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Minutes - Development Review Board - 03/21/2017
DEVELOPMENT REVIEW BOARD 21 MARCH 2017 The South Burlington Development Review Board held a regular meeting on Tuesday, 21 March 2017, at 7:00 p.m., in the Conference Room, City Hall, 575 Dorset Street. MEMBERS PRESENT: B. Miller, Acting Chair; J. Smith, D. Parsons, J. Wilking, F. Kochman, ALSO PRESENT: R. Belair, Administrative Officer; L. Britt, Development Review Planner; M. Sperry, P. Judge, E. Barfed, S. Livofson, A. Rowe, T. McKenzie, K. Braverman, C. Snyder, B. Williams, G. Maille, J. Leinwohl, K. Sturtevant, J. Duncan, J. Pidgeon, A. Gill, M. Waite, S. Rendall, M. Janswold, R. Rushford, J. Desautels, A. Clayton, J. Duncan Mr. Miller provided emergency exit information. 1. Additions, deletions, or changes in order of agenda items: No changes were made to the Agenda. 2. Comments & Questions from the public not related to the Agenda: No issues were raised. 3. Announcements: No announcements were made. 4. Continued Preliminary and Final Plat Application #SD-1703 of Snyder-Braverman Development Company, LLC, to subdivide a 5.15 acre parcel into three lots ranging in size from 12,589 sq. ft. to 183,150 sq. ft., 6 Market Street: Mr. Snyder advised that the right-of-way has been shifted entirely onto the South Burlington City Center parcel. Mr. Parsons said this is what the Board discussed 2 weeks ago. Mr. Sperry, representing the adjacent property owner, requested bonding or other security. He noted that Century Partners gets a lot of cut-through traffic. He hoped the city would extend Market Street to eliminate that. Mr. Judge said it is a safety concern. Mr. Belair said a bond is not required at this level; this is just the creation of 3 lots with no development involved. Mr. Kochman added that unless a zoning permit is required, a bond is not required. Mr. Sperry said if the Board says nothing, the applicant can say they weren’t told a bond would later be required. Mr. Belair responded that a bond is always required before a street can be constructed. Mr. Snyder read from the regulation 8.04(A) (2) regarding bonding requirements. Mr. Sperry said he would feel better if something got said about it. Mr. Belair said the city’s attorney says that if something is in the regulations, it does not have to be put in the decision. Mr. Wilking then moved to close #SD-17-03. Ms. Smith seconded. Motion passed 5-0. 5. Appeal #AO-1701-01 of Burlington International Airport (BIA)/City of Burlington (COB) appealing the issuance of Zoning Violation #NV-17-01 by the Administrative Officer alleging a zoning violation at 3060 Williston Road: Ms. Sturtevant, representing the City of Burlington, asked for a continuance to a future meeting. She noted this property has tenants, and the Airport is working with the tenants to resolve the issues, so there may not be a need for a hearing. Mr. Belair noted the site plan had been changed without approval. Violations include the placing of 2 dumpsters, a large storage container and outside storage on the property without approval. Ms. Sturtevant said these items have now been removed. Ms. Clayton added that the tenants were given two options: get site plan approval or remove the items. They removed the items. Mr. Belair noted there may also be some tenants in the building who were not approved as required. Mr. Wilking moved to continue Appeal #AO-17-01 to 2 May 2017. Mr. Parsons seconded. Motion passed 5-0. 6. Appeal #AO-17-02 of Burlington International Airport (BIA)/City of Burlington (COB) appealing the issuance of Notice of Violation #NV-17-02 by the Administrative Officer alleging a zoning violation at Valley Road (quarry north of 3060 & 3064 Williston Road): Ms. Sturtevant asked for a continuance. Mr. Belair explained that there is a provision that requires approval for placing of fill. The placement in this case was more than the allowable 20 cubic yards. That placement has now stopped. Ms. Sturtevant said the fill was placed by the Air Guard without notice to the Airport. The Airport had gone through sketch review to place the fill in the quarry. The placement happened in between. Ms. Sturtevant said they are ready with preliminary and final plat and asked for scheduling as early as possible. Mr. Wilking moved to continue Appeal #AO-17-02 to 2 May 2017. Ms. Smith seconded. Motion passed 5-0. 7. Re-opened site plan review application #SP-16-82 of City of Burlington, Burlington International Airport to amend a previously approved plan for an airport complex. The amendment consists of: 1) relocation of taxiway “G,” 2) new aircraft holding bay, 3) relocation of taxiway “A,” 4) reconstruction of taxiways “M” & “H,” and 5) stormwater improvements, 1200 Airport Drive: Mr. Leinwohl said they have a mitigation plan to address the issues raised by the City. He showed a photo and diagram of the holding area and noted that when a plane is parked there awaiting take-off, there is a jet blast that blows snow onto Airport Parkway. The plan to address this is to build an earth berm, 10 feet high. It would be vegetated with landscaping to improve the public side. This would address the issue at one of the holding bays. The other bay abuts property owned by the City of South Burlington, and the Airport would need an agreement with the City of South Burlington to extend the berm. Mr. Leinwohl showed the boundary of the 35 mph velocity. He noted that the wind in the area dissipates at 15 mph for every 40 feet. Mr. Belair said staff would like to know where the velocity drops to zero. He suggested continuing the hearing to that information can be provided. Mr. Leinwohl said they did that research. The velocity is reduced to zero by the time you reach Airport Parkway. He added that the wind would have to be blowing east to west to impact that, which is very unusual. Mr. Wilking noted the berm is very long and asked about truck trips for the building of the berm. Mr. Leinwohl said they haven’t gotten that specific yet. Mr. Wilking said the neighborhood has had a lot of impact from the Airport, and this work could add to traffic, etc. He wanted to know the specifics. Mr. Leinwohl said they can use a lot of material from the construction work to construct the berm, which would reduce trucking. Mr. Wilking asked about the possibility of a blast wall for the entire area. Mr. Leinwohl said that would not be as aesthetically pleasing. Mr. Wilking asked if it could address noise issues. Mr. Leinwohl said it is not a noise controller as it is a different kind of wall. Mr. Kochman questioned the impact on the South Burlington property if the berm is extended or even just from the blast across it. Mr. Wilking said that Cty property is a big gully with not much use. Ms. Clayton said the Airport would love to put a blast wall there, but could do it only if the gully were to be filled in. Regarding traffic during the construction, Mr. Leinwohl showed a plan indicating the project area. He showed the route that trucks would take with material taken out and removed to the quarry. He estimated 5500 truck trips going out in 2017 and 6400 ion 2018. This would average out to 3 trips in and out (round trips) per hour, depending on what phase of building is going on. He showed a graph of estimated truck traffic due to phasing. Regarding materials coming in (stone, pipe, etc.), there are 2 likely routes, depending on which contractor is used (the project has not yet been bid). Traffic would come from either the east or west on Williston Road. Mr. Leinwohl estimated 5 trips per hour through the Williston Road intersection. Mr. Wilking said he would want assurance that the trucks stay on Williston Road and do not go through the neighborhood. Mr. Leinwohl said that will be part of the bidding package. Mr. Kochman asked about night construction. Mr. Leinwohl said there will be night work for one part where the taxiway meets the runway. Ms. Clayton said that will take place between midnight and 5 a.m., when there are no flights. Mr. Wilking asked how noise from trucks backing up near homes can be mitigated. Ms. Clayton said they can have a turn-around instead of having trucks backing up. Mr. Leinwohl said this can be done in “vulnerable locations.” Mr. Belair said that can be a condition. Mr. Wilking said it should be anywhere the noise can travel. Mr. Leinwohl said he wasn’t sure that was feasible from the contractor’s point of view. They have to have back-up indicators, but they can talk about how to minimize that. Mr. Wilking stressed that 2-1/2 months of backing up truck noise is not acceptable. Mr. Leinwohl said they will do whatever they can. Mr. Belair noted one issue with the proposed berm. Part of it would be on an adjacent property owned by the City of Burlington, which would have to apply to have the berm on that property. It would have to be a separate application. Ms. Sturtevant cited the need to move forward. She said they can have a revised site plan and a separate site plan for the adjacent property. Ms. Britt said the City does not want to leave anything unsettled. Mr. Belair said he can’t craft conditions until he has specifics. Ms. Clayton said the original hearing was 17 January, and this is a “real heartbreaker” for the Airport, especially regarding their ability to apply for grants. She asked if Phase 1 can be approved separately. Mr. Wilking noted that the problems created were not addressed by the Airport at the time of the hearing. Mr. Belair suggested excluding the holding bay area from the plan and having the DRB approve the rest. Ms. Clayton said that would allow them to proceed in a timely manner. They will need permits in hand by 1 May. DRB members were OK with removing the holding bays from the application. Mr. Belair said there is no decision written, but it can be created and e- mailed to members and try to expedite the process to less than 2 weeks. Mr. Maille, a resident of the area, stressed that blast walls would not provide noise mitigation. He also noted that the Chamberlin Neighborhood Airport Planning Committee (CNAPC) had identified a bike path on Airport Parkway. He wasn’t sure of the time frame for this, but the concern is that without a berm, there could be a hazard to pedestrians and bikers when that path is created. A full berm across the area would be needed to mitigate the problem. He suggested the possibility of BTV buying the South Burlington land and filling in the gully to make it conducive to building a blast wall. Regarding noise and traffic, Mr. Maille said that during the 2010 project, the noise was “maddening.” It was hard to sleep between 1 and 5 a.m. He also cited the difficulty of getting out of his street today and suggested that it would help to have a traffic light there, even a temporary light during the construction. No other issues were raised. Mr. Wilking moved to close #SP-16-82 with the condition of removing the holding bays and berm from the application. Mr. Parsons seconded. Motion passed 5-0. 8. Conditional Use Application #CU-17-02 of Champlain Water District for approval to allow an accessory structure (water storage tank) to exceed the height of the principal structure by 32 feet, 403 Queen City Park Road; and 9. Site Plan Review Application #SP-17-12 of Champlain Water District to amend a previously approved plan for a municipal water treatment plant. The amendment consists of: 1) constructing a below grade concrete wet well expansion with a pump room and a pipe gallery, 2) constructing a 1.0 million gallon precast concrete filtered water storage tank, and 3) site modifications, 403 Queen City Park Road: Mr. Duncan explained that CWD is making improvements to the plant. Since they can’t take equipment out of service to make the improvements, they are putting in a duplicate system. He noted that 2 floors of the building are below grade, and only one above grade. One other structure will be visible from the road. Mr. Duncan indicated a parking area and fire access road. The road will be shifted to the east side to accommodate the wet well. Parking will be relocated along the east side. Mr. Duncan showed the location of the new tank and new wet well on an overhead photo and indicated where the road will come. Mr. Parsons asked about getting the road aligned with Pine Street. Mr. Duncan said that would require the relocation of 2 poles (Green Mountain Power). He added that the present alignment is more conducive to truck deliveries. Mr. Kochman asked if there are rules for “dog legs.” Mr. Belair said only for streets. He added that Public Works is OK with this alignment. Mr. Duncan noted that the new road will not be for daily use; it will be gated. Mr. Kochman said he doesn’t have a practical problem with it; his problem is with the rules. Ms. Britt said Mr. Conner had no issues with it, and he oversees the writing of the rules. Ms. Lindsey noted that staff did not see a need for conditional use approval and they view this as multiple structures in a complex. This eliminates the need for a height waiver. Mr. Duncan said they will submit a withdrawal of the Conditional Use Application. Mr. Parsons asked about landscaping. Mr. Duncan indicated new plantings. He noted that some scrub brush will be removed and there will be trimming on the other side and under GMP lines. They will screen the dumpsters. No other issues were raised. Mr. Wilking moved to close #SP-17-12. Ms. Smith seconded. Motion passed 5-0. 