and physical, longitudinal, vertical, and horizontal loads, erosion, and impact.3 i 3 Refer to Montana Department of Environmental Quality's Circular,WQB-2. W:\0703\01O\2_2003Revisions\standards 2_18.doc 6.12 August 2002 Revised: 2/03 74 26 AERIAL CROSSINGS Support shall be provided for all joints in pipes utilized for aerial crossings. The supports shall be designed to prevent frost heave, overturning, and settlement.4 27 PROTECTION OF WATER SUPPLIES When wastewater sewers are proposed in the vicinity of any water supply facilities, requirements of Circular WQB-1 (DEQ)should be used to confirm acceptable isolation distances in addition to the following requirements. 27.1 Cross Connections Prohibited There shall be no physical connections between a public or private potable water supply system and a sewer, or appurtenance thereto which would permit the passage of any wastewater or polluted water into the potable supply. No water pipe shall pass through or come in contact with any part of a sewer manhole. 27.2 Relation to Water Works Structures 27.2.1 Sewers shall not be located within 50 feet of a public water supply well. 27.2.2 All existing waterworks units, such as basins, wells, or other treatment units, within 100 feet of the proposed sewer shall be shown on the engineering plans. 27.3 Relation to Water Mains 27.3.1 Horizontal Separation. 27.3.1.1 Sewers shall be laid at least 10 feet horizontally from any existing or proposed water main. The distance shall be measured edge to edge. 27.3.1.2 If the proper horizontal separation as described above cannot be obtained, the design engineer shall submit a request for a deviation to the DEQ along with a description of the problem and justifying circumstances. If the deviation is granted, the sewer shall be designed and constructed with the following minimum conditions: 27.3.2.1 Sewer pipe shall be PVC with nominal 20-foot lengths. 27.3.2.2 The sewer shall pass low pressure air testing in accordance with UniBell Recommended Practice UNI-B-6-90. 4lbid. W:\0703\010\2_2003Revisions\standards 2_I8.doc 6.13 August 2002 Revised: 2/03 75 27.3.2.3 Sewer services utilizing in-line fittings and extending to at least property lines shall be provided and tested in the area of the encroachment. Saddles are not acceptable. 27.3.2 Crossings 27.3.2.1 Sewers crossing water mains shall be laid to provide a minimum vertical distance of 18 inches between the outside of the water main and outside of the sewer. This shall be the case where the water main is either above or below the sewer. The crossing shall be arranged so that the sewer joints will be equidistant and as far as possible from the water main joints. Where a water main crosses under a sewer, adequate structural support shall be provided for the sewer to maintain line and grade and to prevent damage to the water main. 27.3.2.2 If the proper vertical separation as described above cannot be obtained, the design engineer shall submit a request for a deviation to the DEQ along with a description of the problem and justifying circumstances. If the deviation is granted, the sewer shall be designed and constructed with the following minimum conditions: 27.3.2.2.1 Minimum vertical separation at crossings between water and sewer mains shall be 6 inches. 27.3.2.2.2 Sewer pipe shall be PVC with normal 20-foot lengths. 27.3.2.2.3 At crossings, one standard length of new pipe shall be centered at approximately a 90 degree angle with respect to the existing pipe. 27.3.2.2.4 The sewer shall pass low pressure air testing in accordance with UniBell Recommended Practice UNI-B-6-90. 27.3.2.2.5 Sewer services utilizing in-line fittings and extending to at least property lines shall be provided and tested within 10 feet of the crossing. Saddles are not acceptable. 27.3.2.2.6 If the minimum separation is not viable, the water line must be relocated. In these cases, minimum vertical separation at crossings between water and sewer mains shall be 18 inches. 28 SEWER SERVICES AND PLUMBING 28.1 Plumbing Sewer services and plumbing should conform to relevant local and state plumbing codes. W:\0703\010\2_2003Revisions\standards 2_18.doc 6.14 August 2002 Revised: 2/03 76 29 DESIGN STANDARDS FOR ALTERNATIVE SEWER SYSTEMS These standards shall be used for design of alternate sewer systems. Variances may be allowed where adequate justification is provided by the design engineer. These standards may be modified as the technology evolves. 29.1 Small Diameter Gravity Sewer Design 29.1.1 Hydraulic Considerations 29.1.1.1 Design flow shall be based upon water use records where available. If water use records are not available, 70 gpcd per residential connection shall be used with additional flow allowances for infiltration and an appropriate peaking factor. 29.1.1.2 Hydraulic calculations shall use the Manning's formula with a roughness coefficient of n = 0.013. 29.1.1.3 Hydraulic design shall be based upon an approximately%2 to 3/4 full pipe at 20-year peak design flow. 29.1.1.4 Minimum design velocity of 1.0 fps in controlling sections should be used considering existing peak flow conditions. 29.1.2 All mains shall be 4-inch diameter pipe or larger. 29.1.3 To minimize potential sources of infiltration, 20-foot minimum pipe lengths and in-line service fittings should be used. 29.1.4 Detection wires for locating buried pipe should be considered. 29.1.5 Turbulence should be minimized wherever possible. 29.1.6 Performance tests shall be utilized for determining water-tightness, deflection and alignment of installed pipes. 29.1.7 Service lines and main lines shall be designed and constructed to prevent freezing of the wastewater within the lines. 29.2 Manholes/Cleanouts 29.2.1 The limited use of manholes is encouraged to minimize infiltration, reduce odor potential, limit introduction of extraneous materials and reduce cost. Manholes are to be located at major junctions of three or more pipes and limited to strategic locations for cleaning purposes. 29.2.2 Water-tight manhole covers are recommended for odor control and to limit inflow. W:\07031010\2_2003Revisions\standards 2_18.doc 6.15 August 2002 Revised: 2/03 77 29.2.3 Manholes located in groundwater shall be waterproofed and should be of the type which has the base riser section cast with integral floor. 29.2.4 Clean outs should be used in place of manholes at changes in grade, alignment, and at intersections of pipe. Spacing of clean outs shall be dependent upon cleaning capabilities. A maximum of 600 feet for mechanically cleaned and jet-cleaned systems and a maximum of 1000 feet for systems cleaned by pigging. 29.2.5 Clean outs located in traffic areas shall be designed to withstand normal traffic loads without damage. 29.3 Design Standards for Pump Stations for Alternative Collection Systems In addition to other requirements, the following standards shall apply to pump stations which pump septic tank effluent: 29.3.1 Pumps other than those capable of passing spheres of at least 3 inches in diameter are acceptable. Screens should be considered where this type of pump is used. 29.3.2 The inlet pipe shall be extended below the low water elevation in the wet well in order to reduce turbulence and odors. 29.3.3 The lift station wet well cover shall be water-tight for odor control. 29.3.4 A vent shall be provided with odor control. The vent can be connected to a buried gravel bed or to a charcoal filter. 29.3.5 Materials in the wet well shall be protected from corrosion. Stainless steel, plastic, or bronze materials are recommended. 29.3.6 The force main sizing shall be based upon hydraulic requirements using a minimum design velocity of 1.0 ft/sec based on a Manning's roughness coefficient of n = 0.013. The minimum pipe diameter for force mains shall be 1.5 inches. 29.3.7 The force main shall be designed and constructed to prevent freezing. 29.4 Septic Tank/Effluent Pumps 29.4.1 Typically one septic tank and one effluent pump per household will be provided. Multiple units may be considered where serving multiple family dwellings or trailer courts. Duplex pumps, each capable of handling maximum flow, may be required in these situations. W:\0703\010\2 2003Revisions\standards 2_18.doc 6.16 August 2002 Revised: 2/03 78 29.4.2 Pumping units will be activated by appropriate level control switches. High and low level alarms will be required with audio-visual alarms recommended. Low level pump deactivation controls shall be provided. A control panel with appropriate circuit protection and electrical safety devices shall be used. The alarm circuit should be separately wired from the pump circuit. All applicable electrical codes must be satisfied. The power cables to the pump shall be designed to facilitate maintenance of the pumping unit. Wiring shall be exterior to the residence for maintenance purposes. 29.4.3 Screens limiting solids carryover into the pump shall be:provided. Pipe fittings used should be commonly available. Appropriate isolation, check, and air release valves must be used with ease of maintenance in mind. All components shall be protected from freezing. 29.4.4 All septic tanks shall be vented. 29.5 Septic Tanks Septic tanks are not allowed within the City limits. 30 LIFT STATIONS 30.1 The City has City-owned and operated sanitary sewer lift stations. 30.2 Lift stations will be designed by a RPE. 30.3 All new sewage lift stations shall be equipped with a backup, redundant level control system. 30.4 The City requires emergency power on any new lift station. All new pumping stations shall be equipped with an emergency power receptacle and a Automatic transfer switch. 30.5 All new pumping stations shall be equipped with an alarm system detecting unauthorized entry, power interruption, high water, and high pump temperature conditions. The alarm signal shall be directed to optional remote locations by telephone dialer system. 30.6 All new pumping station shall be equipped with an electro-magnetic flow meter with 4, 20 ma output signal, flow totalizer, and chart recorder and/or electronic recorder. W:\0703\010\2_2003 Revisions\standards 2_I 8.doc 6.17 August 2002 Revised: 2/03 79 Part 7 - Water Design Technical Standards 1 PURPOSE The purpose of this design criteria is to provide engineers, designers, engineering technicians, and others, in handy reference form, the City's minimum standards for water system design. These criteria are intended to cover the design of water mains and apply to any water systems, public or private, 6 inches in diameter or greater. Private on-site water systems serving mobile home parks, condominiums or apartments may be designed in accordance with the uniform plumbing code and approved by the appropriate building inspector. The design criteria set forth below are intended to result in water systems which will: 1.1 Be consistent with the Water Master Plan. 1.2 Be consistent with Montana Department of Environmental Quality (DEQ). 1.3 Be consistent with the latest edition of the MPWSS. 1.4 Be of adequate size and pressure to meet expected demands, within their design life. 1.5 Have sufficient flows to meet fire flow requirements. 1.6 Be strong enough to resist all external loads which may be imposed. 1.7 Be of materials resistant to both corrosion and erosion. 1.8 Be economical and safe to build and to maintain. Alternate materials and methods may be considered for approval on the basis of these objectives. 2 REFERENCES 2.1 "Waterworks Standards," Circular WQB-1 Montana Department of Environmental Quality, Design Standards for Wastewater Facilities, latest edition. 2.2 Montana Public Works Standards Specifications, latest edition and revisions. 3 APPROVAL OF ALTERNATE MATERIALS OR METHODS Approval of any major deviation from these standards will be in written form. 4 MONTANA WATER QUALITY BUREAU STANDARDS WQB-1, published by the DEQ, is hereby incorporated into this document. WQB's criteria will be used as a guideline to determine standards needed for items not specifically covered in this document. W:\0703\010\2_2003 Revisions\standards 2_1 8.doc 7.1 August 2002 Revised: 2/03 80 5 SPECIAL PROBLEMS The design of the following are considered special problems and are not covered in detail inthesestandards: WQB-1 provides general guidelines for most of these items. 5.1 Air relief valves 5.2 Water loading stations 5.3 Source development 5.4 Chemical application 5.5 Treatment plants 5.6 Pumping stations 5.7 Water storage 6 DESIGN PLANS AND PROFILES Plans will be required for all new or extended water mains and shall include both a vicinity mapandagenerallayoutmapoftheareashowingthelocationofexistingfacilitiesandoftheproposedimprovements. Plans should be accurate, legible and properly detailed. Dimensionsshouldbeeitherfromright-of-way centerline or property lines. 6.1 Engineering Drawings (Plans) Plans for water mains should contain at least the following information: 6.1.1 Adjacent streets, property lines, utility easements, and references thereto. 6.1.2 Location of water lines and appurtenances. 6.1.3 Location of water courses, wells, stream and railroad crossings, water mains, gas mains, culverts and underground power, CATV, or other utilities wherever possible. 6.1.4 Limits of hard surface paving with dimension references. 6.1.5 Suitable title plate with name and address of owner, scale, north point, date, drawing number, and name, address and telephone of engineer, and the Registered Professional Engineer's (RPE) signature. 6.2 Profiles Profiles for the individual water lines should contain at least the following information: 6.2.1 Location of valves, hydrants, and other appurtenances 6.2.2 Profile of existing and proposed ground surface. 6.2.3 Size, pipe class, length of water line, and pipe bedding class. W:\07031010\2_2003Revisions\standards 2_18.doc 7.2August2002Revised: 2/03 81 6.2.4 Suitable title plate with the name and address of owner, scale, date, drawing number, and the name, RPE number and expiration date of the registration. 6.2.5 Limits of street improvements will be shown including a typical section of the subject street. 6.3 Water Appurtenances r Appropriate City Standards shall be included in all plans for construction of water lines. 6.4 Separate Drawings 6.4.1 Separate plans shall be submitted for public water mains installed in combination with private water lines or site plumbing. "Site plumbing" drawings are not acceptable. Public water main plans may be combined with other public improvement plans, provided that the plans must be legible and properly detailed. 6.4.2 Appropriate labeling of the services as "Public" or"Private"will be done on both the plan view and profile view. 7 SPECIFICATIONS 7.1 Engineering consultants are encouraged to develop specifications and special provisions for each project. Specifications and special provisions shall incorporate the latest edition of the MPWSS. Special specifications pertaining to materials and workmanship, if developed, shall be submitted to the City for review and approval, together with check prints of the project. 7.2 In general, the water specifications should cover pipe material, excavation, laying of water main,jointing, backfilling, testing, etc. Strict supervision will be required by the City during construction to assure compliance with the specifications. 8 ADDITIONAL ITEMS OF CONCERN 8.1 Hydrostatic Testing Hydrostatic and leakage testing shall be performed in accordance with the American Water Works Association C600. MPWSS Section 02713, 'Water Mains" outlines procedure. 