10. Preliminary & final plat application #SD-17-04 of Synergy Development, LLC, to amend a previously approved planned unit development consisting of three single family dwellings on three lots. The amendment consists of adding one single family dwelling to lot #3, 7 Chaplin Lane: Ms. Britt noted that previous stormwater issues have been resolved. Mr. Kochman noted the applicant is applying for a footprint lot. Ms. Desautels said they will sell with the ability to build a house. Mr. Kochman said he thought that was illegal and will vote against it. Ms. Desautels explained the need for a street sign and said they will get that done. She also noted the new unit will be required to have a sprinkler system. Ms. Bartlett, a neighbor to the north, asked about stormwater. Ms. Desautels indicated the location of a swale that picks up drainage. More detail has been added to the swale (it will be constructed in the spring when the ground thaws). New drainage will be directed to the pond. No other issues were raised. Mr. Wilking moved to close #SD-17-04. Mr. Parsons seconded. Motion passed 4-1 with Mr. Kochman opposing. 11. Sketch Plan Application #SD-17-05 of Donald and Sandra Rendall to subdivide a 4.85 acre parcel developed with a single family dwelling into two lots of 3.917 acres (lot #1), and 0.93 acres (lot #2), 51 Old Farm Road: Ms. Rendall said they bought the property in 1993 and now want to downsize and possibly build a smaller house for themselves. Mr. Waite showed the potential building footprint, but this is not now being proposed. They will connect to municipal sewer for both lots. They will not impact the wetland. No issues were raised. 12. Minutes of 21 February 2017: Mr. Kochman moved to approve the Minutes of 21 February. No second was required. The motion passed 5-0. 13. Other Business: Mr. Kochman said he would like to take his proposed amendment to the Planning Commission and would like to say the Board supports this. Mr. Wilking suggested as many members as possible attend the Planning Commission meeting when it is heard. Mr. Kochman moved the Planning Commission support his recommended amendment to the Planning Commission. Mr. Parsons seconded. Motion passed 5-0. As there was no further business to come before the Board, the meeting was adjourned by common consent at 9:25 p.m. , Clerk _________5/2/2017____________________________ Date Published by ClerkBase ©2019 by Clerkbase. No Claim to Original Government Works. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com TO: South Burlington Development Review Board FROM: Lindsey Britt, Development Review Planner SUBJECT: Subdivision Application #SD-17-03, Snyder-Braverman LLC, 6 Market Street DATE: March 21, 2017 DRB Meeting Preliminary & final plat application #SD-17-03 of Snyder-Braverman Development Company, LLC to subdivide a 5.15 acre parcel into three (3) lots ranging in size from 12,589 sq. ft. to 183,150 sq. ft., 6 Market Street. As discussed in the cover memo for the March 7, 2017 Board meeting, which is attached, the applicant must request the Planning Commission and City Council for a “minor change” to the Official Map, which presently shows the Mary Street connection straddling the Snyder-Braverman and adjacent parcels. Pursuant to 24 VSA 5521(2), minor changes to an Official Map may be considered and approved by resolution of the City Council, upon recommendation by the Planning Commission. The state statutes further state that such a consideration and approval may take place concurrently with development review. Due to the weather conditions of March 14, 2017 the Planning Commission was unable to hold their regularly scheduled meeting at which this request would have been considered. It is staff’s understanding that the Planning Commission intends to hold a special meeting on Monday March 20th to consider this request, followed by possible City Council action later that evening. Staff will update the Board on Tuesday. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com TO: South Burlington Development Review Board FROM: Ray Belair, Administrative Officer SUBJECT: AO-17-01 3060 Williston Road – City of Burlington/BTV DATE: March 21, 2017 Development Review Board meeting Appeal #AO-17-01 of Burlington International Airport (BIA)/City of Burlington (COB) appealing the issuance of Notice of Violation #NV-17-01 by the Administrative Officer alleging a zoning violation at 3060 Williston Road. The Appellant has requested that the hearing on this appeal be continued (see in packet). Staff has no issues with continuing this hearing. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com TO: South Burlington Development Review Board FROM: Ray Belair, Administrative Officer SUBJECT: AO-17-02 Quarry North of 3060 & 3064 Williston Road – City of Burlington/BTV DATE: March 21, 2017 Development Review Board meeting Appeal #AO-17-02 of Burlington International Airport (BIA)/City of Burlington (COB) appealing the issuance of Notice of Violation #NV-17-02 by the Administrative Officer alleging a zoning violation at Valley Road (quarry north of 3060 & 3064 Williston Road). The Appellant has requested that the hearing on this appeal be continued (see in packet). Staff has no issues with continuing this hearing. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com MEMORANDUM TO: South Burlington Development Review Board FROM: Paul Conner, Director of Planning & Zoning SUBJECT: Re-opened Site Plan application #SP-16-82 of the City of Burlington DATE: March 21, 2017 DRB Meeting Last month the Development Review Board voted to re-open SP-16-82 to gather additional testimony on vehicular traffic during construction and ongoing meeting of performance standards from the relocation of Taxiway “G” towards the principal runway and the addition of a new “holding pen” for airplanes, located closer to Airport Parkway than the existing site. Enclosed with your packet are a letter that staff sent to the applicant, based on the re-opening of the hearing, and responses from the applicant. The applicant’s response include a traffic analysis and proposed mitigation for snow / dust that might transfer off site. Recommendations: 1. Staff recommends that the Board hear the presentation from the applicant on the traffic analysis they have completed and the proposed mitigation for snow / dust, and ask pose any additional questions you may have. 2. Staff will likely also recommend that the Board continue the application to a future meeting, to allow us to complete a technical analysis of the proposed mitigation measures. The applicant’s revised site plan was provided to the City on Thursday night, March 16th, and staff has not had the chance to assess. Staff will be meeting with the applicant prior to the meeting to be given a technical briefing. Following that briefing, we will have our recommendation to the Board. 575 Dorset Street South Burlington, VT 05403 tel 802.846.4106 fax 802.846.4101 www.sburl.com Jon Leinwohl, P.E. Associate, Transportation Stantec 55 Green Mountain Drive South Burlington, VT 05403 Re: re-opened Site Plan application #SP-16-82 of the City of Burlington Dear Jon, In preparation for next week’s re-opened Development Review Board hearing on the site plan referenced above, staff requests that the City of Burlington / Burlington International Airport address conformance with the standards of the Land Development Regulations below. Further, staff has posed a handful of questions related to each. The Development Review Board may, of course, pose additional questions pertaining to these or other criteria from the Land Development Regulations. Performance Standards: 3.13 General Performance and Maintenance Standards A. Purpose of Performance Standards. Consistent with the general purposes of these regulations, performance standards (see Appendix A) shall set specific controls on potentially objectionable external aspects of such non-residential uses so as to: (1) Reduce to a reasonable minimum the dissemination of smoke, gas, dust, odor, or other atmospheric pollutant outside the structure or beyond the property boundaries in which the use is conducted. (2) Control noise and light trespass beyond the boundaries of the site of the use. (3) Prevent the discharge of untreated wastes into any watercourse or waterbody. (4) Prevent the dissemination of vibration, heat, or electromagnetic interference beyond the immediate site on which the site is located. (5) Prevent physical hazard by reason of biohazard, fire, explosion, radiation, or any similar cause. (6) Regulate and control the generation and flow of vehicular traffic so as to prevent hazardous conditions, traffic congestion, and excessive noise in the streets. B. Hazardous Conditions Prohibited. No land or structure in any district shall be used or occupied in any manner so as to cause hazardous or objectionable conditions to exist or to in any way endanger users of the site or the surrounding area. Such hazardous or objectionable conditions include but are not limited to dangerous, injurious, noxious or otherwise objectionable biohazard, fire, explosive, or other hazard; or to create any noise, vibration, smoke, dust, odor, air pollution, heat, cold, dampness, electromagnetic or radioactive radiation, glare, toxicity or other hazardous or objectionable condition on the site or in the surrounding area. C. Performance Standards. The use of any substance or process so as to create any hazardous or objectionable condition on the site or in the surrounding area shall be prohibited except at levels in conformance with the requirements of this section and the performance standards listed in Appendix A, Performance Standards. Discussion: Earlier this winter, staff observed a mid-sized commercial aircraft stationed in the present holding area on a day with light snow on the ground. When the aircraft powered up to move onto the runway, snow was seen being kicked all the way to Airport Parkway. Under the proposed site plan, the “holding bay” would be located immediately adjacent to the fence line, adjacent to City of South Burlington-owned land, and just a short distance from Airport Parkway. Staff estimates that the new holding bays will be approximately 300’ closer to the fence line than the present conditions. Questions: 1. In light of the relocation of the “holding bay”, please detail how the Airport will assure that the above-listed performance standards will be met and avoid potentially hazardous conditions off-site, on City of South Burlington-owned land, City of South Burlington-owned public streets, and private property. 2. Please detail any mitigation measures that are proposed to meet the above-listed performance standards. Traffic & Fill removal / placement It is the City’s understanding that a substantial amount of material related to the relocation of Taxiway “G” and the other actions proposed as part of this application is proposed to be delivered, relocated, and/or removed. Questions: 3. Please detail how much material is being removed from the existing taxiways, where is it going, and by what means and routes. 4. What options for disposal of fill have been examined? 5. Please detail how much material is being transported to the site for the new / relocated taxiways, holding areas, and other projects, how it is arriving on site, and by what means. If possible, a written reply by Thursday, March 16th would be ideal so that the Development Review Board can receive responses in their packet in advance of the meeting and have an efficient discussion of the matter. Otherwise, of course, testimony can be provided at the meeting. Thank you in advance for your responses, Sincerely, Paul Conner, AICP Director of Planning & Zoning Memo To: Jon Leinwohl From: Thad Luther South Burlington, VT South Burlington, VT File: BTV Taxiway G Realignment Date: March 1, 2017 Reference: BTV Taxiway G Realignment – Truck Trip Generation for So. Burlington and ACT 250 Permit Applications Stantec completed the following analysis to estimate additional truck trips on the South Burlington road network resulting from construction activities for the realignment of Taxiway G. Construction is anticipated to occur during the 2017 and 2018 construction seasons. This memo documents the assumptions used to estimate truck trips. 1. Method a. See attached material volumes to be removed from construction site and transported to quarry on Airport property (See attached plan named BTV Taxiway G Construction Truck Routes). Truck trips were estimated by assuming 12 cubic yards per truck load. As the plan shows, it is anticipated that the only South Burlington Roadway these trucks will travel on is Airport Drive. b. See attached for estimated material/truck trips to be hauled to the construction site (See attached plan named BTV Taxiway G Construction Truck Routes). Trips shown on turning movement diagrams were distributed by assuming 1/3 of the material would come from the quarries or paving plants in Williston and 2/3 of the material would come from the quarries/paving plants in Winooski/Colchester. c. The hourly trip generation was broken down from 2017 and 2018 construction season totals by assuming a 21-week construction season, 6-day work weeks and 10-hour days. d. Variations in truck volumes were further broken down into volumes based on anticipated construction phasing. All hourly truck trips generated by the taxiway relocation project shown on the attached turning movement are based on the peak period (most construction phases occurring simultaneously). A graph showing anticipated variation in hourly trips over the construction period is attached. Please note that for much of the construction season, the hourly truck trips are much lower than those reported on the turning movement diagrams. In addition, we assumed a similar variation pattern for both the 2017 and 2018 construction seasons. e. The Airport Drive & White Street intersection turning movement diagram shows additional truck trips for the following construction activities: i. Hauling existing material away from the construction site with returning empty trucks March 1, 2017 Jon Leinwohl Page 2 of 3 Reference: BTV Taxiway G Realignment – Truck Trip Generation for ACT 250 Permit Application ii. Hauling new material to the construction site with empty trucks leaving the site. f. The Airport Drive & Williston Road intersection turning movement diagram shows additional truck trips for the following construction activities: i. Hauling new material to the construction site with empty trucks leaving the site. As noted in 1.b above the volumes are split between two potential material sources. g. Night work is anticipated in 2017 only and is scheduled to occur during two, one month long periods. Trips are expected to be minimal (approximately 4 trucks per hour). These trips can be seen on the attached graph. h. Existing turning movements shown on the attached diagrams are from 2015 and 2016 traffic counts. 2. Attached Graphics a. Estimated volumes and trips. b. BTV Taxiway G Construction Truck Routes c. Airport Drive & White Street Existing PM Peak Hour Volumes & added Trucks During Construction. d. Airport Drive at Contractor Access Gate Added Trucks for Outgoing Material During Construction e. Airport Drive & Williston Road Existing PM Peak Hour Volumes & Added Truck During Construction f. Graph showing Average Truck Round Trips per Hour for incoming material over the construction season. Does not show waste material hauled from site to quarry. 3. Results a. While the seasonal total number of truck trips generated may be significant, these trips are distributed over an entire season making the hourly volumes low compared to the overall traffic volume at the effected intersections. b. As shown on the attached turning movement diagrams, the truck trips are low enough that they will have a negligible impact to intersection performance during the PM Peak hour volumes. March 1, 2017 Jon Leinwohl Page 3 of 3 Reference: BTV Taxiway G Realignment – Truck Trip Generation for ACT 250 Permit Application c. This analysis is conservative, as the turning movements shown are for the busiest portion of the construction season and compared to the PM peak hour traffic. This is a worst case situation. d. Consideration could be given to alternative truck routes to further reduce any impact to intersection function. STANTEC CONSULTING SERVICES INC. Thad Luther, PE Project Manager Phone: (802) 497-6412 Fax: (802) 864-0165 thad.luther@stantec.com Estimated Loaded Trucks Trips w/ Waste Leaving Site Estimated Unloaded (empty) Trucks Trips 2017 Taxiway G Phase 1A & 1B 33,200 CY 2767 2767 2018 Taxiway G Phase 2 38,300 CY 3192 3192 Estimated Loaded Trucks Trips Estimated Unloaded (empty) Trucks Trips Taxiway G Phase 1A & 1B 24,850 CY 2080 2080 Taxiway G Phase 1A & 1B 14,750 CY 1230 1230 Taxiway G Phase 1A & 1B 39,000 Tons 1630 1630 Taxiway G Phase 1A & 1B 43 EA 10 10 Taxiway G Phase 1A & 1B 1,700 LF 3 3 Taxiway G Phase 1A & 1B 5780 LF 12 12 Taxiway G Phase 1A & 1B 11,700 LF 8 8 Taxiway G Phase 2 3,467 CY 290 290 5263 5263 6" Perforated Underdrain Pipe Crushed Stone for Underdrain 2017 EST TRUCKS w/ MATERIAL to SITE 5263 HDPE Pipe Pre Cast Drainage Structures Concrete Pipe P-209 P-401 Construction materials expected to be brought onto the Taxiway G project site 2017 P-154 Excess material to be transported from the BTV Taxiway G project to the Quarry Waste Material Estimated Loaded Trucks Trips Estimated Unloaded (empty) Trucks Trips Taxiway G Phase 2 30,000 CY 2500 2500 CY 2500 2500 Taxiway G Phase 2 18,000 CY 1500 1500 CY 1500 1500 Taxiway G Phase 2 45,000 TONS 1880 1880 TONS 1880 1880 Taxiway G Phase 2 22 EA 44 EA 4 4 Taxiway G Phase 2 3,500 LF 7 7 LF 7 7 Taxiway G Phase 2 1,750 LF 1 1 LF 2 2 Taxiway G Phase 2 519 CY 50 50 CY 50 50 59432018 EST TRUCKS w/ MATERIAL to SITE 5943 6" Perforated Underdrain Pipe 2018 TOTAL 1,750 Crushed Stone for Underdrain 2018 TOTAL 518 Pre Cast Drainage Structures 2018 TOTAL 22 HDPE Pipe 2018 TOTAL 3,500 2018 TOTAL 18,000 P-401 2018 TOTAL 45,000 2018 P-154 2018 TOTAL 30,000 P-209 Contractor Access Gate Contractor Access Gate Airport Quarry Project Area Airpo r t D r WIllisto n R d Kennedy DrWhite St Willi s t o n R d £¤2 £¤2 Airport Rd Aviation AveValley Rd Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community 0600Feet mBTV Taxiway G Construction Truck Routes All Trucks Material In: All Material In: From/To I-89 Exit 14 Material In: From/To Williston Material Out Airport Property White Str e et Ai rpo r t D r ive Ai rpo r t D r ive 2 (0) 2 (0) 13 (0)(0) 5 (0) 1 (5) 248 9 (0) 16 (0 )453 (14) (0 ) 0 (0 ) 14 (0 ) 9 Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community 050Feet m Airport Drive & White Street Existing PM Peak Hour Volumes & Added Trucks During Construction NOTES: Numbers in parenthesis indicate existing amount of trucks. Numbers in RED indicate additional trucks during peak construction.1111 Ai rpo r t D r ive 1150 Airport Drive Contractor Access Gate Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community 050Feet m Airport Drive at Contractor Access Gate Added Trucks for Outgoing Material During Construction 33 (3) 152(4) 169(0) 34 (5) 152(7) 169(0) 34 185 ( 2 ) 590 ( 6 ) 239 ( 2 )(0) 285(0) 297(4) 174(1) 2 3 (34) 4 2 2 (4) 9 0 Airport DriveKennedy DriveWillis t o n R o a d Willi s t o n R o a d Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS,USDA, USGS, AeroGRID, IGN, and the GIS User Community 050Feet m Airport Drive & Williston Road Existing PM Peak Hour Volumes & Added Trucks During Construction NOTES: Numbers in parenthesis indicate existing amount of trucks. Numbers in RED indicate additional trucks during peak construction.3535 0 2 4 6 8 10 12 14 16 18 123456789101112131415161718192021Avg Trucks per HourWeek Average Truck Round Trips per Hour (Incoming Material) 2017 Day 2017 Night 2018 Day #SP-17-12 1 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING AND ZONING CHAMPLAIN WATER DISTRICT – 403 QUEEN CITY PARK ROAD SITE PLAN APPLICATION #SP-17-12 FINDINGS OF FACT AND DECISION Site Plan review application #SP-17-12 of Champlain Water District to amend a previously approved plan for a municipal water treatment plant. The amendment consists of: 1) constructing a below grade concrete wet well expansion with a pump room and a pipe gallery, 2) constructing a 1.0 million gallon precast concrete filtered water storage tank, and 3) site modifications, 403 Queen City Park Road. The Development Review Board held a public hearing on March 21, 2017. The applicant was represented by _____________________. Based on the plans and materials contained in the document file for this application, the Development Review Board finds, concludes, and decides the following: FINDINGS OF FACT 1. The applicant, Champlain Water District, seeks to amend a previously approved plan for a municipal water treatment plant. The amendment consists of: 1) constructing a below grade concrete wet well expansion with a pump room and a pipe gallery, 2) constructing a 1.0 million gallon precast concrete filtered water storage tank, and 3) site modifications, 403 Queen City Park Road. 2. The owner of record of the subject property is the Champlain Water District. 3. The application was received February 22, 2017. 4. The property lies within the Commercial 1-Residential 15 Zoning District. 5. The plan submitted consists of nine (9) pages with the first page titled “Overall Site Plan,” prepared by Dufrense Group Consulting Engineers, and dated 2/17/2017. SITE PLAN REVIEW STANDARDS Section 14 of the Land Development Regulations establish the following general review standards for site plan applications: A. Relationship of Proposed Development to the City of South Burlington Comprehensive Plan. Due attention by the applicant should be given to the goals and objectives and the stated land use policies for the City of South Burlington as set forth in the Comprehensive Plan. The proposed development—wet well, water storage tank, and changes to parking and driveways— support the City’s desire to have clean water for residents, which is a necessary component for new housing and commercial development. The Board finds this criterion is met. B. Relationship of Proposed Structures to the Site. #SP-17-12 2 1) The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. The site has multiple structures all related to a single use: water treatment. The proposed structures are similar to those already on site. The number of parking spaces will increase by two (2). Unlike many sites where aesthetics can play a more important role, this site serves a very utilitarian and essential purpose in the community and the buildings needed to accomplish that purpose are difficult to alter; however, the applicant has proposed new plantings that will help to soften the impact of the buildings and provide a buffer between the buildings and the public. Additionally parking which was located in front of one of the existing buildings will be eliminated. The Board considers this criterion met. 2) Parking The applicant is proposing to remove five (5) parking spaces in front of the water treatment plant and replace them with seven (7) parking spaces that will be located behind the expanded wing of the same building. The number of handicap parking spots on site is adequate. The Board considers this criterion met. 3) Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or anticipated adjoining buildings. The proposed water storage tank is of similar height to the existing water storage tank and the expansion of the water treatment plant building is in in alignment with the height of the majority of that building. The proposed water storage tank will be 54 feet tall, which is 14 feet taller than is allowed for a pitched roof building in the C1-R15 Zoning District. Section 3.07(D)(2) allows the Board to approve a structure with a height in excess of the limitations set forth in table of dimensional regulations if for each additional foot of height the front and rear setbacks are increased by one (1) foot and the side setbacks are increased by one half (1/2) foot. The Board finds the requirements of Section 3.07(D)(2) are met by this application, because the front and rear setbacks are greater than 54 feet (30 foot setback required plus 14 feet, because the building will be 14 feet taller than the allowed 40 feet in height) and the side setbacks are greater than 17 feet (10 foot setback required plus seven (7) feet, because the building will be 14 feet taller than is allowed and increasing the side setback by one half (1/2) for each foot in height equals seven (7) feet). C. Relationship of Structure and Site to Adjoining Area 1) The Development Review Board shall encourage the use of a combination of common materials and architectural characteristics (e.g. rhythm, color, texture, form or detailing), landscaping, buffers, screens, and visual interruptions to create attractive transitions between buildings of different architectural styles. As discussed above, the proposal includes the planting of new trees and shrubs, which will help provide a buffer between the site and the public. The Board finds this criterion met. 2) Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. #SP-17-12 3 The Board finds this criterion met for reasons already discussed. Specific Review Standards A. Access to abutting properties. The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto an arterial or collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. The Board finds that no reservation of land is necessary. The Board notes that one of the existing access points to the site, a driveway, will be moved to the east. The driveway currently is slightly to the west of Pine Street (Burlington). The new driveway will be slightly to the east of Pine Street, but provide a better line of sight for cars. Generally it is the preference of the City to have streets and driveways line up across from one another; however, an existing telephone pole prevents the driveway from being located across from Pine Street. Additionally the applicant has shown that the driveway will have gate that will remain locked except for emergency vehicles, large maintenance equipment, and snow plowing. The Board considers this change in driveway location to be neutral and finds it acceptable. B. Utility Services. Electric, telephone and other wire-served utility lines and service connections shall be underground insofar as feasible and subject to state public utilities regulations. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. The Board finds this criterion met. C. Disposal of Wastes. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). Small receptacles intended for use by households or the public (i.e., non-dumpster, non-large drum) shall not be required to be fenced or screened. The Board finds that the existing dumpsters must meet this criterion. D. Landscaping and Screening Requirements. See Article 13, Section 13.06 Landscaping, Screening, and Street Trees. Pursuant to Section 13.06(A) of the proposed Land Development Regulations, landscaping and screening are required for all uses subject to site plan review. The total cost of the buildings are estimated at $1,100,000 by the applicant. The minimum landscaping budget, as shown below, is $18,500 and the applicant is proposing $18,937.50. Total Building Construction or Building Improvement Cost % of Total Construction/ Improvement Cost Cost of proposed project $0 - $250,000 3% $7,500 Next $250,000 2% $5,000 Additional over $500,000 1% $6,000 Minimum Landscaping $ $18,500 #SP-17-12 4 Proposed Landscaping $18,937.50 There are seven (7) new parking spaces proposed and therefore the requirements of Section 13.06(B)(4)(b) & (c) must be met, which requires one (1) deciduous shade tree for every five (5) parking spaces. This decision will be conditioned on the plans being updated to meet those requirements. DECISION Motion by ___________, seconded by ____________, to approve site plan application #SP-17-12 of the Champlain Water District, subject to the following conditions: 1. All previous approvals and stipulations which are not changed by this decision, will remain in full effect. 