8.2 Cleaning Water Mains Before chlorination, except when hypochlorite tablets are used, the mains shall be flushed thoroughly after the pressure and leakage test are completed. MPWSS Section 02713, 'Water Mains" outlines procedure. W:\0703\010\2_2003Revisions\standards 2_18.doc 7.3 August 2002 Revised: 2/03 82 8.3 Disinfecting Water Mains 8.3.1 General. All water mains shall be disinfected subject to the PWD's approval in accordance with AWWA C651, "Disinfecting Water Mains", and MPWSS Section 02713, 'Water Mains", before placing the main in service. The interior of all pipe, fittings, and appurtenances shall be kept free from dirt, heavy, and foreign particles. 8.3.2 Redisinfection. If the initial disinfection fails to produce approved bateriological or turbidity samples, the main shall be reflushed and resampled. If check samples show bacterial contamination, the main must be re-chlorinate until approved results are obtained. 9 GENERAL DESIGN CONSIDERATIONS Water mains should be designed to serve houses, business buildings and other public and private establishments. Each main building on a parcel or residence on each parcel shall be served by a separate water service. 9.1 Domestic Flows 9.1.1 Water mains shall be designed in accordance with "Circular WQB-1, Standards for Water Works" published by the State of Montana Department of Environmental Quality. Water mains shall be sized to provide a combined fire flow and peak day flow in accordance with the standards shown below. 9.1.2 Water mains in residential areas shall be designed to supply 920 gallons per dwelling unit per day (based on average usage of 130 gpcd; 2.83 persons per dwelling unit; peak day demand of 2.5 times average demand) plus fire flow. The number of dwelling units used for design shall be consistent with existing development and the zoning of undeveloped land. Alternate design bases may be used if justified by the designer. 9.2 Fire Flows 9.2.1 For design purposes, minimum fire flows shall be 1000 gpm in low and medium density residential areas, 2500 gpm in commercial and high density residential areas, and 3500 gpm in industrial areas. The design shall provide for the system to provide the minimum fire flow at each fire hydrant, assuming one hydrant flowing at any given time and a minimum pressure of 20 psi. 9.2.2 Where special conditions exist, greater or lesser design fire flows may be approved by the Fire Chief(as per Fire Code) for new and existing buildings. 9.3 Pressure 9.3.1 Water systems shall be designed to provide a minimum pressure of 35 psi with no fire flow. With fire flow, a minimum pressure of 20 psi is required in all areas. W:\0703\010\2_2003Revisions\standards 2_18.doc 7.4 August 2002 Revised: 2103 83 Water systems shall be designed by consulting the latest water system model of pressure zones. Pumping stations and pressure reducing valves may be required to lower high pressure concerns. Pipes shall be specified to withstand the maximum test pressures but in no case shall pipes be classed less than 150 psi. The designer should contact the PWD for information on the pressure zones and water supply available for the area. 9.3.2 In general, water systems should be designed to care for future flows which may reasonably be expected within a period of 15 to 20 years, and for ultimate development of the specific service area concerned. 9.3.3 Specific approval of booster pump stations, storage and additional sources, will be required from the City. 10 CAPACITY 10.1 Design flows shall be determined by consideration of the following factors: 10.1.1 Service area to be served 10.1.2 Population within the area to be served 10.1.3 Land use within the area to be served 10.1.4 Per capita water consumption 10.1.5 Commercial, industrial, or institutional users to be served 10.1.6 Fire flow requirements 10.1.7 Peaking factors 10.2 In the absence of flow data or other reliable information, the design factors from Table 4 may be assumed. Appropriate peaking ratios should be applied to determine flows, where specified by the City. Tab Sy,-, r, 1.ex4. t 011:1; ws lois, a * Average Flow Peaking Factor Residential 100 gpcd 1.7 to 4.0 Commercial 1,200 gpcd 2.0 to 4.0 Industrial 1,200 gpcd 2.0 to 4.0 It is recommended that design calculations include estimates of average maximum and minimum daily flows. The submission of design calculations will not ordinarily be required but engineers should be prepared to substantiate pipe sizes, layout, population estimates, land uses or other design assumptions as may be requested. W:\0703\010\2 2003Revisionslstandards 2_18.doc 7.5 August 2002 Revised: 2/03 84 11 SIZE Water mains shall be a minimum of 8 inches inside diameter. Fire hydrant lines may be of 6-inch inside diameter. 12 PIPE MATERIALS The following pipe materials and fittings are approved: Material Specifications ; Ductile Iron Pipe; Class 52 ANSI A21.51 or AWWA C151 polyethylene film wrapped or encased) Polyvinyl chloride (PVC) AWWA C900 Concrete Cylinder Pipe Not allowed Cast Iron Pipe Not allowed Gate Valve Mueller Resilient Wedge Gate Valve MJ x MJ Gate valve type-12-inch and under; Mueller Butterfly or Double Disc valve for larger than 12 inches Tapping Valve Mueller Resilient Seat Tapping Valve Tapping Saddle Powerseal Stainless Steel Model 3490AS Mueller also acceptable Valve Boxes Tyler 6868 Series "DD"-screw type#6 Base for water Corporation Stops Mueller H-15026 3/-inch & 1-inch Mueller H-15008 3/-inch & 1-inch Mueller H-B2 5 0 0 8 3/ 4-inch &2-inch; CC x 110 Mueller H-15013 1%2-inch &2-inch Mueller B-25000 3/ 4-inch & 1-inch Mueller B-25005 3/ 4-inch & 1-inch; CC x Install Service Saddles Smith Blair Model 371; 4-inch to 12-inch PVC Smith Blair Model 372; 4-inch to 12-inch Romac Model 304;2-inch to 12-inch PVC Romac Model 305; 10-inch to 32-inch Mueller Brass H16000 Service Pipe Main to Building- 1.Type K Copper 2.PE Pipe (IPS) SDR 7-3/4-inch & 1-inch 3.PE Tube(CTS)SDR 9-11/12-inch &2- inch (200 PSI) Curb Stop Mueller H-15209 3/4-inch to 2-inch cop x cop or CTS Mueller B-25209 3/4-inch to 2-inch cop x cop Mueller H-15172 3/4-inch to cop x fip Mueller B-25172 3/4-inch to 2-inch cop x inst Mueller B-25204 3/4-inch to 1-inch inst x inst Mueller B-20283 3/4-inch to 2-inch inst x inst or C110 W:\0703\010\2 2003Revisions\standards 2_I8.doc 7.6August2002Revised: 2/03 85 Material Specifications, Curb Boxes Mueller H-10334 w/stationary rod-one piece lid Adjustable Risers Couplings Tyler 64-A& 65-B Solid Sleeve-Ductile Iron-Romac 501 or equal Joint Restraint Megalug 2000 or thrust blocks Fire-Hydrant Mueller Super Centurion 200, 51/4-inch, 3-way Manhole F/C Inland Foundary Model 771 Meters All meters--Badger, Remote Read Backflow Preventers All new construction%-inch and 1-inch use dual check valve Dual Check Valve 3/4-inch McDonald 11-3NA-43 1-inch McDonald model 18-4-10-XD 11/2-inch Febco 805Y-BV-S; USA Blue Book#45416 2-inch Febco 805Y-BV-S#45410; EPA 570/9-89-007 Larger check valves to be approved by Public Works Dept. Alternate materials not listed must be approved by the Public Utilities Director. 13 EXCAVATION, PIPE BEDDING AND BACKFILL 13.1 Details Standard plans are the MPWSS, latest edition. 13.2 Installation Installation of pipe shall conform to the following: 13.2.1 MPWSS, latest edition. 13.2.2 Water settling of backfill material is prohibited. 14 MINIMUM DEPTH All water lines shall be laid at a depth sufficient to prevent freezing and be protected against damage from traffic. Water mains shall have a minimum cover of 6 feet measured from top of pipe to finished grade or be otherwise protected from damage by traffic or freezing. 