2. The plan must be revised to show the changes below and will require approval of the Administrative Officer. Three (3) copies of the approved revised plans must be submitted to the Administrative Officer prior to permit issuance. a. The plans must be updated to show the addition of two (2) major deciduous shade trees of at least two and one half (2 ½) inches caliper near the perimeter of the new proposed parking area and spaced at least 30 feet apart. 3. Prior to issuance of a zoning permit for the accessory structure, the applicant must submit to the Administrative Officer a final set of project plans as approved in digital (PDF) format. 4. Prior to permit issuance, the applicant must post a $18,500 landscaping bond. This bond must remain in full effect for three (3) years to assure that the landscaping has taken root and has a good chance of survival. 5. The applicant must receive final water and wastewater allocation prior to issuance of a zoning permit. 6. The applicant will be responsible to regularly maintain all stormwater treatment and conveyance structures on-site. 7. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications must be underground. 8. The applicant must obtain a Certificate of Occupancy from the Administrative Officer prior to use or occupancy of the structures. 9. This project must be completed as shown on the plans submitted by the applicant, and on file in the South Burlington Department of Planning and Zoning. 10. The applicant must obtain a zoning permit within six (6) months pursuant to Section 17.04 of the Land Development Regulations or this approval is null and void. #SP-17-12 5 11. Any change to the approved plan will require approval by the South Burlington Development Review Board or the Administrative Officer. Mark Behr Yea Nay Abstain Not Present Matt Cota Yea Nay Abstain Not Present Frank Kochman Yea Nay Abstain Not Present Bill Miller Yea Nay Abstain Not Present David Parsons Yea Nay Abstain Not Present Jennifer Smith Yea Nay Abstain Not Present John Wilking Yea Nay Abstain Not Present Motion carried by a vote of X– 0 – 0. Signed this ____ day of __________________ 2017, by _____________________________________ Bill Miller, Chair Please note: An appeal of this decision may be taken by filing, within 30 days of the date of this decision, a notice of appeal and the required fee by certified mail to the Superior Court, Environmental Division. See V.R.E.C.P. 5(b). A copy of the notice of appeal must also be mailed to the City of South Burlington Planning and Zoning Department at 575 Dorset Street, South Burlington, VT 05403. See V.R.E.C.P. 5(b) (4)(A). Please contact the Environmental Division at 802-828-1660 or http://vermontjudiciary.org/GTC/environmental/default.aspx for more information on filing requirements, deadlines, fees and mailing address. The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call 802.477.2241 to speak with the regional Permit Specialist. #SD-17-04 1 CITY OF SOUTH BURLINGTON DEPARTMENT OF PLANNING AND ZONING SYNERGY DEVELOPMENT, LLC—7 CHAPLIN LANE PRELIMINARY & FINAL PLAT APPLICATION #SD-17-04 FINDINGS OF FACT AND DECISION Preliminary & final plat application #SD-17-04 of Synergy Development, LLC to amend a previously approved planned unit development consisting of three (3) single family dwellings on three (3) lots. The amendment consists of adding one (1) single family dwelling to lot #3, 7 Chaplin Lane. The Development Review Board held a public hearing on March 21, 2017. The applicant was represented by _______________. Based on the plans and materials contained in the document file for this application, the Development Review Board finds, concludes, and decides the following: FINDINGS OF FACT 1. The applicant, Synergy Development, LLC, seeks to amend a previously approved planned unit development consisting of three (3) single family dwellings on three (3) lots. The amendment consists of adding one (1) single family dwelling to lot #3, 7 Chaplin Lane. 2. The owner of record of the subject property is Synergy Development, LLC. 3. The subject property is located in the Residential 1 and Residential 2 Zoning Districts. 4. The application was received on February 17, 2017. 5. The plans submitted consists of nine (9) pages with the second page titled “Legend and Notes,” prepared by Trudell Consulting Engineers, and dated 2/3/2017. A) Density The PUD has a total acreage of 3.62 the majority of which is in the R1 Zoning District with the remaining portion in the R2 Zoning District. Previously the Board had permitted a PUD with three (3) lots on a private street, Chaplin Lane, with one (1) of the lots containing an existing single family house. The applicant is currently proposing an additional dwelling unit to be located on Lot 3 (where the existing house is located) for a total of two (2) units on that lot and a total of four (4) units in the PUD. The applicant provided the following calculations regarding density: Area within R1 District: 2.84 ac. = 123,710.4 s.f. Minimum Lot Size: 40,000 s.f. R1 Density: 123,710.4 s.f. / 40,000 s.f. per unit = 3.09 units Area within R2 District: 0.78 ac. = 33,976.8 s.f. #SD-17-04 2 Minimum Lot Size: 22,000 s.f. R2 Density: 33,976.8 s.f. / 22,000 s.f. per unit = 1.54 units Total Allowable Density (R1 + R2) = 3.09 units + 1.54 units = 4.54 units As stated above, the applicant is proposing a fourth dwelling unit and is not proposing the creation of any additional developable lots. The Board finds a fourth dwelling unit can be permitted, because there is enough acreage to support the density and Section 3.05(B) of the Land Development Regulations allows for up to 10 dwelling units on a private right-of-way under certain conditions which are met by this application. B) PLANNED UNIT DEVELOPMENT STANDARDS Pursuant to Section 15.18 of the South Burlington Land Development Regulations, PUDs shall comply with the following standards and conditions: (A)(1) Sufficient water supply and wastewater disposal capacity is available to meet the needs of the project. A condition of plat approval will be that the applicant receive any necessary permits related to water and wastewater supply from the appropriate permitting agencies. (A)(2) Sufficient grading and erosion controls will be utilized during and after construction to prevent soil erosion and runoff from creating unhealthy or dangerous conditions on the subject property and adjacent properties. Waiting for Public Works comments. (A)(3) The project incorporates access, circulation, and traffic management strategies sufficient to prevent unreasonable congestion of adjacent roads. The application materials state the proposed amended PUD will generate six (6) P.M. Peak Hour trips. The proposed new dwelling unit (a single family home) will be accessed via a private right-of-way, Chaplin Lane, which the Board approved as part of the original PUD application. The Board finds this criterion met. (A)(4) The project’s design respects and will provide suitable protection to wetlands, streams, wildlife habitat as identified in the Open Space Strategy, and any unique natural features on the site. The Board finds that none of the features listed in this criterion are present at the site. (A)(5) The project is designed to be visually compatible with the planned development patterns in the area, as specified in the Comprehensive Plan and the purpose of the zoning district(s) in which it is located. The project is located in low density residential zoning districts with many single family houses. The proposed dwelling unit will join one (1) other existing single family unit on Chaplin Lane and two (2) other #SD-17-04 3 single family units were approved as part of the original PUD application, but have not been constructed yet. The Board finds this criterion met. (A)(6) Open space areas on the site have been located in such a way as to maximize opportunities for creating contiguous open spaces between adjoining parcels and/or stream buffer areas. Given the desire of the applicant, and the Board, to preserve existing mature trees on the site, the Board finds that the open space located on Lot 3 is suitable and finds this criterion met. (A)(7) The layout of a subdivision or PUD has been reviewed by the Fire Chief or (designee) to ensure that adequate fire protection can be provided. Waiting for Fire Department comments. (A)(8) Roads, recreation paths, stormwater facilities, sidewalks, landscaping, utility lines and lighting have been designed in a manner that is compatible with the extension of such services and infrastructure to adjacent landowners. Waiting for Public Works comments. (A)(9) Roads, utilities, sidewalks, recreation paths, and lighting are designed in a manner that is consistent with City utility and roadway plans and maintenance standards, absent a specific agreement with the applicant related to maintenance that has been approved by the City Council. For Transect Zone subdivisions, this standard shall only apply to the location and type of roads, recreation paths, and sidewalks. Waiting for Public Works comments. (A)(10) The project is consistent with the goals and objectives of the Comprehensive Plan for the affected district(s). The project is located in the Southwest Quadrant where the Comprehensive Plan states future land use should remain principally residential and care should be taken to maintain and improve stormwater runoff. The project is residential and stormwater is discussed below. Additionally, the project is incorporating an element of affordability by placing restrictive covenants onto the existing house on Lot 3. The Board discussed with the applicant that for the next 20 years the existing home must only be sold for prices considered affordable to households not earning more than 120% of the Area Median Income. The applicant proposed that the Champlain Housing Trust will certify the sale price for each sale using their formula for determining affordability. The Board finds this proposal to be adequate. The development of affordable housing is a key element of the Comprehensive Plan and the Board finds it to be a contributing factor in the amended project meeting the PUD purpose of innovation. The Board finds the proposed project meets this criterion. E. STORMWATER F. ENERGY STANDARDS #SD-17-04 4 The Board notes that all new buildings are subject to the Stretch Code pursuant to Section 3.15: Residential and Commercial Building Energy Standards of the LDRs. G. SITE PLAN REVIEW STANDARDS Pursuant to Section 14.03(A)(6) of the South Burlington Land Development Regulations, any PUD shall require site plan approval. Section 14.06 of the South Burlington Land Development Regulations establishes the following general review standards for all site plan applications: A) Relationship of Proposed Development to the City of South Burlington Comprehensive Plan. Due attention by the applicant should be given to the goals and objectives and the stated land use policies for the City of South Burlington as set forth in the Comprehensive Plan. The Board finds that this criterion is being met as discussed above. B) Relationship of Proposed Structures to the Site. (1) The site shall be planned to accomplish a desirable transition from structure to site, from structure to structure, and to provide for adequate planting, safe pedestrian movement, and adequate parking areas. (2) Parking (3) Without restricting the permissible limits of the applicable zoning district, the height and scale of each building shall be compatible with its site and existing or anticipated adjoining buildings. (4) Newly installed utility services and service modifications necessitated by exterior alterations or building expansion shall, to the extent feasible, be underground. C) Relationship of Structures and Site to Adjoining Area. (1) The Development Review Board shall encourage the use of a combination of common materials and architectural characteristics (e.g., rhythm, color, texture, form or detailing), landscaping, buffers, screens and visual interruptions to create attractive transitions between buildings of different architectural styles. (2) Proposed structures shall be related harmoniously to themselves, the terrain and to existing buildings and roads in the vicinity that have a visual relationship to the proposed structures. At present no building is being proposed, only a footprint for where a single family dwelling unit would be sited on Lot 3. The Board finds the existing mature trees will help create desirable transitions when a building is constructed on the site. The Board finds that the height and scale of the future single family dwelling should be compatible with the site and the neighboring houses, the utilities should be underground to the extent feasible, and the structures within the PUD should relate harmoniously to themselves and the terrain. In addition to the above general review standards, site plan applications shall meet the following specific standards as set forth in Section 14.07 of the Land Development Regulations: 1. Access to Abutting Properties. The reservation of land may be required on any lot for provision of access to abutting properties whenever such access is deemed necessary to reduce curb cuts onto #SD-17-04 5 an arterial or collector street, to provide additional access for emergency or other purposes, or to improve general access and circulation in the area. Staff does not consider the reservation of land to be necessary. 