14 DEAD ENDS 15.1 In order to provide increased reliability of service and reduce head loss, dead ends shall be minimized by making appropriate tie-ins whenever practical. W:\0703\010\2_2003Revisions\standards 2_18.doc 7.7 August 2002 Revised: 2/03 86 15.2 Where dead end mains occur, they shall be provided with a fire hydrant flushing purposes. Flushing devices should be sized to provide flows which will give a velocity of at least 2%2 feet per section in the water main being flushed. No flushing device shall be directly connected to any sewer. 16 VALVES 16.1 Valves Valves should be located at not more than 500-foot intervals in commercial districts and at not more than 1 block or 800-foot intervals in other districts. 16.2 Line Valves in Distribution Pipe Four valves shall be installed at a "cross" intersection. Three valves shall be installed at a 'Tee" intersection. 16.3 Blowoff Valves A fire hydrant must be located within 20 feet of the end of any dead-end water main including temporary dead-end mains in phased developments. 16.4 Air Relief Valves An air relief valve will be required at the high point of each water main. Pipe grade design shall minimize the use of air relief valves wherever possible. 17 HYDRANTS 17.1 Spacing Fire hydrant spacing shall not exceed 500 feet measured along the curb line in areas zoned R-1 or R-2 and shall not exceed 450 feet in other areas. The Fire Chief may require additional hydrants in accordance with Uniform Fire Code. All hydrants will have secondary valves. 17.2 Color Code Hydrants shall be color coded to AWWA standards. 18 LOCATION 18.1 Relation to Sewer Lines and Wells Sanitary sewers and domestic water lines shall not be laid in the same trench. Parallel water and sewer lines wherever possible should be located at least 10 feet apart horizontally. When physical conditions render this spacing impossible or W:\0703\010\2_2003Revisions\standards 2_18.doc 7.8 August 2002 Revised: 2/03 87 impractical, then ductile iron water pipe with watertight joints is required for the sewer line. Wherever it is necessary for sewer and water lines to cross each other, the crossing should be at an angle of approximately 90 degrees and the sewer shall either be located 18 inches or more below the water line or be cement lined, constructed of ductile or PVC pipe with watertight joints for a distance of 10 feet on both sides of the water line. 18.2 Water Mains in Streets or Easements Under normal conditions, water mains should be located in street right-of-way 5 feet south or west of the street right-of-way centerline. Water mains shall be located in centerline of alleys and easements. When it is necessary to locate waterlines in easements, such easement shall be at least 20 feet in width. 19 ALIGNMENT Water lines should be laid on straight alignment and uniform grade between blocks. However, in cases where justification can be shown, changes will be considered. 20 PIPE JOINTS All pipe joints must be constructed watertight. Rubber rings or other approved joint sealing material shall be use. Joint deflections shall be controlled such that the watertight integrity of the joint is maintained. 21 SERVICE LINE CONNECTIONS All service laterals from a water main to serve an individual building shall be of a minimum size of% inch in diameter within public right-of-way or within public easements. Construction of service lines shall conform to the same standards as for water main construction. 22 SEPARATE CONNECTION REQUIRED 22.1 Each main building or legal lot (except a private garage) shall be separately connected to a public water main. Except that main buildings or dwellings located on a single parcel may be connected to a private line, provided that an approved statement of maintenance and billing responsibility is recorded with the title to the property. 22.2 A valve shall be required at the point of connection of a private water system to a public system. 23 DRAINAGE DITCH OR STREAM CROSSINGS Water lines entering or crossing drainage ditches or streams shall be constructed with care. The pipe and joints shall be tested in place, and shall be designed, constructed, and protected W:\0703\010\2_2003Revisions\standards 2_I8.doc 7.9August2002Revised: 2/03 88 against anticipated hydraulic and physical, longitudinal, vertical, and horizontal loads, erosion,and impact.' 24 AERIAL CROSSINGS Support shall be provided for all joints in pipes utilized for aerial crossings. The supports shall be designed to prevent frost heave, overturning, and settlement.' 25 PROTECTION OF WATER SUPPLIES When wastewater sewers are proposed in the vicinity of any water supply facilities, requirements of Circular WQB-1 (DEQ) should be used to confirm acceptable isolation distances in addition to the following requirements. 25.1 Cross Connections Prohibited There shall be no physical connections between a public or private potable water supply system and a sewer, or appurtenance thereto which would permit the Fl— passage of any wastewater or polluted water into the potable supply. No water pipe shall pass through or come in contact with any part of a sewer manhole. 25.2 Relation to Water Works Structures 25.2.1 Sewers shall not be located within 50 feet of a public water supply well. 25.2.2 All existing waterworks units, such as basins, wells, or other treatment units, within 100 feet of the proposed sewer shall be shown on the engineering plans. 25.3 Relation to Water Mains 25.3.1 Horizontal Separation. Sewers shall be laid at least 10 feet horizontally from any existing or proposed water main. The distance shall be measured edge to edge. 25.3.2 Crossings. Sewers crossing water mains shall be laid to provide a minimum vertical distance of 18 inches between the outside of the water main and outside of the sewer. This shall be the case where the water main is either above or below the sewer. The crossing shall be arranged so that the sewer joints will be equidistant and as far as possible from the water main joints. 25.3.3 Where a water main crosses under a sewer, adequate structural support shall be provided for the sewer to maintain line and grade and to prevent damage to the water main. W:\0703\010\2 2003Revisions\standards 2_18.doc 7.10 August 2002 Revised: 2/03 89 O 0cn Y lL m G I . R• U 03v x 3 O 0, o- o a— g t 1-- U, E Q L. a a 0 j z cn -CI C o m— L E z-co •' E > oo U gs cs. W C t m a E o Cn I nom_ o - Q y.- i c' g a ..„. sem.:.,H ....,! -rJ- ID Tr' YJ N Q C a z c •C E j ":! y — c cai". 111111 1 0 Street Section at Railroad Crossing Detailed Drawing No. 90 3 ._ - 6_g Varies 5"min A G max b s r CO Street pavement 0 o . A V • .. p e v..----///- 7/ 2)-7-4,1-41-71/ i Subgrade shall be compacted to 95% density per ASTM 01557 II" TYPICAL SECTION Nous: 1. Contraction Joints with tooled edges shall be cut 1/4 to 1/3 the section depth at 10 foot Intervals 2. Through Joints and full through form plates shall not be used except where specifically approved by the engineer. 3. All exposed comers shall be finished to a 1/2 Inch nalinum radius. Standing Curb Detailed Drawing No. 91 See Std. Dwg. 5'[min Oft residential— street: c 66 See nate 4 PLAN Notes: 1. Skiewalk shall be 4-inches thick except It shall be 5'/,4mthes thick at driveway sections. 2 Contracion Joints shall be cut a mininxrrn'/the mess of the con aete. 3. 3/8-inch expansion Joints required between sidewalk and structures (e.g.sign posts, walls,hydrants). 11 I 4. Contraction joint sparing shall be approximately equal to t sklewalk widty,and shall match curb joints as shown. I2"/o tvo I —at driveways, flush at wheelchair ramps moo_ 4" ays5ed 4"crushed surfacing surfacing 7' min SECTION AT CURB CUT on arterial streets i Sidewalk and Curb Detailed Drawing No. J92 3 x 5' warning strip 5 z 5 landing Mark around ramp with joint tool 0 lip TYPE-A RAMP rWarning strip 44501 TYPE-8 RAMP Ramp entire sidewalk width: transition flares not required. 8% slope•(1".per:121 max- preferred Notes' r r— 1. Warring ships maybe deleted If ramp Is not/S lire with the 11 main pedestrian path, 3 3min 31 2. The curb ramp and warning strips shall be sisfinguished from PLAN v.:rounding surfaces by texture. 3. Ramp crass slopes and landing slope should not exceed 3-percent kr any ciao tfon 4. Ramps shah'be flush at the gather low Vie. 5. Construction of type-B ramps Is preferred where both sidewalks are set back from the curb by an earth strip. Arterial Street Wheelchair Ramp Detail Detailed Drawing No. 93 T—y',—- 1— V N N 0 e O v0 v C 0 53 f4 0 U p w C` a C co r mVC0UV tzt.zit0 Stn o ci m to o - N is to p a d 7 _ 1 r Q 0 CO C) U 0 ig cc ssm I ' et 0 0 a E co 1 S v 2 w a L m a I J 2 CD T Q Rs Im a s a.1 CC 1 U e MEM r a v g `2 Jo 3 tCI t T m r 1 VIM E a; mn o m 1 . L'a a oo ` n L m m t a 0 I c 0 U h o vi I % 'S h j 0 7 a a 2 r- No: 4'5 c co Cr Asphalt Section for Residential Streets Detailed Drawing No. J94 CD ct........................................................... .. ai CY-) 8 g. K1-................ ....... ...................................... 1.1 1 a 2. CO I 0 L g U N C 0) N a-Til CI CU e 0 8 0 1ca rx 0 P 73.2 % C CO' aIin 1N cn 2 I. '.zzi 2 ia. c‘i 5- Fn Td >i 0$ 5RCU130 2 A Z7) grl 7.• C ) CD.............................................................. 1.- Asphalt Section for Residential Streets Detailed Drawing No. 95 illli 1 '4--- ' --P - 11- -- --P-I 1 Asphalt road f _ . . O. 401 FT. Asuk-2.1t road--surface Subgrade -Subgrade-.-----' -- "• a• •• •• •••• ••- . -. 0•-.1•1`0 I Muni--clepth-of o•...R.,..-._.... Asp As.ph.j..It.;1 placed: id-.O.201 4, ,. •.„,••• • •• -- . _. -- -Machine;cut.'--1J,--back on -1-.1 fts -with-each--lift - -1'7 :„.7_.7. .-.-_-_:-._ea-51-3=s-rde---_61n---rEn-c-h-•_-.: ::bei rig 4compacted. •-•,- . - r__i______,--1-1--1-1--:-..Ta:ck:Cifia-t-:Shall:.be AO so....a.,.woe.. .••• .... H____2_4._i_... .._ __4__1.__•_. ..—_ app li ed'it o-cut-edges:-an& 4--Non=Shririlc-B.iCIfil2:7--- betweeh--lifts-ofL•plant-mix.------• ..--..... ....,,,,..y_.•-•....••......-.• 4. • —.—... .:-4.4-t—--.:—....--.----:-...... ....- . immo t-.----.---i..--,- --,--IT a•..•••• .....• ••••......•......• i...• ! ' s : • . : . I 1--'---;-•-i--..;---.... . . . ... i _ . . 4_,---:,-:-:.-!--•.- -:.. - 4--'---'-----7 7-- -- i - - - 4........f.•+..-•......... ...."--.. 4.-- • -, ' " r.__7_____H7-____ ., ._._ . .. _ .1-'. : „ . i-=7-- - . t-. .1,..._#_._..,..__ _ _.-.1_..i._-...:__ __ I , , , • NO 1 : N*SHR_INIC-f-BACIMIL--to-be 7.7\** - - - 7'keiiiShi-ilk,•16.-Ekfi-11-7---:us paved-seCtions- • - 1 • : o-f:De-p-t-:_t_.0=k-iiwa. y.:Right 01-_-,-_--•---,__.,... :_t_.___, , ___.,7z. E'.75- Of t-Wa.y.7-r--r----—7- .--'-'I -'' - 4-P-ipel-Bedding-La.s-desir.ed•1 • • ; . 1_•___. • : , ,__•,.. • ! ! i 1------ ---:----- 111 z. . 1, 1 . . ......,...-. i NON4SHRINK-BACICEML.-111X - • '1--•..- --- 7-.-i- : , : : I : , : ; •Ingredients• : Weight-A*7,.7.- 1.-: - i : ; , i1 : 111 C em ent 0..,-.14-5-Ls a ck A2_1. ; : i I : r I i Water 7-:39:gallons, .... ._._ _ 4'323-21-1). s'-'-- 1. , 1 ! , r • , I•:4 1 ,Air -(entrapped)--1 i-57; -i - i i. ! ; 1, , I , I 1 , I- -'--- -H,-.- Course.Aggregate_..!... . I__ : ; - i i, I I I 1 I : 1" -max.-:-7 size)----7------17.00:1-b*S.; : • 1 • , 1 1 , -1--H-•.--:--1--1-7-7--7' Sand--(AS TM•-C÷ 33)---7- 1-----1 8/4•5-3:1 -4 ' ' 1 1 1 . 1 1 • 391.2.-1 e MEI- . . • •---j-7 , , ,. i . • M i ; ' Start,'f•t-Ith--30F3Z7k--a--1_1:5:nsiCr'a,tTi• and_a-Td-a_p.o.r_e• - 1Ja*--6-_-6.6.-Ed7. . 1 • , -.1 ,6" slunrp-ortless:- is7desbleI 1 • , J Standard Trench Replacement Section for Roadway Cuts I Detailed Drawing No. 96 DOUBLE _iD S„l=, TOGGING wA'? 14E7R CAST IRO« LID ',MTN \ _LrC:E 3ALL VALVE TOUC,REAC BRONZE E_SOw frelp , STA21i;pR BRAC FRCu CMS S;CP ..wttN.. ScR A - —— _ 041 N- _ CAN £ BAU_ VALE a9RON ZE _LBOw PRESSURE REDUCNC VALVE 2+' I.D. LACER RIT REWIRED IF uAINLINE PRESSURE IS GREATER THAN 75 PS. METER PIT PLAN VIEW DOUBLE LID STYLE LOCXIHC CAST IRON TCP NOT TO SCALE WITH "TWOHREAD. BOTTOu UO w/LIFT RING BOTTO4 UO W/LIFT RING DOUBLE LID STM E STTRCFOA/ INSULATION 443" WRING ICCXING CAST IRON TO. ITN "TOUCIREAO' SLOPE FRO/ uETER PIT ROPE FROu IE!ZR PIT LEER PIT COVER tcl jui a ETER PIT COVER STYRCFOAu INSULADONEXPANSIONNAND *NEEL 1d WATER YET-ER PRY(IF RECAU1. V) kW E) Q BA NANO tt IEEL= ANQ= BALL VALVE r1 ANGLE BALL VALVE ti4 L BRONZE BRONZE ELBOW EL90w lk STABILIZER BRACXZ WATER YOKE \A uETER SETTER LAT \ TINEuErcR BE USED IN LIEU OF FROu PRv kiiSTAaIUZERBRACXETS) 97 omm SET'MONTANA DEPARTMENT OF WOIWAYS STARDARD DRAWING 210 FOR ALTERNATE DESIGN Of TIE a WRKADE 1's7•CLEATS 1 . STEADY • COMuEACIAL TYPE IIr UNIT DR • WRICADE 2"K1•" (I/O IIASH ED t.J• •J•A. FL.LSNEA „SHOWN 1/J J'-1'.1 r/ml BEVEL.TDP 4 I I I u 27GOSSBRACES 2.11 LEGS R 1 I 3'-4• I H 2'_D• END VIEW FRONT VIEW END VIEW FRONT VIEW SANDRAC TYPE B(I)—R TYPE B(Ill—R STEADY UGIT 1'—a 4'-9" I 1'—D"DR FLASHER SEE PLANS 1 •NOTCH POST FOR FOR SIGNS 1•A•'MCC REWIRED CC" " EXA ENCTER WIRIC DE SHALL ACr 1'S•BRACE NAVE LIFT 1.0 RIG T I2 I ST PES FROM NE GOITER 1 10• f # #I., J. I/""'.fI FII t-O" I a. 2.on mil E$sops I fit,:—EM,: 111/111111111•11111 N k Id'A A• YIN. I 4.—m- FRONT VIEW FRONT VIEW B(III)—R END VIEW B(111)—R w/SIGN PIN DOWN WITH A MINIMUM Of 4-s/B•PRIN•PINS OR SANDBAGS TO STARRIIC ME WRICAOE, PART Of INSTALLATION TYPE BQII) BARRICADES TYPICAL BARRICADES 1 a" I 1p•MON CORD I 3.-D. I I 12" IWM. 3 1/2"MIN. I Ir WIRE 3TI111ES TEFltRrvE I AV R[fIEORI2ED ORANGE itCURESCEM ORANCC i R ADM 2 WM.'o 0 WI 1 FAMED REFLECTORI2ED WHITE FLESIRLE FLOURESCENT ORANGE GUIDE POST A ALL NOT FLOURESCEMRANORANGE ti SMRMT SIDES BE USED MUMFLAGGINQ MASTIC AMI BARRICADES ANO PLACE FLAGGING AROUND REFLE RI2m 2-PIECE NIGH IMPAR RESISTANCE.HIGH DENSITY WORN SITE AT END Of SHIFT WHITE ST iit\ E STRIPES POLTERITLENE AS SUFFUSE!R. mwI 6 Lffi SERVICE AND MATERIALS CO.INC. MIK 2200 S. STIR ELT USE ELW000.ININ 36 PHONE(317}332-0-1152 MAL SPACES.TTPIGL Fl EXIRI F t_ 1_ C\ r GUIDE POST CONES3 EARRICADES AS APPROVED BY ENGINEER FLWFSRCENT NI rr--F. r-M - ORANGESTANDARD I 28'TO 35' DEIGN mAm m ® Par= = l BARRICADESS I A--A. er—o. I ' 1.--- 36'36'TO 45' NOTES: I 1 I.ALL BARRICADES SHALL NAVE ALTERNATING REFLECTIVEORANGE AND MIRE I STRIPES.5•IN'NIGRA.J AN ANGLE TRAFFICAS AS TO P S THE STRIPESRICADC SHALLSONELL BE PLA ED'NARO TME SIDEIDEOf ISA TOW PAIL BARRICADES re EO B1yO0_® WRN'-1D[S R•SHAG B[PLACED TO TME RN.Nf N APPIIOSCHIE TRAfi1C ROTHTM FRONT I 1.110 BAG MILS LESS THAN THREE FEET LONG NAY HAVE 4•WIDE STRIPES r. S.ALL WRICADCS SHALL BC REFLLCTO WIN ORANGE AND WHITE SHEETING COUNTED ON AAOWNUY BACKING AT LEAST 0.01 I'THICK:AWYINUY ALLOT 10111-TS AV TO 56' CONFORMING TO OAIAT. IL DESIGNATION 8-20).SMALL BE D.REMOVE WMIANUM SHEETINGGWITHSHALL RE SECURED WALMWMNUNAILS S.BARRICADES.INOINB FRAMEWORK.SMALL BE PAINTED MTX TWO COATS Of WHITE I I .- _• : • . .. •A RR PARR. A.SAN04OS Of IUFT1CIEM WEIGHT.OR!e•f EACHDOWELS.ONE CH COINER.SMALL BC USED TO HOLD THE BARRICADE IN L S.WRIGOES SMALL BE CONSTNI*CTED of STANWO GRADE(moa)OR BETTER SLS UNSER.USE 2/5•CARRIAGE ROLES FOR ALL CONNECTIONS. 5.WHERE TM IN WRICADES ARE TO FACE TRAFFIC FROM TWO DIRECTIONS.STRIP- PING ON THE FRONT AMO BACK SIDES WILL BE REWIRES. 7.PLASTIC AND METAL/PANDAS AK GAY RE USED FOR BARRICADES WIN'MITTEN APPROVAL CONSTRUCTIONBTTHEENGINEER.THE CONTRACTOR SHALL SUBMIT DRAWINGS Of RESIGN AN0 FABRICATION DETAILS FOR RENEW R THE ENGINEER.THE ENGINEER SHALL NAVE A SCAM PERIOD OF wmAi FOu/TEOI(I A)OATS. 6.,EASIER UNITS SHALL BE USED ON ALL BANNIEAOTS PLACIII FDR NIGHT- TRAFFIC CONTROLparIOTEBATIOMLPOSITIORMAINERSASPEAMONTANATFPARTMFNTOF R.ON TANGENT SECTIONS IN A SERIES Of BARRICADES.USE A FLASHER ON THE FIRST BARRICADE AMD STEADY LIGHTS OM THE REMAINDER Of THE BARRICADES. BARRICADES. CONES I0.WRICAOES ARO SUPPORTS SHALL NOT RDCR SIOCWALOS TWAT REMAIN OPEN. AND DRUM Construction Traffic Control mamm Detailed Drawing No. MMM 1 98 5my PANFI 4'- 0': l•-0. OR AS REOD RESPECTORIENTTO RORO ADWAY WRH BY 50014 014 STATE ROUTES 7 F'1 I I I I / n 7- SIGN PANEL I I I I II 4...1 OR SIZE APPROVED BY MOOR. I 1-O I ATTACHMENT BOLTS•GALV OR CAOMIUU PLATED WITH FIBER WASHER UCH SIDE.TYPE 2-12' Zj/FT U-POST 2-12' e 2j/FT U-POST 1. 