2. Utility Services. Electric, telephone and other wire-served utility lines and service connections shall be underground. Any utility installations remaining above ground shall be located so as to have a harmonious relation to neighboring properties and to the site. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications must be underground. 3. Disposal of Wastes. All dumpsters and other facilities to handle solid waste, including compliance with any recycling or other requirements, shall be accessible, secure and properly screened with opaque fencing to ensure that trash and debris do not escape the enclosure(s). The applicant submitted material stating that garbage will be stored in the garage units of each individual unit. The Board finds that this criterion is being met. 4. Landscaping and Screening Requirements. (See Article 13, Section 13.06) No construction is proposed as part of this application. The Board finds this criterion inapplicable. DECISION Motion by ________, seconded by _________, to approve preliminary & final plat application #SD-17-04 of Synergy Development, LLC subject to the following conditions: 1. All previous approvals and stipulations will remain in full effect except as amended herein. 2. This project must be completed as shown on the plat submitted by the applicant and on file in the South Burlington Department of Planning and Zoning. 3. The plat must be revised to show the changes below and will require approval of the Administrative Officer. Three (3) copies of the approved revised plans must be submitted to the Administrative Officer prior to recording the plat. a. The survey plat must be revised to include the signature and seal of the land surveyor. 4. The applicant must receive final wastewater and water allocations prior to issuance of a zoning permit. 5. Pursuant to Section 15.13(E) of the Land Development Regulations, any new utility lines, services, and service modifications must be underground. 6. The proposed project must adhere to standards for erosion control as set forth in Section 16.03 of the South Burlington Land Development Regulations. In addition, the grading plan must meet the standards set forth in Section 16.04 of the South Burlington Land Development Regulations. #SD-17-04 6 7. For purposes of the LDRs, the two (2) footprint lots included in this subdivision will be considered one (1) lot. The applicant shall record a “Notice of Condition” to this effect which has been approved by the City Attorney prior to recording the final plat plans. 8. The applicant will be responsible to regularly maintain all stormwater treatment and conveyance structures on-site. 9. The mylars must be recorded prior to any zoning permit issuance. 10. The applicant must obtain a zoning permit within six (6) months pursuant to Section 17.04 of the Land Development Regulations or this approval is null and void. 11. Prior to the recording of the final plat, legal documents related to the 20 year affordability covenant on the existing single family house must be reviewed and approved by the City Attorney, recorded in the land records, and delivered to the Administrative Officer before the zoning permit may be issued for the new proposed single family dwelling on Lot 3. 12. The applicant must submit to the Administrative Officer a final set of project plans as approved in digital (PDF) format prior to the issuance of the zoning permit. 13. The final plat plans (Site Plan and Subdivision Plat) must be recorded in the land records within 180 days or this approval is null and void. The plan must be signed by the Board Chair or Clerk prior to recording. Prior to recording the final plat plan, the applicant must submit a copy of the survey plat in digital format. The format of the digital information will require approval of the South Burlington GIS Coordinator. Mark Behr Yea Nay Abstain Not Present Matt Cota Yea Nay Abstain Not Present Frank Kochman Yea Nay Abstain Not Present Bill Miller Yea Nay Abstain Not Present David Parsons Yea Nay Abstain Not Present Jennifer Smith Yea Nay Abstain Not Present John Wilking Yea Nay Abstain Not Present Motion carried by a vote of X– 0 – 0. Signed this ____ day of __________________ 2017, by _____________________________________ Bill Miller, Chair Please note: An appeal of this decision may be taken by filing, within 30 days of the date of this decision, a notice of appeal and the required fee by certified mail to the Superior Court, Environmental Division. See V.R.E.C.P. 5(b). A copy of the notice of appeal must also be mailed to the City of South Burlington Planning and Zoning Department at 575 Dorset Street, South Burlington, VT 05403. See #SD-17-04 7 V.R.E.C.P. 5(b) (4)(A). Please contact the Environmental Division at 802-828-1660 or http://vermontjudiciary.org/GTC/environmental/default.aspx for more information on filing requirements, deadlines, fees and mailing address. The applicant or permittee retains the obligation to identify, apply for, and obtain relevant state permits for this project. Call 802.477.2241 to speak with the regional Permit Specialist. 7 CHAPLIN LANESOUTH BURLINGTON, VERMONTSYNERGY DEVELOPMENT, LLCOwner/ApplicantEngineer:TRUDELL CONSULTING ENGINEERS (TCE)478 BLAIR PARK ROADWILLISTON, VT 05495(802) 879-6331SYNERGY DEVELOPMENT, LLC151 MURPHY ROADCHARLOTTE, VT 05445PROJECT DESCRIPTION:THE PURPOSE OF THIS PLAN SET IS TO DEPICT THE NEWSINGLE-FAMILY RESIDENCE ON LOT 3 (UNIT 3B). UNIT 3A REFERS TOTHE EXISTING SINGLE-FAMILY RESIDENCE ON LOT 3.SUBMISSION SET(FOR PERMITTING)478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMTRUDELL CONSULTING ENGINEERSTCE PROJECT NO: 14-087PRELIMINARY & FINAL SUBMISSIONLAST REVISED:USE AND INTERPRETATION OF THE DRAWINGS1. Unless otherwise noted, these Drawings are intended for preliminary planning, coordination with other disciplines or utilities,and/or approval from the regulatory authorities.¬ They are not intended as construction drawings unless noted as such.2. Only drawings specifically marked “For Construction” are intended to be used in conjunction with contract documents,specifications, owner/contractor agreements and to be fully coordinated with other disciplines, including but not limited to, theArchitect, if applicable.¬ These Drawings shall not be used for construction layout. Contact TCE for any construction surveyingservices or to obtain electronic data suitable for construction layout.3. These Drawings are specific to the Project and are not transferable. As instruments of service, these drawings, and copiesthereof, furnished by TCE are its exclusive property.¬ Changes to the drawings may only be made by TCE. If errors or omissions arediscovered, they shall be brought to the attention of TCE immediately.4. By use of these drawings for construction of the Project, the Owner represents that they have reviewed, approved, andaccepted the drawings and have met with all applicable parties/disciplines to insure these plans are properly coordinated withother aspects of the Project.¬ The Owner and Architect, are responsible for any buildings shown, including an area measured five(5) feet around any building.¬5. It is the User's responsibility to ensure this copy contains the most current revisions.BEFORE USING THESE PLANS ENSURE THAT YOU HAVE THE LATEST REVISIONNo. 8917CIVILJENNIFERANN DESAU TELSSTATE OF VERM ON T PRO FE SSIONAL ENGINEERLICENSED123ASPEAR STREETPROJECT LOCATION02/03/2017Drawing IndexSheet Number Sheet Title¬COVERC1-00 LEGEND AND NOTESC1-01 SUBDIVISION PLATC1-02 EXISTING CONDITIONSC2-01 SITE PLANC5-01 LOW RISK EPSC HANDBOOKC5-02 LOW RISK EPSC HANDBOOKC8-04 UNIT 3B DETAILSC8-05 UNIT 3B DETAILS3B ¬¬C1-0002/03/2017Shown14-087RMPJAD----APPLICANT:SYNERGY DEVELOPMENT, LLC151 MURPHY ROADCHARLOTTE, VERMONT 05445CIVIL ENGINEER:TRUDELL CONSULTING ENGINEERS (TCE)ATTN. JENNIFER DESAUTELS, PE478 BLAIR PARK ROADWILLISTON, VT 05495PHONE: (802)879-6331LEGENDPROPOSEDEXISTINGSTREAMTRAILPROPERTY LINERIGHT-OF-WAY LINEEASEMENTSBUILDING SETBACKSWETLAND LIMITFENCETREE LINESEWER MANHOLE (SMH)SEWER CLEANOUT (CO)STORM DRAINAGE CLEANOUTCATCH BASIN (CB)SILT FENCEVALVECURB STOP (CS)FIRE HYDRANT (HYD)WATER SUPPLY WELLEND CAPBLOWOFFUTILITY POLETELEPHONE MANHOLETELEPHONE PEDESTALLUMINAIREBOLLARD LIGHTTELEVISION PEDESTALIRON PIPESTEEL REBARIRON PIN (IP)CALCULATED POINTSOIL BORINGBENCHMARKSIGNPUMP STATION (PS)CONCRETE MONUMENTSTONEWALLOVERHEAD POWERUNDERGROUND POWEROVERHEAD TELEPHONESEWER FORCEMAINSTORM DRAINAGECURTAIN DRAINUNDERDRAINROOF DRAINFOOTING DRAINREMOVED/ABANDONEDWCABLE TELEVISIONFIBER OPTICPAVED DRIVE OR ROADGRAVEL DRIVE OR ROADTOPOGRAPHIC CONTOURSSITEUTILITIESSURVEYLINESYMBOLSITEPROPOSEDEXISTING REMOVED/ABANDONEDUTILITIESFIELDSURVEYOBSERVATION WELLPERCOLATION TESTSOIL TEST PITTO BE SETFOUND SETRECORD DRAWING REQUIREMENTS:1) TIES TO ALL BENDS, VALVES, JOINTS, CONNECTIONS AND DESIGN FEATURES SHALL BE PROVIDED. TIES SHALL BE PULLED FROM EASILY LOCATABLE PERMANENT ABOVEGROUND FEATURES THAT ARE VISIBLE YEAR AROUND SUCH AS BUILDING CORNERS, HYDRANTS, SEWER AND STORM DRAIN COVERS THAT WILL BE CLEARED IN WINTER, UTILITYPOLES, ETC. REFRAIN FROM PROVIDING TIES WITH ACUTE ANGLES. TIES SHOULD BE PULLED AT ANGLES AS CLOSE TO 90 DEGREES AS POSSIBLE. TIES WITH ANGLE TOO ACUTEMAY BE REJECTED.2) RECORD INFORMATION SHALL INCLUDE BOTH VERTICAL AND HORIZONTAL LOCATIONS. THIS INCLUDES BUT IS NOT LIMITED TO FINISHED FLOOR ELEVATIONS, RIMS ANDINVERTS OF STRUCTURES AND PIPING, INVERTS AT CROSSINGS, ETC3) ANY UTILITIES ENCOUNTERED THAT ARE NOT SHOWN ON THE PLANS SHALL BE ADDED TO THE PLANS WITH APPROPRIATE TIES.4) TIES SHALL INCLUDE ALL UTILITIES INSTALLED BY CONTRACTOR WHICH INCLUDE BUT ARE NOT LIMITED TO SEWER, WATER, STORM, ELECTRIC, CABLE, TELEPHONE, GAS, ETC.5) RECORD DRAWINGS SHALL BE SUPPLIED ON BOTH HARD COPY AND ELECTRONIC DATA. ELECTRONIC DATA SHALL BE COMPUTER-AIDED DESIGN (CAD) FILES INCLUDINGNATIVE FILE FORMATS (DWG).6) THE CONTRACTOR SHALL SUBMIT PROJECT PHOTOGRAPHS. THE INFORMATION WILL BE SUBMITTED TO THE ENGINEER IN ELECTRONIC FORMAT WITH EACH PICTURE BEINGLABELED BY DATE, LOCATION AND ACTIVITY. AT A MINIMUM THE CONTRACTOR WILL SUBMIT PICTURES OF ALL THRUST BLOCKS, CONNECTIONS TO EXISTING FACILITIES ANDSTRUCTURES BEFORE AND AFTER BACKFILL. PROVIDE AUXILIARY LIGHTING AS REQUIRED TO PRODUCE CLEAR, WELL-LIT PHOTOGRAPHS WITHOUT OBSCURING SHADOWS. THECONTRACTOR SHALL MAINTAIN ONE CHECK SET OF PHOTOGRAPHS AT THE SITE FOR REFERENCE. UPON REQUEST THE CONTRACTOR SHALL PROVIDE PICTURES OF VARIOUSAREAS DEEMED NECESSARY BY THE ENGINEER OR OWNER.7) CERTIFICATIONS BY THE ENGINEER AND SUCCESSFUL TEST RESULTS DO NOT RELIEVE THE CONTRACTOR OF FULL COMPLIANCE WITH THE DESIGN PLANS, SPECIFICATIONS ANDPERMITS SHOULD A DEFICIENCY BE DISCOVERED AFTER SAID CERTIFICATION OR TESTING.Sheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUTELSSTATE OF VERMO N T PRO FESSIONALENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:PAVED DRIVE OR ROADWITH CURBSEWER MAINSAND SERVICESWATER MAINSAND SERVICESLIQUID PROPANEOR NATURAL GASUNDERGROUNDTELEPHONEOVERHEAD POWER &TELEPHONEUNDERGROUND POWER &TELEPHONEOVERHEAD POWER,TELEPHONE & CABLEUNDERGROUND POWER,TELEPHONE & CABLEMARBLE OR STONEMONUMENTMTC ORTRANSFORMEROUTLET OREND SECTIONSTORM DRAINAGEMANHOLE (DMH)SS>124FMWCDUDRDFDGOHPOHTUTUP&T&CCTVFO124WDCDUDRDFDGOHPUPOHTUTOHP&TUP&TOHP&T&CUP&T&CCTVFOSFMWDDDDCDCDCDUDUDUDRDRDRDFDFDFDGOHPOHPOHPUPUPUPOHTOHTOHTUTUTUTOHP&TOHP&TUP&TUP&TOHP&T&COHP&T&CUP&T&CUP&T&CCTVFOFMOHP&T&CUP&TOHP&TUPDPSPSPSWPROJECT INFORMATION:OWNER OF RECORD: JASON PIDGEONSYNERGY DEVELOPMENT, LLC151 MURPHY ROADCHARLOTTE, VERMONT 054451. TAX PARCEL ID: 1640-017412.PHYSICAL ADDRESS 1741 SPEAR STREET OF PROPERTY: SOUTH BURLINGTON, VERMONT 054033. OVERALL PROJECT SIZE: 3.62 ACRES4. ZONING DISTRICT: RESIDENTIAL 1 / RESIDENTIAL 2CONSTRUCTION PHASE:LISTED BELOW IS A BRIEF SUMMARY OF CONSTRUCTION PHASE REQUIREMENTS. THIS LIST IS NOT INTENDED TO BE ALL-INCLUSIVE. CONSTRUCTION SPECIFICATIONS, PERMIT REQUIREMENTS AND SUBSEQUENTCONTRACTUAL AGREEMENTS FROM PARTIES INVOLVED SHALL PREVAIL.PRE-CONSTRUCTIONxOWNER TO ESTABLISH SCOPE OF SERVICES WITH PROJECT ENGINEER(S)xOWNER TO IDENTIFY WORK SCOPE AND SCHEDULExUPON OWNER REQUEST, ASSIST WITH CONTRACTOR BID AND SELECTION PROCESSxFINALIZE PLANS FOR CONSTRUCTION READINESS INCLUDING SPECIFICATIONSxMEETING BETWEEN OWNER, ENGINEER(S), CONTRACTOR(S), ARCHITECT(S), REGULATORY AUTHORITIES AND OTHER PERTINENT PARTIES TO REVIEW AND DISCUSS THE WORKPRE-CONSTRUCTION MEETINGxCONTRACTOR TO IDENTIFY SUBCONTRACTORSxCONTRACTOR TO ESTABLISH SCHEDULExCONTRACTOR TO DESIGNATE RESPONSIBLE PERSONNELxCONFIRM PROCEDURE FOR RFI'S, CHANGE ORDERS, EXTRAS AND PAY REQUESTSxCONTRACTOR TO SUBMIT SHOP DRAWINGSxCONTRACTOR TO OUTLINE SAFETY, SECURITY, AND WORKING HOURSxCONTRACTOR OR OWNER TO IDENTIFY TESTING COMPANYCONSTRUCTION PHASExINITIAL CONTROL SUPPLIED BY OWNER AND CONTRACTOR RESPONSIBLE FOR LAYOUTxOWNER TO PROVIDE PROJECT ENGINEER TO OBSERVE CONSTRUCTION PERIODICALLY, DURING CRITICAL PHASES AND TESTING.xWEEKLY JOB MEETINGS DURING CONSTRUCTIONxOWNER TO PROVIDE PROJECT ENGINEER TO REVIEW AND DISCUSS PLANS, ANSWER QUESTIONS, RESPOND TO CHANGES AND OTHER BUSINESS COMMON TO CONSTRUCTION SERVICES.xOBSERVE TESTING AND COLLECT RESULTSxOWNER AND CONTRACTOR TO COMPLY WITH PERMITSCONSTRUCTION NOTES FOR CONTRACTOR & CLIENT/OWNER:1. CONTRACT DOCUMENTS:THESE PLANS WERE PREPARED BY TRUDELL CONSULTING ENGINEERS (TCE) AND ARE INTENDED TO BE USED IN CONJUNCTION WITH THE STANDARD GENERALCONDITIONS OF THE CONSTRUCTION CONTRACT, #C-700 PREPARED BY THE ENGINEERS JOINT CONTRACT DOCUMENTS COMMITTEE (EJCDC), LATEST EDITION. COPIES ARE AVAILABLEAT WWW.NSPE.ORG/EJCDC2. UNDERGROUND IMPROVEMENTS: THE LOCATION OF EXISTING UNDERGROUND UTILITIES AND IMPROVEMENTS SHOWN ARE ASSUMED BASED ON RESEARCH, UTILITY PLANS PROVIDED BYOTHERS, AND/OR SURFACE EVIDENCE AVAILABLE AND WERE OBTAINED IN A MANNER CONSISTENT WITH THE ORDINARY STANDARD OF PROFESSIONAL CARE AND HAVE NOT BEENINDEPENDENTLY VERIFIED BY THE OWNER OR THE DESIGN ENGINEER.3. DIFFERING SUBSURFACE OR PHYSICAL CONDITIONS: IF CONTRACTOR BELIEVES THAT ANY SUBSURFACE OR PHYSICAL CONDITION AT OR CONTIGUOUS TO THE SITE THAT IS UNCOVEREDOR REVEALED EITHER: (1) IS OF SUCH A NATURE AS TO ESTABLISH THAT ANY “TECHNICAL DATA” ON WHICH CONTRACTOR RELIED IS MATERIALLY INACCURATE; OR (2) IS OF SUCH ANATURE AS TO REQUIRE A CHANGE IN THE PLANS/ CONTRACT DOCUMENTS; OR (3) DIFFERS MATERIALLY FROM THAT SHOWN OR INDICATED IN THE PLANS/CONTRACT DOCUMENTS; OR(4) IS OF AN UNUSUAL NATURE, AND DIFFERS MATERIALLY FROM CONDITIONS ORDINARILY ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE CHARACTERPROVIDED FOR IN THE PLANS/CONTRACT DOCUMENTS; THEN CONTRACTOR SHALL, PROMPTLY AFTER BECOMING AWARE THEREOF AND BEFORE FURTHER DISTURBING THE SUBSURFACEOR PHYSICAL CONDITIONS OR PERFORMING ANY WORK IN CONNECTION THEREWITH (EXCEPT IN AN EMERGENCY), NOTIFY OWNER AND ENGINEER ABOUT SUCH CONDITION.CONTRACTOR SHALL NOT FURTHER DISTURB SUCH CONDITION OR PERFORM ANY WORK IN CONNECTION THEREWITH (EXCEPT AS AFORESAID) UNTIL RECEIPT OF WRITTEN ORDER TO DOSO. ALL PARTIES INVOLVED (OWNER, ENGINEER, ARCHITECT, AND MUNICIPALITY IF APPLICABLE) SHALL AGREE UPON HOW TO PROCEED AND ANY RELATED COST IMPLICATIONS.4. UTILITIES: PRIVATE AND PUBLIC UTILITIES SUCH AS ELECTRIC, TELEPHONE, GAS, CABLE, FIBER OPTIC ETC. ARE THE RESPONSIBILITY OF THE RESPECTIVE UTILITY COMPANY. ANY INFORMATIONSHOWN BY TCE SHOULD BE CONSIDERED PRELIMINARY (USUALLY TO ASSIST WITH PERMITTING). FINAL DESIGN, CONSTRUCTION AND MAINTENANCE ARE THE RESPONSIBILITY OFRESPECTIVE UTILITY COMPANIES. COMPLIANCE WITH EASEMENTS AND REGULATIONS (STATE AND LOCAL) ARE THE RESPONSIBILITY OF RESPECTIVE UTILITY COMPANY.5. DIGSAFE: IN ACCORDANCE WITH VERMONT STATE LAW (VSA TITLE 30 CHAPTER 86 AND PSB RULE 3,800) THE CONTRACTOR SHALL BE RESPONSIBLE TO CONTACT DIGSAFE SYSTEMS, INC.“DIGSAFE”. AT LEAST 48 HOURS , EXCLUDING SATURDAYS, SUNDAYS, AND LEGAL HOLIDAYS, BUT NOT MORE THAN 30 DAYS BEFORE COMMENCING EXCAVATION ACTIVITIES, EXCEPT INAN EMERGENCY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PRE-MARKING THE SITE AND MAINTAINING DESIGNATED MARKINGS. FOR MORE INFORMATION ON DIGSAFEREQUIREMENTS SEE WWW.DIGSAFE.COM . THE TOWN OF ESSEX WATER AND SEWER SYSTEMS ARE CONSIDERED A PRIVATE UTILITY AND ARE NOT INCLUDED IN THE DIGSAFE SYSTEM. ASSUCH, THE CONTRACTOR SHALL CONTACT THE TOWN OF ESSEX AT LEAST 48 HOURS BEFORE COMMENCING WORK TO LOCATE ALL WATER AND SEWER UTILITIES WITHIN THE PROJECTLIMITS.6. JOBSITE SAFETY: NEITHER THE PROFESSIONAL ACTIVITIES OF TRUDELL CONSULTING ENGINEERS (TCE), NOR THE PRESENCE OF TCE OR ITS EMPLOYEES AND SUB CONSULTANTS AT ACONSTRUCTION SITE, SHALL RELIEVE THE GENERAL CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS, DUTIES AND RESPONSIBILITIES INCLUDING, BUT NOT LIMITED TO,CONSTRUCTION MEANS, METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING, SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE WORK OFCONSTRUCTION IN ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. TCE AND ITS PERSONNELHAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTION WITH THEIR WORK OR ANY HEALTHOR SAFETY PRECAUTIONS. THE CLIENT AGREES THAT THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR JOBSITE SAFETY, AND WARRANTS THAT THIS INTENT SHALL BE MADE EVIDENTIN THE CLIENT'S AGREEMENT WITH THE GENERAL CONTRACTOR. THE CLIENT ALSO AGREES THAT THE CLIENT, TCE AND TCE'S CONSULTANTS SHALL BE INDEMNIFIED AND SHALL BE MADEADDITIONAL INSURED UNDER THE GENERAL CONTRACTOR'S GENERAL LIABILITY INSURANCE POLICY .7. CODES AND STANDARDS COMPLIANCE:TCE SHALL EXERCISE USUAL AND CUSTOMARY PROFESSIONAL CARE IN ITS EFFORTS TO COMPLY WITH CODES, STANDARDS, REGULATIONS, ANDORDINANCES IN EFFECT. THE OWNER ACKNOWLEDGES THAT SUCH REQUIREMENTS MAY BE SUBJECT TO VARIOUS AND CONTRADICTORY INTERPRETATIONS. TCE, THEREFORE, WILL USEITS REASONABLE PROFESSIONAL EFFORTS AND JUDGMENT TO INTERPRET APPLICABLE REQUIREMENTS AS THEY APPLY TO THE PROJECT. TCE, HOWEVER, CANNOT AND DOES NOTWARRANT OR GUARANTEE THAT THE PROJECT WILL COMPLY WITH ALL INTERPRETATIONS OF SUCH REQUIREMENTS.8. CONSTRUCTION OBSERVATION: TCE MAY VISIT THE PROJECT AT APPROPRIATE INTERVALS DURING CONSTRUCTION TO BECOME GENERALLY FAMILIAR WITH THE PROGRESS AND QUALITYOF THE CONTRACTOR'S WORK AND TO DETERMINE IF THE WORK IS PRECEDING IN GENERAL ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE OWNER HAS NOT RETAINED TCE TOMAKE DETAILED INSPECTIONS OR TO PROVIDE EXHAUSTIVE OR CONTINUOUS PROJECT REVIEW AND OBSERVATION SERVICES. TCE DOES NOT GUARANTEE THE PERFORMANCE OF, ANDSHALL NOT HAVE RESPONSIBILITY FOR, THE ACTS OR OMISSIONS OF ANY CONTRACTOR, SUB-CONTRACTOR, SUPPLIER OR ANY OTHER ENTITY FURNISHING MATERIALS OR PERFORMINGANY WORK ON THE PROJECT. TCE SHALL NOT SUPERVISE, DIRECT OR HAVE CONTROL OVER THE CONTRACTOR'S WORK NOR HAVE ANY RESPONSIBILITY FOR THE CONSTRUCTION MEANS,METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OF THE CONTRACTOR. IF THE OWNER DESIRES MORE EXTENSIVE PROJECT OBSERVATION OR FULL-TIME PROJECTREPRESENTATION, THE OWNER SHALL REQUEST SUCH SERVICES BE PROVIDED BY TCE AS ADDITIONAL SERVICES.9. UTILITIES SHOWN ARE APPROXIMATE AND DO NOT NECESSARILY REPRESENT ALL UTILITIES LOCATED ON OR ADJACENT TO THE AREA SURVEYED. THE CONTRACTOR SHALL FIELD VERIFYALL UTILITY CONFLICTS. ALL DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER.10. ALL EXISTING UTILITIES NOT INCORPORATED INTO THE FINAL DESIGN ARE TO BE REMOVED OR ABANDONED AS INDICATED ON THE PLANS.11. THE CONTRACTOR SHALL MAINTAIN AS-BUILT PLANS (WITH TIES) FOR ALL UNDERGROUND UTILITIES. THOSE PLANS SHALL BE SUBMITTED TO THE OWNER AT THE COMPLETION OF THEPROJECT.12. THE CONTRACTOR SHALL REPAIR/RESTORE ALL DISTURBED AREAS (ON OR OFF THE SITE) AS A DIRECT OR INDIRECT RESULT OF THE CONSTRUCTION.13. ALL GRASSED AREAS SHALL BE MAINTAINED UNTIL FULL VEGETATION IS ESTABLISHED.14. PROTECT AND MAINTAIN ALL TREES OUTSIDE OF CONSTRUCTION LIMITS.15. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK NECESSARY FOR COMPLETE AND OPERABLE FACILITIES AND UTILITIES.16. IN ADDITION TO THE REQUIREMENTS SET IN THESE PLANS AND SPECIFICATIONS, THE CONTRACTOR SHALL COMPLETE THE WORK IN ACCORDANCE WITH ALL PERMIT CONDITIONS, LOCALPUBLIC WORKS STANDARDS AND ALL CONSTRUCTION SAFETY REGULATIONS.17. ANY DEWATERING NECESSARY FOR THE COMPLETION OF THE SITEWORK SHALL BE CONSIDERED AS PART OF THE CONTRACT AND SHALL BE THE CONTRACTOR'S RESPONSIBILITY.18. IF THERE ARE ANY CONFLICTS OR INCONSISTENCIES WITH THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR VERIFICATION BEFORE WORKCONTINUES ON THE ITEM(S) IN QUESTION.19. ALL SYSTEM COMPONENTS (TANKS, PIPES, JOINTS) SHALL BE WATERTIGHT.20. CONTRACTOR TO ADJUST ANY POTABLE WATER LINE CROSSINGS AND CONSULT WITH ENGINEER TO MEET REQUIREMENTS SHOWN ON THE DETAIL SHEET "WATER/SEWER CROSSING"DETAIL.21. SEWER LATERAL CONNECTIONS ARE SHOWN FOR CLARITY. CONTRACTOR TO CONSULT WITH ENGINEER AND SUPPLY BENDS, CLEANOUTS, ETC. AS NECESSARY TO FACILITATE PROPERCONNECTION BETWEEN FOUNDATION WALL AND SEWER MAIN LINE.22. CONTRACTOR IS RESPONSIBLE FOR COORDINATION WITH ALL RELEVANT PARTIES (INCLUDING, BUT NOT LIMITED TO OWNER, ARCHITECT AND UTILITY COMPANIES) TO DETERMINE FINALLAYOUT AND DESIGN.23. ALL CURB STOP VALVES TO BE INSTALLED WITH ACCESS COVER AT FINISHED GRADE.24. ALL WATER LINE TAPS SHALL BE LIVE TAPS; EXISTING WATER LINE MUST REMAIN IN SERVICE DURING CONNECTION, UNLESS INDICATED OTHERWISE.25. THRUST BLOCKS FOR PRESSURE LINES NOT SHOWN FOR CLARITY. PROVIDE THRUST BLOCKS AT ALL BENDS, TEE AND REDUCES. PROJECT ENGINEER TO OBSERVE ALL THRUST BLOCKS PRIORTO BACKFILL.26. SEWER CONNECTIONS TO EXISTING MANHOLES SHALL INCLUDE WATERTIGHT CONNECTIONS, REFORMING INVERT TO PROVIDE SMOOTH FLOW STREAM AND TESTING TO ENSURESTRUCTURE IS WATERTIGHT. IF AN EXISTING MANHOLE IS FOUND NOT TO BE WATERTIGHT IT SHALL BE EXPOSED AND REPAIRED ON THE OUTSIDE. PRIOR TO CONNECTING TO EXISTINGMANHOLES, SUBMIT SHOP DRAWINGS ON CORE LOCATION, ANY REQUIRED PIPING (FOR DROP MANHOLES) AND CHANGES TO INVERT FORM.27. FINAL RIMS OF SEWER MANHOLES AND WATER VALVES SHALL BE CONFIRMED AND COORDINATED WITH FINAL SITE GRADING. MINOR ADJUSTMENTS FROM DESIGN GRADES MAY BEREQUIRED BY OWNER OR ENGINEER AND SHALL BE INCLUDED.28. THE GENERAL CONTRACTOR IS REQUIRED TO CONFORM TO THE STRICTEST INTERPRETATION OF THE CONTRACT DRAWING, SPECIFICATION, PERMITS AND CONSTRUCTION CONTRACT .ALL EARTH MATERIAL RECEIVED OR DISPOSED FROM OUTSIDE SOURCES SHALL COMPLY WITH APPLICABLE PERMITS AND REGULATIONS. SHOP DRAWING SUBMITTALS SHALL INCLUDECONTRACTOR'S CERTIFICATION STATEMENT OF COMPLIANCE AND COPIES OF RELEVANT PERMITS FOR OUTSIDE SOURCES.29. CONTRACTOR SHALL PAY FOR ALL REQUIRED TESTING. THIS SHALL INCLUDE BUT IS NOT LIMITED TO: SOIL TESTING, COMPACTION TESTING, SIEVE ANALYSIS, CONCRETE TESTING, ASPHALTPENETRATION TESTING, BACTERIOLOGICAL TESTING FOR WATER AND OTHER TESTING AS PART OF STANDARD PRACTICE FOR A CONSTRUCTION PROJECT OF THIS NATURE, UNLESSINDICATED OTHERWISE AND APPROVED BY THE OWNER.EXISTING CONDITIONS NOTES:1. THE PURPOSE OF THE EXISTING CONDITIONS PLAN IS TO DEPICT PERTINENT EXISTING CONDITIONS AS OF THE DATE OF SURVEY.2. BEARINGS SHOWN ARE BASED UPON VERMONT GRID NORTH.3. VERTICAL DATUM IS BASED ON NAVD88 (GEIOD 12).4. COORDINATE SYSTEM IS BASED ON VERMONT STATE PLANE (U.S. SURVEY FEET).5. HORIZONTAL AND VERTICAL CONTROL ESTABLISHED WITH RTK GPS OBSERVATIONS FROM THE VERMONT CORS STATION VTUV. A TRIMBLE R6 RTK GPSUNIT WAS EMPLOYED FOR THESE OBSERVATIONS.LEGEND NOTE:SOME INFORMATION MAY BE PROVIDED BY OTHERS AND COULD BE SHOWN WITH A DIFFERENT SYMBOL NOT SHOWN ON THIS LEGEND. HOWEVER, THEYARE LABELED ON RESPECTIVE PLANS. IN SOME CASES A CHANGE IN SCALE OR PRINTER CAN ALTER INFORMATION TO NOT SHOW AN EXACT MATCH ONTHIS LEGEND. IF ANY QUESTIONS EXIST CONTACT THE ENGINEER TO CLARIFY. ADDITIONAL LEGEND INFORMATION IS SUPPLIED SEPARATELY ON EROSIONCONTROL PLANS AND SOME SURVEY PLATS.SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, VermontLegend and Notes1JAD03/11/152Add Unit 3BJAD02/03/17Updated For Final Approval& Construction tax map no.1640-01751K. & M. McFARLANDv. 1126 p. 105map slide 565LINE DATA TABLESPEAR STREET166.28'S12°50'16"W350.98'S83°20'04"W156.66'S83°22'04"W125.11' N07°50'28"W147.71'N75°50'43"E49.89'N76°14'40"E290.30'S81°01'54"E40.75' N07°42'41"W tax map no.1640-01730L. LONG FAMILY TRUSTtax map no.1640-01720C. LONG REV. TRUSTtax map no.1640-017251741 PROPERTIES, LLCL. & C. LONGv. 942 p. 48v. 91 p. 182map slide 10tax map no.1330-00004P. & M. MAHONEYREV. TRUSTv. 815 p. 500map slide 109tax map no.1330-00006W. CALKINSv. 1119 p. 81map slide 365tax map no.1330-00008J. & C. LYONv. 1015 p. 17map slide 365tax map no.1330-00010S. LIDOFSKYE. BARFODv. 642 p. 213map slide 365tax map no.1783-00070J. & S. MACKv. 760 p. 203map slide 475tax map no.1783-00099B. & C. SHUMANv. 555 p. 528map slide 565tax map no.1783-00133A. DOWNINGv. 1057 p. 236map slide 565tax map no.0770-00017S. SWANSONv. 798 p. 633map slide 163map slide 141tax map no.0770-00015A. RICE REV. TRUSTv. 1183 p. 325map slide 163map slide 141tax map no.0770-00011M. & E. ALBERTSONv. 885 p. 49map slide 163PAVED DRIVEWAY15' PEDESTRIANEASEMENTv. 211 p. 17520' DRAINAGEEASEMENTDRAINAGEEASEMENTv. 209 p.1401-1/4"O.D., UP 1.3'YELLOW PLASTIC CAP1-1/4"O.D., UP 0.1'RUSTED, 1.0' SELY1"O.D., UP 0.2'0.6' WLY TO4" SQUAREUP 0.8', 0.4'3-1/2" SQUAREUP 1.2', LEANINGNLY TO FENCE4" SQUAREUP 1.0', 0.8' NLY TO FENCETO FENCE CORNERFENCE NO. 5, UP 1.0'ALUM. CAP"TCE LS488""TRUDELL C. E. LS488"186.72'N75°53'15"E139.50'N76°14'48"E61.00'S83°25'06"W144.16'S83°25'06"W18.62'S83°11'02"W25.06'L1211.51' S06°39'56"E 190.04' N06°37'56"WLOT 20.75 AcresLOT 10.75 AcresCOMMUNITYOPEN SPACEEASEMENT0.40 AC.BUILDINGENVELOPEBUILDINGENVELOPEDRAINAGE & UTILITYEASEMENTCONSERVATIONOPEN SPACEEASEMENTLOT 2 0.56 AC.CONSERVATIONOPEN SPACE EASEMENTLOT 1 0.57 AC.UP 0.5'UP 0.4'50' ACCESS & UTILITYEASEMENTS 18°19'38" W35.55'S 06°37'56" E 100.00'S 83°22'04" W 65.00'N 06°37'56" W 46.51'N 75°53'15" E 100.00'S 83°22'04" W 35.00'S 57°28'37" E41.23'N 75°50'43" E56.22'S 19°21'42 " E 68.12'N 83°21'16" E35.00'S 06°39'56" E55.00'S 83°21'16" W80.00'N 19°21'42 " W 116.97'1'02L80.45'TIETIE40.48' N 05°25'40" WLOT 3COMMON UNIT1.88 AcresNO. 5, UP 0.5'ALUM. CAP"TCE LS488"UP 0.5'50' ACCESS &UTILITY EASEMENTUP 0.5'4" SQUARE UP0.5', 0.8' NLYTO FENCE4" SQUAREUP 1.5'1"O.D., UP1.3' BENT3-1/2" SQUAREFLUSH85.00'N84°45'52"E60.00' S05°14'08"E 85.00'S84°45'52"W60.00' N05°14'08"WS62°54'02"W96.40' (TIE)S01°51'22"W36.18' (TIE)N46°46'30"W72.59' (TIE)S68°05'11"W78.20' (TIE)S82°35'59"W132.36' (TIE)S11°44'03"W85.00'N78°15'57"W60.00'N11°44'03"E85.00'S78°15'57"E60.00'FOOTPRINT BOUNDARYFOOTPRINT BOUNDARYEXIST. 3BEDROOMHOUSEFOOTPRINT 3B0.12 Acrestax map no.0335-00093AARON CHIARAVELOTTIv. 