7, omm 0' V- /FT2j U-POST z- GROUND UNE GROUND UNE GROUND UNE o j ar l) U ll Y T Y TYPICAL LT) TYPICAL, REGULATORY TYPICAL WARNING SIGN INSTALLATION SIGN INSTALLATION PARKING SIGN INSTALLATION TIG PANFI 41-0'X 4'-0' OR SIZE APPROVED BY MOO Ers 014 STATE ROUTES WIN.REFLECTIVE RED w ,// \\ / D'2'- :2'-6' SIGN PANEL BLACK LETTERS 1` RECTANGLE- OR AS ROUT BY MOON ON STATE Ste/ SLOW EIIMMMIIMIIMIIIIBII ROUTES i/ I I \\ REFLECTIVE REFLECTIVE ORANGE r2"X4' I I ) WHITE I I j SIGN PANEL LETTERS AND I I / I BORDER 1 I RACK PLATE I SIGNS MAY RE PLACED Ll;. c- ON UGHT STANDARDS OR OTHER SUPPORTS IN PLACE. IF AT THE PROPER LOCATION 1 II- II I_- 1 HAND SIGNS U Z Z Z'X N BRACES (0 pLCPLSTEWTT000 USE S3/6"E Adibilk. l B" 7>r u DOWELS (ONE EACH CORNER) z OR SAND SACS j 2'-6" TO STABIUZESUPPORT. AllailL4X Ellardll11111111111•1111116101 CONSTRUCTION FRONT ELEVATION SIDE ELEVATION TRAFFIC CONTROL TYPICAL PORTABLE SIGN SUPPORT DETAILS SIGN SUPPORTS Construction Traffic Control Detailed Drawing No. 99 W20-1 W20-3A 3 R11-2 I5- ALLEY IS- S136- TREET/ OAD bfp t--- -t---3',/. 44: - 3/4- -b-t- -S-E-D-- - 4/ 4' AHEAD 15. 13_3/4"CLOSED6- AHEAD5" 3" 36" 36' W20-2 S/6' MARGIN, TYPICAL 7/6' BORDER.TYPICAL R 11-4 NN e DETOUR3 STREET CLOSED 6' 2-1/2 r,/,—,--7/°- T O AHEAD THRU TRAFFIC 6• 36- j 4- 60" W20-3 36- M4-9R R11-2a TREES" y, 3-1/4- DETOUR 3- l ALLEY e- V V 3—I/ 4O 30.4- 3 3/4• 7• CLOSE D3-3/a- 24-e" AHEAD 3- S- 36' 30" MAY BE LEFT OR RIGHT OR SPECIAL.SEE PLANS W20-7A . REFLECnVE WRITE BACKGROUND REFLECnVE ORANGABACKGROUND LETTERS. STENCIL BLACK. R7-1 36- 6 7/e- NO 3- 7/6" PARKING 3- 3/e' 24' ANY TIME 2- 3/° CONSTRUCTION 4..9 1S TRAFFIC CONTROL 2.5- 3.- TYPICAL 1e- SIGN LAYOUT Construction Traffic Control Detailed Drawing No. J100 wa R11-2 R11-2 0? VLO-3 Alb, FLaLLJ UZ Ea F IT tj / CLOSED imoot LaiC awases• WORK AREA NO AS REDD NO AS REOD 1.1 i 4 — 4 I STREET I '''-'-':',,..--:L.-.',..."""7:1•_:,:-.7.,:,..7,7iz:,::::,..c.,:-. F.,.i.:,3i::::.•-..:1•;:,;... ..:,:•••:,:,...;:., :.:.::;,.7,..:::,,;:i.:!:71''.V.,,,,. .,. ,! STREET CP V.11:3 WHERE CONSTRUCTION CLOSES OR RESTRIC ) 7j1.__.,-" LSC-1 PEDESTRIAN MOVEMENTS.PLACE SIGNS AS DIRECTED BY THE ENGINEER TO REROUTE CLOSED/ TYPICAL CLOSURE AND/OR RESTRICT PEDESTRIANS. USE R3.-1 SUPPLEMENTAL SIGN TO DESIGNATE ALTERNATE a 0 R -' LOCAL STREET ROUTE. USE/WES/MOE-USE/4TN ST.W. ECT... 11 11,-JA 1 L. NM TUFF ICi NOTE: 4.3.44.2 ie:siim rammg 1E,, =1.-1-•A.-7%-AT., ,- LJ USE NO/RIGHT/TURN'ANO I./.1 "NO/LEFT/TURN'DURING LO i WORK WITHIN 200'OF WORK AR e, INTERSECTION. In I STREET t I Z "I I "I I STREET LSC-2 EA __ LCLOSEDALL1ITYPICALPARTIALCLOSURE CLOSED LOCAL STREET 1.0rar IM11.-ts F Ea k- ts LAJ LJ mm. LJ LiJ CC ee Fce, WORK AREA 1—tei e ALLEY AC-1 TYPICAL CLOSURE ALLEY 1:2 ALLEY 4.4., CLO 3ED/ 111 ALLEY 1/4"-- A( .;,:e.•:.'M. ,'•:••••',4-',, -, i- 1- AC-2 TYPICAL PARTIAL CLOSUREx WORK AREA I-- ol ALLEY in k LEGEND WORK AREA i-• TYPE I BARRICADE 1- 7.. TYPE II BARRICADE 4- TYPE III BARRICADE C. fr PORTABLE SIGN CONSTRUCTION T , SIGN INSTALLATION 0 DRUMS TRAFFIC CONTROL 0 A CONES TYPICAL TATTY FLAGGING LOCAL ST & ALLEY 11±- RADLER CLOSURE Construction Traffic Control Detailed Drawing No. I101 vie-1 R9-3A VIM j ,SEE NOTE ce.mlen«. b TUR I y I USE NUMBER OF BARRICADES TO CLOSE STREET TO PROHIBIT PASSAGE OF VE-IICALES. NUMBER VARIES PSI HASTOSTREETWIDTH,AND RIGHT-OF-WAY WIDTH. L . RII-? v3}] timmt R IEE 11.81 ............. v mnm® s ill-• I A A.. T T 4I,.. tc I/V^ I_] ] -,BIT-2 TEE C, CT vn- 34 T WORK AREA Rnr mm I \ R11-2TRACTION,11111/2 TEE r. ===, t J u NOTE: mon rI OTHER SIGNS AS REO O. PIC- 1 PARTIAL INTERSECTION MOOVVEEE MENTS.PLAACCEE SIGON NS AS DIRECTSED OR ED BY THECTS EENGIINER TO REROUTE AND/OR RESTRICT PEDESTRIANS.USE CLOSURE SUPPLEMENTAL SIGN TO DESIGNATE ROUTE. USE/WESTSIDE-USE/4TH ST.W ECT... R9-3A AD-. R9-3A a-••-. R9-3A In tuilili SEE NOTE SEE NOTE1 USE NUMBER OF BARRICADES TO CLOSE STREET TO PROHIBIT PASSAGE OF VEHICALES. NUMBER VARIES v 9 vER-] AS TO STREET WIDTH,ANO RIGHT-OF-WAY WIDTH. AllIk CLOSED Rll-A R11-. Sr*i. jtt 2 I-3 ] 3 3 WE-I 464 CLOSED LEGEND WORK AREA F-7 wow AREA T TYPE I BARRICADE Rll-• E. TYPE II BARRICADE TYPE III BARRICADE as 3 A Old C.. PORSIGN INSTALLATION s R9-3`" CONSTRUCTIONR9-3A T a SIGN INSTALUTON SEE NOTE'I, SEE NOTE 0 DRUMS TRAFFIC CONTROL A CONES IC-1 TTTTTT FLAGGING INTERSECTION CLOSURE TYPICAL FLAGGER INTERSECTION CLOSURE Construction Traffic Control Detailed Drawing No. 1 102 A NOT. I R9-3A 7 J ] W I--VF-64 CA STREET a --,. r PUCE AT LOCATIONS AS DIREC-T= BY ENGINEER Al A J .. ../I \.. STREET STREET REROUTING DETOUR t VLO-2 al ETO - HEAD ti-WWHW N H J N t._. F STREET STREET v y I v JEW 44 pnn N. I , e m. et V14( r YVII ‘ t‘ 40f ._ ETD HEAD 4.>7. 7%<-,:;-; 4'4 STREET G 1 ttP — 15' LEGEND 1PNCCAS ES nail WORK AREA T TYPE I BARRICADE ONE DIRECTION DETOUR TYPE II BARRICADE TYPE IR BARRICADE PORTABLE SIGN CONSTRUCTION T T- SIGN INSTALLATION DRUMS TRAFFIC CONTROL A CONES nyy FUGCINc TYPICAL t REROUTING DETOUR11±- RUGGER ONE DIRECTION DETOUR Construction Traffic Control Detailed Drawing No. 103 sit J J STREET STREET I i i Ai IS r CO ...;NRF] moLO - en CLOSED L4 Ai HEAD ce I r A 1 ISr i i 4-6 .4-- t ENNENERIMSEZ'''t vlsl v2.-L 0.. HEAD, NIV la STREET STREET I r I i-- 1i. 1 i SPLIT DIRECTION DETOUR Dauus 0SPACHO 0 0 0 0 0 0 0 IL 3 c. v..nEl u 4— 0 0 I _ F:• .. 0 4— ). n.-t illi 0 0 0 0 _4-___ 0 0 0 0 0 0 0 0 .tom 0 0 0 0 0 3 IIOSIS.. 0 3 y 0 e 0 am m m 0 0 r'° 33,- mums 0 zs'sP anc 7 is LEGEND 0 0 0 0 0 0 room.AREA 3ri TTP£I EVinoisc.DE A. TTPE L&AmCADE PARTIAL STREET CLOSURE 2-LANE TYPE C. Paorrma:ui DAYTIUE OPERATIONS ONLY CONSTRUCTION Nom T SCA INSTALLATION DRUMS TRAFFIC CONTROL A CONES TYPICAL STREET CLOSURE 1 Lk "T"E" AND LANE CLOSURE j 1 Construction Traffic Control Detailed Drawing No. i 104 N JAYS ST CLOSED 0. 1 I WFSTCG- O OF COD AYE N TYPICAL' PLACE IN CENTER OF ROADWAY IF WIDTH PERMITS MOUNT ON RIGHT IF ROADWAY WIDTH IS TO NARROW immi USE NUMBER OF 2ARRIUDES TO PROHIBIT TRAFFIC FROM ENTERING CONSTRUCTION AREA. Z V20-3 ill-a RI 1-2 1.1.1 Q CLOSED m,m„® HEAD gEMSEea I N JAYS ..I ST i CD O CG-0 N JAYS ST CLOSED WEST OF coo AYE H u TYPICA IGNING SIDE STREET CLOSURE CONSTRUCTION BACK FROM INTERSECTION NOTE: R3-I USE FT/TUR AND NO RIGHT/TURN• DURING CG-0 WORKK WITHIN 200 OF INTERSECTION.N JAYS ST CLOSED i.D WEST OF TYPICAL CDD AYE N USE NUMBER OF BARRICADES REQUIRED TO PROHIBIT TRAFFIC FROM ENTERING CONSTRUCTION AREA V20-3 R1 3"'"1"p. Z CLOSED de®& L.J HEAD Q I I I iiiiitiMMENMENINIENENNIMIN "I N JAYS ST t ( LEGEND 4111= 3. R3-11. E-1 WORN AREA 1TYPEIBARRICADEC Z TYPE II BARRICADE 0 3• TYPE BI BARRICADE O 2- PORTABLE SIGN cc-a CONSTRUCTION T SIGN WSTAUaTION N JAYS ST DRUMS CLOSED TRAFFIC CONTROL A-^ CONES FLAGGING aCODAYE TYPICAL SIGNING TYPICAL SIGNING SIDE STREET CLOSURE FUGGER SIDE STREET CLOSURE AT INTERSECTIONS ON DIVIDED STREETS CONSTRUCTION ADJACENT TO INTERSECTION Construction Traffic Control Detailed Drawing No. 105 STREET WIDTH PUCE PEDESTRWI BARRIER FENCE ALL AROUND, BARRICADES STREET WIDTHOAT BE USED AS FENCE SUPPORT 71 w N SIDEWALK SIDEWALK V' mac. . I . I _ Y Y—i• AUFY r f I irci-. I. ' .----.\\ i PEDESTRIAN BARRIER BARRICADES I FENCE I ' Y WASj4_ I ATiEAY SIDEWALKI III. Ail90E1YALK I 1 YTYPE III J r__ TYPICAL STREET CLOSURE 1 2 AS REBARRIO, ES . 6IATALLEY TYPICAL INTERSECTION CLOSURE B•MAY CLOSER SPACING AS REDO v OR DIRECTED 8Y ENGINEER 4-TIES PER PORT iSrCOLOR ORANGE4401r o n I1ED ' EER. j—SURFACE UMC Ii RALE FENCE ON MMIOWARC L 0 COASaAIE d+RRIGOE FENCE(IWRTID) II SIDE Of POSH. II OR MIRO ETD EOUAL AS SUPPLIED WE 4 I II II N 1900 LaCSNEED MAY u i `EMBEDMENT R N N CARSON an.NM enol 11 AS REOUIRED V V ELEVATION ( Wa°""-"T* i1 PEDESTRIAN BARRIER FENCE TYPICAL POST NOTE 1.THE PEDESTRIAN BARRIER FENCE IS TO BE USED I STREET WIDTH AT LOCATION TO PROHIBIT ENTRY BY PEDESTRIANS. 2.THE PEDESTRIAN BARRIER FENCE SHALL BE IN PLACE WHEN CONSTRUCTION IS INACTIVE.NIGHT AND WEEKENDS. v E'''Ip 5 U Q WI IB ' Y4 POST 3 g1..',:.i.,..:77:::: i W I J 3 PER4 E POST 2Y4A-\ 0 d c'j n OWASTE .. H cc •I N T I `r:..:.`...:._< im 0 BKS SAND BAGS I A BRACES e. ..a A \a PER POST TYPICAL PLANELEVATION PLAN 3 IT o STAND TYPE FENCE SUPPORT KEEPRAIN PEDESTRIAN BARRIER FENCE7DRUMS is OPEN TRENCH TRAy SURFACE GUIDE FOR Maori_510 CONSTRUCTION PIPE.// TRAFFIC CONTROL AM" pili TYPICAL PEDESTRIAN BARRIER FENCE TYPICAL SECTION DETAILS AND PLACEMENT DOWNTOWN ANTI OTHFR AREAS Construction Traffic Control Detailed Drawing No. 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 File Attachments for Item: 2. Ordinance No. O22-03: An Ordinance Amending Certain Chapters Of Title 14 Of The Laurel Municipal Code Relating To The Adoption And Enforcement Of Building Codes For The City Of Laurel As Required By The State Of Montana (PH 9.13.2022) 190 Ordinance No. 022-03 Title 14, Building Code Amendments ORDINANCE NO. 022-03 AN ORDINANCE AMENDING CERTAIN CHAPTERS OF TITLE 14 OF THE LAUREL MUNICIPAL CODE RELATING TO THE ADOPTION AND ENFORCEMENT OF BUILDING CODES FOR THE CITY OF LAUREL AS REQUIRED BY THE STATE OF MONTANA WHEREAS, the City Council desires to keep the Laurel Municipal Code current by modifying and updating chapters, sections and subsections to address situations and problems within the City and to remain in accordance with Montana law; and WHEREAS, City Staff prepared, reviewed, and approved the following amendments to the existing Title 14 as noted herein and hereby recommends the same to the City Council for their full approval. Chapter 14.16 INTERNATIONAL RESIDENTIAL BUILDING CODE, 202118 EDITION 14.16.010 Adoption. A. The City of Laurel hereby adopts by reference pursuant to MCA Section 50-60-301 (1)(a), MCA the International Residential Code, 202118 Edition, as modified by the Administrative Rules of Montana (ARM) 24.301.154 (1) through (24) with Appendix Q Tiny Houses, as permitted by ARM 24.301.154 (2) (a), and as required to be adopted by the Department of Labor and Industry, Building and Commercial Measurements Bureau. B. One full printed copy of the Code shall be available in the offices of the City Planning Department. C. The International Residential Building Code 202118 Edition is made a part of this chapter as fully, and for all intents and purposes, as though set forth herein at length. It shall be known and designated as the "International Residential Building Code" of the City. (Ord. 05-15 (part), 2005) (Admin. Order AO15-01,§ 2, 2-24-2015; Ord. No. O20-01, 1-28-2020) This Ordinance shall become effective thirty (30) days after final passage by the City Council and approved by the Mayor. Introduced and passed on first reading at a regular meeting of the City Council on the 23rd day of August 2022, upon Motion by Council Member _____________________. 191 Ordinance No. 022-03 Title 14, Building Code Amendments PASSED and ADOPTED by the Laurel City Council on second reading on the _____ day of ______________, 2022, upon Motion by Council Member _____________________. APPROVED BY THE MAYOR on the _____ day of ______________, 2022. CITY OF LAUREL ___________________________ Dave Waggoner, Mayor ATTEST: _______________________________ Kelly Strecker, Clerk-Treasurer APPROVED AS TO FORM: ______________________________ Michele L. Braukmann, Civil City Attorney 192 File Attachments for Item: 3. Ordinance - An Ordinance Amending Section 2.20.010 Of The Laurel Municipal Code Relating To The City Court Clerk For The City Of Laurel 193 Ordinance No. 021-_____ Section 2.20.010, City Court Clerk ORDINANCE NO. 022-_____ AN ORDINANCE AMENDING SECTION 2.20.010 OF THE LAUREL MUNICIPAL CODE RELATING TO THE CITY COURT CLERK FOR THE CITY OF LAUREL WHEREAS, the City Council desires to keep the Laurel Municipal Code current by modifying and updating chapters, sections and subsections to address situations and problems within the City and to remain in accordance with Montana law; and WHEREAS, City Staff prepared, reviewed, and approved the following amendments to the existing LMC § 2.20.010 (City Court Clerk – Office Created) as noted herein and hereby recommends the same to the City Council for their full approval. 2.20.010 Office Ccreated—Duties and Rrequirements. A. There is created the position office of city Cclerk of Ccourt. The Cclerk of Ccourt shall be appointed by the city judge. hired, supervised, and managed by the City, subject to all terms and conditions of the City Court Clerk employment position. B. It shall be the duty of the Cclerk of Ccourt to perform all duties as required by law and the Rrules of the Ccity Ccourt. C. Before entering upon the duties of office, the Cclerk of Ccourt shall take the oath prescribed by Art. III, Section 3 of the Montana Constitution. law for all city officers. D. The clerk of court's term of office shall be the same as is provided by law and ordinance for the city judge, and until a successor is appointed. D. The City shall set the salary of the Clerk of Court. E. The Cclerk of Ccourt may certify any records or documents of the Ccity Ccourt. and may act for the city court as permitted by law or rules of the city court. F. The Clerk of Court will establish, maintain, retain, and administer all Court records by means of paper or electronic filing and storage or both. The Clerk of Court will assist the City Court Judge in the recording and signing of court proceedings as well as general operations of the Court. F. The salary of the clerk of court shall be set by resolution of the city council. G. The clerk of court is a part-time position with a thirty- hour work week. 194 Ordinance No. 021-_____ Section 2.20.010, City Court Clerk (Ord. 890, 1986: Ord. 825 §§ 1—7, 1985: prior code § 2.16.130) This Ordinance shall become effective thirty (30) days after final passage by the City Council and approved by the Mayor. Introduced and passed on first reading at a regular meeting of the City Council on the _____ day of ______________, 2022, upon Motion by Council Member _____________________. PASSED and ADOPTED by the Laurel City Council on second reading on the _____ day of ______________, 2022, upon Motion by Council Member _____________________. APPROVED BY THE MAYOR on the _____ day of ______________, 2022. CITY OF LAUREL ___________________________ Dave Waggoner, Mayor ATTEST: _______________________________ Kelly Strecker, Clerk-Treasurer APPROVED AS TO FORM: ______________________________ Michele L. Braukmann, Civil City Attorney 195 File Attachments for Item: 4. Ordinance - An Ordinance Amending Chapter 1.01 (Code Adoption) Of The Laurel Municipal Code Relating To The General Provisions 196 Ordinance No. 021-_____ Chapter 1.01 of LMC (Code Adoption) ORDINANCE NO. 022-_____ AN ORDINANCE AMENDING CHAPTER 1.01 (CODE ADOPTION) OF THE LAUREL MUNICIPAL CODE RELATING TO THE GENERAL PROVISIONS WHEREAS, the City Council desires to keep the Laurel Municipal Code current by modifying and updating chapters, sections and subsections to address situations and problems within the City and to remain in accordance with Montana law; and WHEREAS, City Staff prepared, reviewed, and approved the following amendments to the existing Chapter 1.01 of the Laurel Municipal Code (Code Adoption) as noted herein and hereby recommends the same to the City Council for their full approval. 