1336 p. 307tax map no.0335-00111HERGENROTHERCONSTRUCTION, LLC.v. 1358 p. 77FOOTPRINT 3A0.12 Acrestax map no.1640-01741DescriptionRevisionsByDate#478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMTRUDELL CONSULTING ENGINEERSProject Number:Date:Scale:Drawn By:Crd file:Field Book:Date of Survey:Sheet:Surveyed By:Subdivision Plat0FeetGraphic Scale30 30 60 90 120PROJECT LOCATIONUTILITY POLELINE DATA TABLE REFERENCECURVE DATA TABLE REFERENCEC1WOVEN WIRE FENCEOVERHEAD UTILITY LINESREINFORCING BAR ( FOUND )CONCRETE MONUMENT ( TO BE SET )CONCRETE MONUMENT ( FOUND )REBAR ( SET )IRON PIPE ( FOUND )CALCULATED POINTL1C1-0102/16/171"=30'14-087SDTJEDJMM206, 32514-087LEGENDDRAINAGE & UTILITY EASMENTCONSERVATION OPEN SPACE EASMENTSynergy Development, LLC7 Chaplin LaneSouth Burlington, VermontNOTES:1. THIS PLAT IS BASED ON DEEDS RESEARCHED IN THE CITY OFSOUTH BURLINGTON LAND RECORDS AND A CLOSED FIELDTRAVERSE CONDUCTED WITH A TOTAL STATION ON 6/26/14.BEARINGS ARE BASED ON VERMONT STATE PLANE GRIDNORTH ESTABLISHED WITH RTK OBSERVATIONS FROMVERMONT CORS STATION VTUV.2. REBARS SET ARE NO. 5 REINFORCING BARS WITH ALUMINUMCAPS STAMPED "TRUDELL CONSULTING ENGINEERS, LS488/LS 732".3. THIS PARCEL WAS CONVEYED TO SYNERGY DEVELOPMENT,LLC IN VOLUME 1226 PAGE 183.4. DISTANCES ARE SHOWN TO THE HUNDREDTH OF A FOOTAND BEARINGS ARE SHOWN TO THE SECOND FORMATHEMATICAL CLOSURE PURPOSES ONLY.5. AN ATTEMPT HAS BEEN MADE TO IDENTIFY OR DELINEATEEASEMENTS, RIGHTS OF WAY, LEASE LANDS,ENCROACHMENTS, ETC. OBSERVED IN THE FIELD OR READILYFOUND IN THE LAND RECORDS. ADDITIONALENCUMBRANCES MAY EXIST WHICH ARE NOT SHOWN ONTHIS PLAT.6. UNDERGROUND UTILITY LINES SHOWN ARE BASED ONABOVE GROUND STRUCTURES AND PLANS OF RECORD.ACTUAL LOCATION OF UNDERGROUND LINES MAY VARY.PLAT REFERENCE:1. "SUBDIVISION PLAT, 1741 PROPERTIES, LLC 1741 SPEARSTREET, SOUTH BURLINGTON, VERMONT" DATED 11/19/14PREPARED BY THIS OFFICE.STATEOFVERMO N TL A N D SURVEYORL A N DSURVEYORLICENSEDLICENSEDMARKA.DAYNo. 732STATE OF VERMO N T tax map no.1640-01751K. & M. McFARLANDv. 1126 p. 105map slide 565LINE DATA TABLESPEAR STREET166.28'S12°50'16"W350.98'S83°20'04"W156.66'S83°22'04"W125.11' N07°50'28"W147.71'N75°50'43"E49.89'N76°14'40"E290.30'S81°01'54"E40.75' N07°42'41"W tax map no.1640-01730L. LONG FAMILY TRUSTtax map no.1640-01720C. LONG REV. TRUSTtax map no.1640-017251741 PROPERTIES, LLCL. & C. LONGv. 942 p. 48v. 91 p. 182map slide 10tax map no.1330-00004P. & M. MAHONEYREV. TRUSTv. 815 p. 500map slide 109tax map no.1330-00006W. CALKINSv. 1119 p. 81map slide 365tax map no.1330-00008J. & C. LYONv. 1015 p. 17map slide 365tax map no.1330-00010S. LIDOFSKYE. BARFODv. 642 p. 213map slide 365tax map no.1783-00070J. & S. MACKv. 760 p. 203map slide 475tax map no.1783-00099B. & C. SHUMANv. 555 p. 528map slide 565tax map no.1783-00133A. DOWNINGv. 1057 p. 236map slide 565tax map no.0770-00017S. SWANSONv. 798 p. 633map slide 163map slide 141tax map no.0770-00015A. RICE REV. TRUSTv. 1183 p. 325map slide 163map slide 141tax map no.0770-00011M. & E. ALBERTSONv. 885 p. 49map slide 163PAVED DRIVEWAY15' PEDESTRIANEASEMENTv. 211 p. 17520' DRAINAGEEASEMENTDRAINAGEEASEMENTv. 209 p.1401-1/4"O.D., UP 1.3'YELLOW PLASTIC CAP1-1/4"O.D., UP 0.1'RUSTED, 1.0' SELY1"O.D., UP 0.2'0.6' WLY TO4" SQUAREUP 0.8', 0.4'3-1/2" SQUAREUP 1.2', LEANINGNLY TO FENCE4" SQUAREUP 1.0', 0.8' NLY TO FENCETO FENCE CORNERFENCE NO. 5, UP 1.0'ALUM. CAP"TCE LS488""TRUDELL C. E. LS488"186.72'N75°53'15"E139.50'N76°14'48"E61.00'S83°25'06"W144.16'S83°25'06"W18.62'S83°11'02"W25.06'L1211.51' S06°39'56"E 190.04' N06°37'56"WLOT 20.75 AcresLOT 10.75 AcresCOMMUNITYOPEN SPACEEASEMENT0.40 AC.BUILDINGENVELOPEBUILDINGENVELOPEDRAINAGE & UTILITYEASEMENTCONSERVATIONOPEN SPACEEASEMENTLOT 2 0.56 AC.CONSERVATIONOPEN SPACE EASEMENTLOT 1 0.57 AC.UP 0.5'UP 0.4'50' ACCESS & UTILITYEASEMENTS 18°19'38" W35.55'S 06°37'56" E 100.00'S 83°22'04" W 65.00'N 06°37'56" W 46.51'N 75°53'15" E 100.00'S 83°22'04" W 35.00'S 57°28'37" E41.23'N 75°50'43" E56.22'S 19°21'42 " E 68.12'N 83°21'16" E35.00'S 06°39'56" E55.00'S 83°21'16" W80.00'N 19°21'42 " W 116.97'1'02L80.45'TIETIE40.48' N 05°25'40" WLOT 3COMMON UNIT1.88 AcresNO. 5, UP 0.5'ALUM. CAP"TCE LS488"UP 0.5'50' ACCESS &UTILITY EASEMENTUP 0.5'4" SQUARE UP0.5', 0.8' NLYTO FENCE4" SQUAREUP 1.5'1"O.D., UP1.3' BENT3-1/2" SQUAREFLUSHN46°46'30"W72.59' (TIE)S68°05'11"W78.20' (TIE)S82°35'59"W132.36' (TIE)S11°44'03"W85.00'N78°15'57"W60.00'N11°44'03"E85.00'S78°15'57"E60.00'FOOTPRINT BOUNDARYFOOTPRINT BOUNDARYEXIST. 3BEDROOMHOUSEFOOTPRINT 3B0.12 Acrestax map no.0335-00093AARON CHIARAVELOTTIv. 1336 p. 307tax map no.0335-00111HERGENROTHERCONSTRUCTION, LLC.v. 1358 p. 77FOOTPRINT 3A0.12 Acrestax map no.1640-01741N 48°30'17" E111.45'N 00°51'05" W 63.98'S 83°20'04" W85.00'N 06°39'56" W 60.00'N 83°20'04" E85.00'S 06°39'56" E 60.00'DescriptionRevisionsByDate#478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMTRUDELL CONSULTING ENGINEERSProject Number:Date:Scale:Drawn By:Crd file:Field Book:Date of Survey:Sheet:Surveyed By:Subdivision Plat0FeetGraphic Scale30 30 60 90 120PROJECT LOCATIONUTILITY POLELINE DATA TABLE REFERENCECURVE DATA TABLE REFERENCEC1WOVEN WIRE FENCEOVERHEAD UTILITY LINESREINFORCING BAR ( FOUND )CONCRETE MONUMENT ( TO BE SET )CONCRETE MONUMENT ( FOUND )REBAR ( SET )IRON PIPE ( FOUND )CALCULATED POINTL1C1-0102/16/171"=30'14-087SDTJEDJMM206, 32514-087LEGENDDRAINAGE & UTILITY EASMENTCONSERVATION OPEN SPACE EASMENTSynergy Development, LLC7 Chaplin LaneSouth Burlington, VermontNOTES:1. THIS PLAT IS BASED ON DEEDS RESEARCHED IN THE CITY OFSOUTH BURLINGTON LAND RECORDS AND A CLOSED FIELDTRAVERSE CONDUCTED WITH A TOTAL STATION ON 6/26/14.BEARINGS ARE BASED ON VERMONT STATE PLANE GRIDNORTH ESTABLISHED WITH RTK OBSERVATIONS FROMVERMONT CORS STATION VTUV.2. REBARS SET ARE NO. 5 REINFORCING BARS WITH ALUMINUMCAPS STAMPED "TRUDELL CONSULTING ENGINEERS, LS488/LS 732".3. THIS PARCEL WAS CONVEYED TO SYNERGY DEVELOPMENT,LLC IN VOLUME 1226 PAGE 183.4. DISTANCES ARE SHOWN TO THE HUNDREDTH OF A FOOTAND BEARINGS ARE SHOWN TO THE SECOND FORMATHEMATICAL CLOSURE PURPOSES ONLY.5. AN ATTEMPT HAS BEEN MADE TO IDENTIFY OR DELINEATEEASEMENTS, RIGHTS OF WAY, LEASE LANDS,ENCROACHMENTS, ETC. OBSERVED IN THE FIELD OR READILYFOUND IN THE LAND RECORDS. ADDITIONALENCUMBRANCES MAY EXIST WHICH ARE NOT SHOWN ONTHIS PLAT.6. UNDERGROUND UTILITY LINES SHOWN ARE BASED ONABOVE GROUND STRUCTURES AND PLANS OF RECORD.ACTUAL LOCATION OF UNDERGROUND LINES MAY VARY.PLAT REFERENCE:1. "SUBDIVISION PLAT, 1741 PROPERTIES, LLC 1741 SPEARSTREET, SOUTH BURLINGTON, VERMONT" DATED 11/19/14PREPARED BY THIS OFFICE.STATEOFVERMO N TL A N D SURVEYORL A N DSURVEYORLICENSEDLICENSEDMARKA.DAYNo. 732STATE OF VERMO N T 166.28'49.89'WWWWWWWWWWFMFMFMWWW FD156.66'150.12'FMWSS24" CMPFMFMFMFMFMOHPOHPOHPOHP12" WATER MAINWWWWAIR RELEASE MH(PAVED OVER)R=371.9±WEXISTING 3BEDROOMDWELLINGUNIT 3ARETAININGWALLWALKAPPROX.TREELINEEXISTING2"PVCFORCEMAIN+FFE=363.76+FFE=370.67FFE=370.32+FFE=372.23+CONSTRUCTIONBLOWOFF PERCWD STAFFi=366.88i=368.38APPROX. LOC. 4" GAS MAINAPPROX. LOSPEAR STREET FMFMFMFMAPPRGGGGGEXISTING 1000GALLON PUMPSTATIONSFMFMFMFMFM4" SDR 35 SEWERC.O.WOODEDAREAWOODEDAREADD ELECKECK20' DRAINAGEEASEMENT15' PEDESTRIANEASEMENT3723371371370370370369369 369369369368 368368367367367366366366365365364364363363363362362 362361361361361 361360360360 359359359358358358357357357356 356356 355355 354354354 353 353 353352 352 352351 351350350350349349349348348348347347347346346346 345345345344 344343 343342342342341341340 340339339339339338338337337336336336335335334 334333333333 3323323313310330330330 329329329 329328 328327 327326 326325325324324323322322321 321320 320319319318318318317 317316 316315315314 314313313312312311 311310 310309 309308307306 EXISTING2" HDPE FORCEMAINEXISTING 2" SDR 21 PVC FORCEMAINCONCRETEWALKSTAIRSSUNROOMGGLOT 392,364 SQ. FT.2.12 AcresRESIDENTIAL 1RESIDENTIAL 2147.71'LOT 232,670 SQ. FT. 0.75 Acres125.11' 40.75'5.73'10.62'186.72'290.30'144.16'18.62'25.06'350.98'61.00'LOT 132,670 SQ. FT. 0.75 AcresON-SITE RUNOFFSTORMWATERPOND50'24" CMPAIR RELEASE MH(PAVED OVER)R=371.9±i=366.88i=368.38MPLOC.)ELL)ECKFM FMFMFMFMFMFMFMFMFMFMGGGGGGGGGGGGGGGEXISTING 15' GRAVEL DRIVEW 15" HDPEW WWWWWWWWWWWWW15" HDPE15" HDPEEMERGENCYSPILLWAY8.18DMHR=310.94iOUT=305.11SUMP=304.11360370355342343353344338341345339340335335340345 350369368367366364363362361359358357356354352346347348341331332331329331 332333334339337336337338336339340328337349328 32732980.45'15" HDPE351351 350 FM CTV 211.51' 190.04'6"HDPECHAPLIN LANEE-911 ADDRESS7 CHAPLIN LANEE-911 ADDRESS93 CHAPLIN LANEE-911 ADDRESS111 CHAPLIN LANEUP UPUPUPUPUPUPUPUPUPUPUPUPUPUPUPUPCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVUPGARAGEGGGGGG GGGGGGGGGGGGEXISTING 3/4" COPPER WATER SERVICEW332EXISTING MATUREEVERGREEN SCREENINGDETENTION BASINOUTLET STRUCTUREBUILDINGENVELOPEC.S.C.S.C.S.50'50' ACCESS & UTILITY EASEMENTGRASS LINED SWALE FOR OFF-SITE STORMWATER(TYPICAL)EMERGENCY SPILLWAYDD357EXISTING ORCHARDDD¬Existing ConditionsC1-029/23/20161" = 30'14-087RMPJAD----0FeetGraphic Scale30 30 60 90 12015°±TrueMagneticSheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUTELSSTATE OF VERMO N T PRO FESSIONALENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:¬1Add Unit 3BJAD02/03/20176' WIDE BY 15' LONG LEVEL PAD FOR UTILITIESSynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, VermontPROJECT LOCATION 166.28'49.89'WWWWWWWWWWFMFMFMWWW FD156.66'150.12'FMWSS24" CMPFMFMFMFMFMOHPOHPOHPOHP12" WATER MAINWWWWAIR RELEASE MH(PAVED OVER)R=371.9±WEXISTING3BEDROOMDWELLINGUNIT3ARETAININGWALLWALKAPPROX.TREELINEEXISTING2"PVCFORCEMAIN+FFE=363.76+FFE=370.67FFE=370.32+FFE=372.23+CONSTRUCTIONBLOWOFF PERCWD STAFFi=366.88i=368.38APPROX. LOC. 4" GAS MAINAPPROX. LOSPEAR STREETFMFMFMFMAPPRGGGGGEXISTING 1000GALLON PUMPSTATIONSNNNNNNNNNNNNNFMFMFMFMFM4" SDR 35 SEWERC.O.WOODEDAREAWOODEDAREADD ELECKECK20' DRAINAGEEASEMENT15' PEDESTRIANEASEMENT3723371371370370370369369 369369369368 368368367367367366366366365365364364363363363362362 362361361361361 361360360360359359359358358358357357357356 356356 355355 354354354 353 353 353352 352 352351 351350350350349349349348348348347347347346346346 345345345344 344343 343342342342 341341340 340 339339339339338338337337336336336335335334 334333333333 3323323313310330330330 329329329 329328 328327 327326 326325325324324323322322321 321320 320319319318318318317 317316 316315315314314313313312312311 311310 310309 309308307306 EXISTING2" HDPE FORCEMAINEXISTING 2" SDR 21 PVC FORCEMAINCONCRETEWALKSTAIRSSUNROOMGGLOT 392,364 SQ. FT.2.12 AcresRESIDENTIAL 1RESIDENTIAL 2147.71'LOT 232,670 SQ. FT. 0.75 Acres125.11' 40.75'5.73'10.62'186.72'290.30'144.16'18.62'25.06'350.98'61.00'LOT 132,670 SQ. FT. 0.75 AcresON-SITE RUNOFFSTORMWATERPOND30' 30'25'15'50'24" CMPAIR RELEASE MH(PAVED OVER)R=371.9±i=366.88i=368.38MPLOC.)ELL)ECKFMFMFMFMFMFMFMFMFMFMFMGGGGGGGGGGGGGGGEXISTING 15' GRAVEL DRIVEW 15" HDPEW WWWWWWWWWWWWW15" HDPE15" HDPEEMERGENCYSPILLWAY8.18DMHR=310.94iOUT=305.11SUMP=304.11360370355342343353344338341345339340335335340345 350369368367366364363362361359358357356354352346347348341331332331329331 332333334339337336337338336339340328337349328 32732980.45'12'15" HDPE351351 350 NOTE: LOT 1, 2, & UNIT 3B WASTEWATER PUMP STATIONS ANDFORCE MAIN TO BE INSTALLED AT THE TIME OF HOMECONSTRUCTION. TANK LOCATION IS SHOWN FOR ILLUSTRATIVEPURPOSES. GRAVITY SEWER SERVICE MUST BE INSTALLED WITHMINIMUM 1/4" PER FOOT SLOPE. CONSULT WITH ENGINEERREGARDING ISOLATION DISTANCES AND PUMP CONDITIONSUPON DETERMINATION OF FINAL BUILDING LOCATION.FM CTV 211.51' 190.04'6"HDPEE-911 ADDRESS7 CHAPLIN LANEE-911 ADDRESS93 CHAPLIN LANEE-911 ADDRESS111 CHAPLIN LANEUP UPUPUPUPUPUPUPUPUPUPUPUPUPUPUPUPCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVUPGARAGEGGGGG GGGGGGGGGGGGGGGGGGGEXISTING 3/4" COPPER WATER SERVICEW332EXISTING MATUREEVERGREEN SCREENINGDETENTION BASINOUTLET STRUCTUREC.S.C.S.CTVC.S.15" HDPEi=355.0C.S.50'50' ACCESS &UTILITY EASEMENTGRASS LINED SWALE FOR OFF-SITE STORMWATER(TYPICAL)EMERGENCY SPILLWAYPROPOSEDGRAVELDRIVEiWATER=350.0iFORCEMAIN=348.0CONTRACTOR TOPROVIDE VERTICALSEPARATION ANDINSULATION PER DETAILSDDFDPROPOSED 2" SDR21 PVC FORCEMAINUPUPUPUPUPGFDPROPOSED 1" TYPE K COPPER WATERSERVICE DISINFECT PER WSR CHAPTER 21APPENDIX A PART 11.8.0.2 AND PER CWDSPECIFICATIONS AND REQUIREMENTSEXISTING ORCHARD360355DDEXISTING CULVERTiIN=350.0iOUT=349.0358358359359 357 356 354353354BASE = 352.4354353357PROPOSEDBUILDINGFFE=362.0FM FMFMFMFMFMW W CHAPLIN LANE356355i=355.5PROPOSED LEVEL SPREADER.BOTH FOOTING AND PONDOUTLET PIPE TO OUTFALLINTO LEVEL SPREADERPROPOSED OUTLET STRUCTURE(SEE DETAIL C8-05)¬Site PlanC2-019/23/20161" = 30'14-087RMPJAD----0FeetGraphic Scale30 30 60 90 12015°±TrueMagneticSheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUTELSSTATE OF VERMO N T PRO FESSIONALENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:¬OPEN SPACE NOTES:CONSERVATION OPEN SPACE:(INCLUDES STORMWATER MANAGEMENT AREAS)LOT 1 = 24,969 S.F.LOT 2 = 24,297 S.F.LOT 3 = 0 S.F.TOTAL CONSERVATION OPEN SPACE= 49,296 S.F. OR 1.1 AC.COMMUNITY OPEN SPACE:(INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE)LOT 1 = 0 S.F.LOT 2 = 0 S.F.LOT 3 = 17,432 S.F.TOTAL COMMUNITY OPEN SPACE= 17,423 S.F. OR 0.4 AC.TOTAL CONSERVATION & COMMUNITY OPEN SPACE = 1.1 AC. + 0.4 AC. = 1.5 AC.