1.01.010 Adoption. There is hereby adopted the Laurel Municipal Code, as published by Book Publishing Company, Seattle, Washington. (Ord. 984 § 1, 1991) 1.01.020 Title—Citation—ReferenceCode Designated and Cited. This Code shall be known as the “Laurel Municipal Code” and it shall be sufficient to refer to this Code as “the LMC,” in any prosecution for the violation of any provision thereof or any proceeding at law or equity. It shall also be sufficient to designate any Ordinance adding to, amending, correcting, or repealing all or any part or portion thereof as an addition to, amendment to, correction of, or repeal of the "Laurel Municipal Code." Further reference may be had to the chapters, articles, divisions, sections and subsections of the "Laurel Municipal Code" and such reference shall apply to that numbered chapter, article, division, section or subsection as it appears in this Code. may be referred to as the Laurel Municipal Code in any prosecution for the violation of any provision thereof of any proceeding at law or equity. Prosecutions for violations of Laurel, Montana's ordinances and actions based thereon shall refer to the Laurel Municipal Code sections as well as the underlying ordinance upon which the prosecution or action is based. Amendments to any ordinance or portions thereof of Laurel, Montana, shall also refer to the Laurel Municipal Code sections under which such ordinances are codified. 197 Ordinance No. 021-_____ Chapter 1.01 of LMC (Code Adoption) (Ord. 984 § 2, 1991) 1.01.030 Provisions Ccodified. This code consists of all the regulatory and penal ordinances and certain of the administrative ordinances orOrdinances of the City of Laurel, Montana. (Ord. 984 § 3, 1991) 1.01.040 Ordinances Ppassed Pprior to Aadoption of the Ccode. The last Oordinance included in this Ccode was Ordinance 979, passed August 7, 1990. The following Oordinances, passed subsequent to Ordinance 979, but prior to adoption of this Ccode, are adopted and made a part of this Ccode: Ordinances 980, 981, 982 and 983, as amended. (Ord. 984 § 4, 1991) 1.01.050 References to Code. applies to all amendments. Whenever a reference is made to this Code as the “Laurel Municipal Code” or any portions thereof, or to any Ordinance of the Ccity of Laurel, Montana, the reference shall apply to all amendments, corrections and additions heretofore, now or hereafter made. (Ord. 984 § 5, 1991) 1.01.060 Title, chapter and section headingsHeadings. Chapter, article, division, and section headings contained herein shall not be deemed to govern, limit, modify or in any manner affect the scope, meaning or intent of the provisions of any chapter, article, division, or section hereof. Title, chapter and section headings contained herein shall not be deemed to govern, limit, modify or in any manner affect the scope, meaning or intent of the provisions of any title, chapter or section hereof. (Ord. 984 § 6, 1991) 1.01.070 Reference to Sspecific Oordinances. 198 Ordinance No. 021-_____ Chapter 1.01 of LMC (Code Adoption) The provisions of this Ccode shall not in any manner affect matters of record which refer to, or are otherwise connected with, Oordinances which are therein specifically designated by number or otherwise, and which are included within the Ccode, but such reference shall be construed to apply to the corresponding provisions contained within this Ccode. (Ord. 984 § 7, 1991) 1.01.080 Effect of Ccode on past actions and obligations. Neither the adoption of this code nor the repeal of amendments of any ordinance or part or portion of any ordinance of the city shall in any manner affect the prosecution for violations of ordinances, which violations were committed prior to the effective date hereof, nor be construed as a waiver of any license, fee or penalty at said effective date due and unpaid under such ordinances, nor be construed as affecting any of the provisions of such ordinances relating to the collection of any such license, fee or penalty, or the penal provisions applicable to any violation thereof, nor to affect the validity of any bond or cash deposit in lieu thereof required to be posted, filed or deposited pursuant to any ordinance and all rights and obligations thereunder appertaining shall continue in full force and effect. A. The provisions of this Code shall not in any manner affect deposits or otherwise any other matters of record which refer to, or otherwise be connected with Ordinances which are therein specifically designated by number or otherwise and which are included within this Code, but such reference shall be construed to apply to the corresponding provisions contained within this Code. B. Neither the adoption of this Code nor the repeal or amendment hereby of any ordinance or part or portion of any Ordinance of the City shall in any manner affect the prosecution for violations of Ordinances, which violations were committed prior to the effective date hereof, nor be construed as a waiver of any license fee, or penalty at the effective date due and unpaid under such Ordinances, nor be construed as affecting any of the provisions of such Ordinances relating to the collection of any such license, fee or penalty, or the penal provisions applicable to any violation thereof, nor to affect the validity of any bond or cash deposit Formatted: List Paragraph, Indent: Left: 1.27" Formatted: List Paragraph, Numbered + Level: 1 + Numbering Style: A, B, C, … + Start at: 1 + Alignment: Left + Aligned at: 1" + Indent at: 1.27" 199 Ordinance No. 021-_____ Chapter 1.01 of LMC (Code Adoption) in lieu thereof required to be posted, filed or deposited pursuant to any Ordinance, and all rights and obligations thereunder appertaining shall continue in full force and effect. (Ord. 984 § 8, 1991) 1.01.090 Effective Ddate. This codeCode shall become effective on the date the Oordinance adopting this codeCode as the "Laurel Municipal Code" shall become effective. (Ord. 984 § 9, 1991) 1.01.100 Severability. If any section, subsection, sentence, clause, phrase, portion, or part of this Code is for any reason held to be invalid or unconstitutional by any court of competent jurisdiction, such decision shall not affect the validity of the remaining portions of this Code. The City Council hereby declares that it would have adopted this Code and each section, subsection, sentence, clause, phrase, part, or portion thereof, irrespective of the fact that any one or more sections, subsections, clauses, phrases, parts, or portions be declared invalid or unconstitutional. 1.01.110 Continuation of Provisions. The provisions appearing in this Code, so far as they are the same as those of Ordinances existing at the effective date of this Code, shall be considered as continuation thereof and not as new enactments. This Ordinance shall become effective thirty (30) days after final passage by the City Council and approved by the Mayor. Introduced and passed on first reading at a regular meeting of the City Council on the _____ day of ______________, 2022, upon Motion by Council Member _____________________. PASSED and ADOPTED by the Laurel City Council on second reading on the _____ day of ______________, 2022, upon Motion by Council Member _____________________. APPROVED BY THE MAYOR on the _____ day of ______________, 2022. Formatted: Font: Not Bold Formatted: Font: Not Bold Formatted: Font: Not Bold 200 Ordinance No. 021-_____ Chapter 1.01 of LMC (Code Adoption) CITY OF LAUREL ___________________________ Dave Waggoner, Mayor ATTEST: _______________________________ Kelly Strecker, Clerk-Treasurer APPROVED AS TO FORM: ______________________________ Michele L. Braukmann, Civil City Attorney 201