% OF TOTAL PARCEL = 157,704 S.F./66,719 S.F. = 42.3%1SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, VermontPROJECT LOCATIONNOTE:PROPOSED DWELLINGS ON LOTS 1, 2, & UNIT3B MUST BE SERVED BY AN NFPA 13DDOMESTIC SPRINKLER SYSTEM PER SOUTHBURLINGTON FIRE DEPARTMENTALL PROPOSED BUILDING SIZE, SHAPE, LOCATION, ANDDRIVEWAYS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY,(UNLESS NOTED OTHERWISE ON SITE PLAN). THE EXACT SIZE,SHAPE, AND LOCATION IS BY OWNERS IN ACCORDANCEWITH LOCAL ZONING REGULATIONS."I HEREBY CERTIFY THAT THE DESIGN RELATED INFORMATIONSUBMITTED WITH THIS APPLICATION IS TRUE AND CORRECT,AND THAT, IN THE EXERCISE OF MY REASONABLEPROFESSIONAL JUDGMENT, THE DESIGN INCLUDED IN THISAPPLICATION FOR A PERMIT COMPLIES WITH THE VERMONTWASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULESAND THE VERMONT WATER SUPPLY RULES" (REF.ENVIRONMENTAL PROTECTION RULES CHAPTER 1 S 1-302(b)(1).NO FLOOD PLAIN ONSITE PER AVAILABLEFIRM MAPSBASIS OF DESIGN FOR MUNICIPAL SEWER CONNECTIONTHE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND 3 (UNIT 3B) AND THEEXISTING HOME ON UNIT 3A TO THE COMMUNITY FORCE MAIN, A PORTION OF WHICH IS EXISTING TOITS DISCHARGE POINT IN THE SEWER MANHOLE, SOUTH OF THE INTERSECTION OF SOUTH POINTE DRIVEAND SPEAR STREET. APPROVED BY WW-4-4296-1R. PER EPR CH.1 SECTION 1-808 TABLE 1 (c). THESANITARY DESIGN FLOW FOR PROPOSED LOTS 1,2 & UNIT 3B IS 210 GPD/UNIT x 3 UNITS = 630 GPDBASIS OF DESIGN FOR MUNICIPAL WATER CONNECTIONTHE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND UNIT 3B TO MUNICIPALWATER VIA A NEW SERVICE CONNECTION PER EPR CH21 "WSR" SECTION 2.2.3.3 TABLE A2-1UNITS 1 & 2WATER DESIGN FLOW IS 5 BEDROOM x 150 GPD/BEDROOM x 2 UNITS = 1500 GPD x 0.9 = 1350 GPD(10% REDUCTION FOR LOW FLOW FIXTURES)UNIT 3BWATER DESIGN FLOW IS 4 BEDROOM x 150 GPD/BEDROOM = 600 GPD x 0.9 = 540 GPD(10% REDUCTION FOR LOW FLOW FIXTURES)PUMP SPECIFICATIONS FOR COMMUNITY FORCE MAIN NETWORKPROVIDE GRINDER PUMP CAPABLELOT 1: 25 GPM @ 57 ' TDHLOT 2: 25 GPM @ 52' TDHLOT 3: EXISTING PUMP TO REMAINUNIT 3B: TBDStormwater EditsSMM01/07/152WW & Local ReviewJAD02/12/153WW ReviewJAD03/05/15403/11/15 JADUpdated For Final Approval& Construction504/29/15 JADAdded E-911 Address505/11/15 JMMRevised gas and power605/26/15 JMMAdd Concrete Pad for Utilities702/03/17 JADAdd Unit 3B803/09/17 JADRevise House StormwaterNo. 8917CIVILJJJJJEEEEEEEEENNNNNNNNNNNNNNNNIIIIFFFFFFEEEERAAAAANNNNNNNNDDDDDEEEEEESSSSSSSSSAAAAAAAAUUUUUTTTTTTTT EEEEELSSSSSSSSTTTTTTTAAAATTEOFVERMOOOOOOOMMNNNNNNNNNNTTTTTTTT R ¬Sheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUTELSSTATE OF VERMO N T PRO FESSIONAL ENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:Low Risk EPSCHandbookC5-0102/03/2017N/A14-087NPCJAD----¬SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, Vermont ¬Sheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUTELSSTATE OF VERMO N T PRO FESSIONAL ENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:Low Risk EPSCHandbookC5-0202/03/2017SHOWN14-087NPCJAD----¬SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, Vermont ¬¬Sheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUT ELSSTATE OF VERMON T PROF E SSIONAL ENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:C8-0402/03/2017Shown14-087RMPJAD----¬SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, Vermont1WW & Local ReviewJAD02/12/15203/11/15 JADUpdated For Final Approval& ConstructionUnit 3B DetailsS-0561/2" = 1'-0"LAST REVISED 05/03/20162016 TRUDELL CONSULTING ENGINEERS1000 GALLON GRINDER PUMP STATION FOR MUNICIPAL SEWERNOTE:VERIFY TANK DIMENSIONSAND RIM HEIGHT PRIORTO ORDERINGREFER TO THE PUMP DESIGN BRIEF FOR PUMP SIZE AND FLOAT SETTINGS. CONFIRM FIELD CONDITIONS MATCH DESIGN BRIEF PRIOR TOORDERING. THE CONTRACTOR AND SUPPLIER SHALL COORDINATE THE POWER REQUIREMENTS PRIOR TO ORDERING AND DELIVERY.ALARMJBONOFFINLET PVC FROMDWELLINGNOTES:A. THE TOP OF THIS SEAMLESS TANK SHALL BE NODEEPER THAN 3 FEET BELOW FINISH GRADE. IF THETANK IS DEEPER THAN 3 FEET THE CONTRACTORSHOULD COORDINATE WITH RESPECTIVESUPPLIERS TO SELECT A SIMILAR TANK THAT CANBE BURIED DEEPER.\B. ENSURE TANK IS WATER TIGHT.C. FILL TANK WITH WATER AND CONSIDER ANTIBUOYANCY MEASURES IF FLOTATION IS ACONCERN. DO NOT PUMP OUT TANK WHENWATER TABLE IS HIGH.D. ELECTRICAL TO MEET APPLICABLE CODEREQUIREMENTS.22"6"4"3"5'-7 1/2"56"27"36" DIA.24"CONTROL PANEL TO BEMOUNTED ON 4"x4"SUPPORTS SET IN GROUNDAT PUMP STATION OR INHOUSE. (PROVIDE AUDIOAND VISUAL ALARM)ELECTRICAL CONDUITTO CONTROL PANEL3" VENT WITH ODOR CONTROL ORENCO SYSTEMSCF3 OR EQUAL. IF ODOR BECOMES AN ISSUE LOOKFOR ALTERNATIVE VENT LOCATIONBUTYL RUBBER. ALL JOINTS TO BE WATERTIGHT2" UNION2" PVC BALL VALVE2" PVC 90° ELBOW2" PVC CHECK VALVE(TWO TO BE USED)2" RUBBER BOOTPROTECTION AGAINST FREEZINGINSULATE OVER TANK AND UNDER THEFRAME LID WITH RIGID INSULATION ASNEEDED TO PREVENT FREEZING36" DIA. WELL TILE24" HIGH SECTION CAST INTO TANK1,000 GALLON PRECAST CONCRETE SEAMLESSPUMP STATION, 5'4" x 8'-0" (O.D.)PRESS SEAL GASKET(PSX)24" DIA. H-20 LID ORAPPROVED EQUAL24"CAUTION THIS IS A CONFINEDSPACE DO NOT ENTER WITHOUTFOLLOWING OSHA CONFINEDSPACE ACCESS REGULATIONSALL FITTINGS SCH. 80 PVCENGINEER MUST APPROVEANY SUBSTITUTIONS3/4" CRUSHEDSTONE ORGRAVEL BASEFABRICATED REMOVABLE 2"DOW STYROFOAMMOUNDED ON PRESSURETREATED PLYWOOD TOPREVENT FREEZINGADJUSTABLE LEVEL CONTROL (2-FLOATS)12"S-057LAST REVISED 05/03/20162017 TRUDELL CONSULTING ENGINEERSEXISTING JUNCTION MANHOLE (DESIGN)ALL FITTINGS INSIDE MANHOLE TO BE SCH 80 PVCALL PIPING OUTSIDE MANHOLE TO BE SDR 21 PVCPLAN VIEWSECTION VIEWCONERISERBASE48"6"24"5"4"2" RUBBER BOOT, PRESSEDINTO 8" HOLE (TYP.)4' I.D. PRECAST CONCRETEMANHOLE STRUCTURE2" PVC SCH 802" PVC SCH 80 TRUE UNIONBALL VALVE2" PVC SCH 80 TEE2" PVC SCH 80 TRUEUNION BALL VALVE2" PVC SCH 80 TRUEUNION BALL VALVE2" SCH 80 PVC NPT BALL VALVE WITH2" POLYPROPYLENE MALE CAM &GROOVE X MALE NPT, WITH 1"LOCKING CAP FOR CAM ANDGROOVE FITTINGLC8" GRAVEL BEDDING(MIN.)8"6' MIN.PIPESUPPORT(2 ) 1/2 CIRCLE 4"RIGID INSULATIONCUT TO FITS E W E R2" ANGLE IRON SUPPORT(TYPICAL)1"x1" SQUAREALUMINUM RAILPIPE SUPPORT(TYPICAL)MANHOLE NOTES1. IF DEPTH OF MANHOLE IS 7 FEET OR LESSFROM RIM TO CENTERLINE INVERT, THEN AFLAT TOP WILL BE INSTALLED. IF DEPTH ISMORE THAN 7 FEET, THEN A CONICAL TOPWILL BE INSTALLED.2. ADJUST RIM AS NEEDED TO MATCH FINALPAVEMENT.4"PRECAST CONCRETEADJUSTMENT RINGSECTION MINIMUM4 INCHES, MAXIMUM12 INCHESECCENTRIC CONICAL TOP SECTIONCOPOLYMERPOLYPROPYLENELADDER RUNGS12" O.C.BUTYL JOINT SEALANTUNDISTURBED SOILCOPOLYMERPOLYPROPYLENEPLASTIC LADDERRUNGS @ 12" O.C.FINISH GRADEREFERENCE FOR CONNECTION PURPOSESS-0023/4" = 1'-0"LAST REVISED 03/18/20162016 TRUDELL CONSULTING ENGINEERSTYPICAL FORCE MAIN TRENCH4" TOPSOIL (LOAM) SEED AND MULCH,AND OVERFILL FOR SETTLEMENTGRADE AT 2:1 SLOPEWHEN DEPTH EXCEEDS 5'BACKFILL FREE OF ORGANIC ORFROZEN MATERIAL. COMPACTED TO95% DENSITY STANDARD PROCTORUNDER ROADS OR PAVED SURFACES,AND 90% DENSITY ELSEWHEREINITIAL 12" OF SELECT BACKFILL FREEOF ORGANIC OR FROZEN MATERIALCOMPACTED TO 95% DENSITYSTANDARD PROCTORD + 24"FOR GRASSEDAREASFOR PAVEDSURFACESNOTES:1. INSTALL TRENCH DAM IN TRENCH TOPREVENT GROUNDWATER MOVEMENT INTHE PIPE BEDDING. 100' SPACINGMAXIMUM2. INSTALL FORCE MAIN AT A CONSTANTGRADE (NO HIGH POINTS OR LOW POINTS)3. IF FM HAS LESS THAN 4' OF COVER INSTALLTWO LAYERS OF INSULATION ON TOP ANDSIDES AND ONE LAYER BELOW PIPE4. INSTALL TO STRICTEST INTERPRETATION OFREQUIREMENTS4"x4"x48" PRESSURE TREATED POST OREQUIVALENT PLASTIC MARKER EVERY200' AND AT ALL BENDS & VALVES(GRASSED AREAS) PAINTED GREEN6"D6"SEE ROADWAY SECTIONSDEPTH VARIES - 4' MINIMUM COVER IN GRASSED AREAS5' MINIMUM COVER IN PAVED AREAS24"℄PVC SDR 21 OR 26 FORCE MAIN SEESITE PLAN FOR SIZE. INSTALL TOMANUFACTURER'S REQUIREMENTS.SAND BED OR 1 1/2" CRUSHED STONEWHERE 5' OF COVER CAN NOT BEMAINTAINED COVER SEWER MAINWITH 2" RIGID INSULATION. PLACEINSULATION AT ALL ROAD, DRIVE ANDSIDEWALK CROSSINGS. EXTENDSTYROFOAM 10' BEYOND CROSSINGSIN BOTH DIRECTIONSINSULATION SHALL BE FULLWIDTH OF TRENCHS-006LAST REVISED 09/16/20152015 TRUDELL CONSULTING ENGINEERSALLOWABLE BENDING FOR SDR 21 OR 26 PVC PIPEMIN. BENDI NG RA DIUS4" SDR 26 PVC6" SDR 26 PVC3" SDR 26 PVC1 1/2" SDR 26 PVC2 1/2" SDR 26 PVC2" SDR 26 PVC100' RADIUS50' RADIUS60' RADIUS75' RADIUS90' RADIUS150' RADIUS8" SDR 26 PVC190' RADIUSASSEMBLE PIPE IN STRAIGHT LINE INTRENCH THEN OFFSET.AVAILABLE IN EITHER INTEGRAL BELLGASKETED JOINTS AND SOLVENT WELDJOINTS.ALLOWABLE LONGITUDINALBENDING FOR PRESSURE RATEDPIPE-ASTM D 224175' RADIUS32' RADIUS40' RADIUS48' RADIUS59' RADIUS110' RADIUS144' RADIUS4" SDR 21 PVC6" SDR 21 PVC3" SDR 21 PVC1 1/2" SDR 21 PVC2 1/2" SDR 21 PVC2" SDR 21 PVC8" SDR 21 PVCNOTE: PIPING SHALL BE INSTALLED IN ACCORDANCEWITH THE STRICTEST INTERPRETATION OF THE PLANS,SPECIFICATION AND MANUFACTURER'SINSTALLATION GUIDELINES.S-015LAST REVISED 03/08/20132013 TRUDELL CONSULTING ENGINEERSFORCE MAIN THRUST BLOCK SPECIFICATIONSSHALETILLGRAVELSANDCLAYTYPESOILBASED ON 50 PSI TEST PRESSURE IF CHANGE IN ELEVATION BETWEEN ANY 2 POINTS IN THE LINE IS GREATER THAN 110' THRUST BLOCKS WILLBLOCK AGAINST UNDISTURBED TRENCH WALL - CONCRETE BEARING AREA ON FITTING TO BE A MINIMUM OF 1/2 SQUARE FOOT. THRUST BLOCKSUSE CLASS D (2500 PSI) CONCRETE FOR THRUST BLOCKS. PLACE 4 MIL. POLYETHYLENE BETWEEN FITTING AND THRUST BLOCK. PLACE THRUSTNOTE : ENGINEER TO OBSERVE ALL THRUST BLOCKS PRIOR TO BACKFILL.0.50.50.50.50.51000040003000200010000.50.50.50.50.50.50.50.50.50.50.5 0.50.50.50.50.50.50.50.50.50.50.50.50.50.50.5 0.50.50.50.50.50.50.50.50.50.5 0.50.50.50.50.50.50.50.50.50.5 0.50.50.50.50.5 0.50.50.50.50.70.50.50.50.50.5 0.50.50.50.50.8 0.90.50.50.50.5 0.50.50.50.50.5 1.80.90.50.5MINIMUM BEARING AREA IN SQUARE FEET ON UNDISTURBED TRENCH WALL45°90°LOAD LBS/FT.SAFE BEARINGTEE22"45° 22.5° 90°TEE2 1/2"HAVE TO BE ENLARGED.22.5° TEE 45°3"90° 22.5°45°TEE4"90° 22.5° TEE0.5 0.50.50.50.50.81.50.50.51.02.0 0.80.50.50.522.5°45°6"90°SN-001LAST REVISED 09/16/20152015 TRUDELL CONSULTING ENGINEERS(ENVIRONMENTAL PROTECTION RULES CH1, EFFECTIVE 9/29/07 SECTION 1-A-05(g)) L = ND√P 7400PRESSURE TESTUPON COMPLETION OF CONSTRUCTION OF A FORCE MAIN, THE LINE SHALL BE PRESSURE AND LEAKAGE TESTED INACCORDANCE WITH THE FOLLOWING PROCEDURE:AFTER THE PIPE HAS BEEN LAID, ALL NEWLY LAID PIPE OR ANY VALVED SECTION THEREOF SHALL BE SUBJECTED TO AHYDROSTATIC PRESSURE OF AT LEAST 1.5 X THE HIGHEST WORKING PRESSURE IN THE SECTION1. TEST PRESSURE RESTRICTIONS. TEST PRESSURES SHALL:A. NOT BE LESS THAN 50 PSI AT THE HIGHEST POINT ALONG THE TEST SECTION.B. NOT EXCEED PIPE OR THRUST RESTRAINT DESIGN PRESSURES.C. BE OF AT LEAST 2 (TWO) HOUR DURATION.D. NOT VARY BY MORE THAN ± 5 PSI.E. NOT EXCEED TWICE THE RATED PRESSURE OF THE VALVES WHEN THE PRESSURE BOUNDARY OF THE TESTSECTION INCLUDES CLOSED GATE VALVES.2. PRESSURIZATION.A. EACH VALVED SECTION OF PIPE SHALL BE FILLED WITH WATER SLOWLY AND THE SPECIFIED TEST PRESSURE,BASED ON THE ELEVATION OF THE LOWEST POINT IN THE LINE OR SECTION UNDER TEST AND CORRECTEDTO THE ELEVATION OF THE TEST GAUGE, SHALL BE APPLIED BY MEANS OF A PUMP CONNECTED TO THEPIPE.B. AIR REMOVAL: BEFORE APPLYING THE SPECIFIED TEST PRESSURE, AIR SHALL BE EXPELLED COMPLETELYFROM THE PIPE VALVES.C. EXAMINATION: ALL EXPOSED PIPE, FITTINGS, VALVES, AND JOINTS SHALL BE EXAMINED CAREFULLYDURING THE TEST. ANY DAMAGED OR DEFECTIVE PIPE, FITTINGS, OR VALVES, THAT ARE DISCOVEREDFOLLOWING THE PRESSURE TEST SHALL BE REPAIRED OR REPLACED WITH SOUND MATERIAL AND THE TESTSHALL BE REPEATED AT NO EXPENSE TO OWNER.LEAKAGE TESTA LEAKAGE TEST SHALL BE CONDUCTED CONCURRENTLY WITH THE PRESSURE TESTS.1. LEAKAGE SHALL BE DEFINED AS THE QUANTITY OF WATER THAT MUST BE SUPPLIED INTO THE NEWLY LAID PIPE,OR ANY VALVED SECTION THEREOF, TO MAINTAIN PRESSURE WITHIN 5 PSI OF THE SPECIFIED TEST PRESSUREAFTER THE AIR IN THE PIPELINE HAS BEEN EXPELLED AND THE PIPE HAS BEEN FILLED WITH WATER.2. ALLOWABLE LEAKAGE: NO PIPE INSTALLATION WILL BE ACCEPTED IF THE LEAKAGE IS GREATER THAN THATDETERMINED BY THE FOLLOWING FORMULA:WHERE:L IS THE ALLOWABLE LEAKAGE, IN GALLONS PER HOUR;N IS THE NUMBER OF JOINTS IN THE LENGTH OF PIPELINE TESTED;D IS THE NOMINAL DIAMETER OF THE PIPE, IN INCHES; ANDP IS THE AVERAGE TEST PRESSURE DURING THE LEAKAGE TEST, IN POUNDS PER SQUARE INCH GAUGE.NOTE: IN THE EVENT THAT THE FORCE MAIN IS RELATIVELY SHORT (100 FEET OR LESS), THE PROJECT ENGINEERCAN UTILIZE DISCRETION IN TEST REQUIREMENTS.TESTING FORCE MAINSSN-002LAST REVISED 04/28/162016 TRUDELL CONSULTING ENGINEERSCONTRACTOR CERTIFICATION FOR WASTEWATER SYSTEMPRIOR TO THE DESIGN ENGINEER CERTIFYING THAT THE INSTALLATION HAS BEEN INSTALLED INACCORDANCE WITH THE PERMITTED DESIGN, THE CONTRACTOR SHALL PROVIDE ACERTIFICATION THAT THE WASTEWATER SYSTEM WAS INSTALLED AND TESTED IN ACCORDANCEWITH THE APPROVED DESIGN PLANS. STATE PERMITS REQUIRE THERE SHALL BE NO DEVIATIONSFROM THE APPROVED PLANS WITHOUT PRIOR APPROVALS. THE DESIGN ENGINEER SHALL BENOTIFIED AND ALLOWED TO OBSERVE THE CRITICAL PHASES OF CONSTRUCTION INCLUDINGANY REQUIRED TESTS. LIKEWISE, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONSFROM THE APPROVED PLANS. SINCE THE DESIGN ENGINEER DOES NOT CUSTOMARILY OBSERVEALL PHASES OF THE WORK, OR ALL TESTING, HE MAY RELY ON THE CONTRACTOR'SCERTIFICATION AS THE BASIS FOR FINAL CERTIFICATION. THE CONTRACTOR SHALL THEREFORESIGN AND RETURN A COPY OF THE FOLLOWING CERTIFICATION UPON COMPLETION OF THEWORK:"I HEREBY CERTIFY THAT I HAVE INSTALLED, PROPERLY TESTED, AND SUCCESSFULLY PASSED THOSETESTS, AND THE WASTEWATER DISPOSAL AND COLLECTION SYSTEM(S) ARE BUILT INACCORDANCE WITH THE APPROVED DESIGN PLANS AND APPLICABLE PERMIT CONDITIONS."CONTRACTOR NAMEAUTHORIZED AGENTS NAMESIGNATURE DATENOTE ANY DEVIATIONS FROM APPROVED PLANS HERE:CONTRACTOR'S CERTIFICATION REQUIREDNOTE: THE CERTIFICATION AND THE PROJECT ENGINEER'S SUBSEQUENT CERTIFICATION DOES NOTVOID THE CONTRACTOR FROM REPAIR OR REPLACEMENT OF DISCREPANCIES DISCOVERED AT ALATER DATE. THE CONTRACTOR REMAINS RESPONSIBLE, INCLUDING CUSTOMARY GUARANTEEAND WARRANTY PERIODS.SN-003LAST REVISED 11/12/152015 TRUDELL CONSULTING ENGINEERSISOLATION DISTANCESENVIRONMENTAL PROTECTION RULES, CHAPTER 21, EFFECTIVE 9/29/07 SECTION 1-807GENERAL CRITERIA REGARDING ISOLATION DISTANCESA. ISOLATION DISTANCES APPLY REGARDLESS OF PROPERTY LINE LOCATION AND OWNERSHIP.B. SEPARATION BETWEEN POTABLE WATER SUPPLIES AND LEACHFIELDS SHALL BE DETERMINED BY THE METHODSIN THE VERMONT WATER SUPPLY RULE, APPENDIX A, PART 11, SECTION 11.4.C. SEWERS UNDER ROADS, DRIVEWAYS, OR PARKING LOTS MAY REQUIRE PROTECTIVE CONDUITS OR SLEEVES.D. SEPARATION OF PRESSURE WATER LINES CONSIDERED AS "SERVICE CONNECTIONS" AND SEWER LINES SHALLADHERE TO THE VERMONT PLUMBING RULES. SEPARATION OF PRESSURE WATER LINES (CONSIDERED TO BEPART OF A PUBLIC WATER SYSTEM AS DEFINED BY THE VERMONT WATER SUPPLY RULE) AND SEWER LINESSHALL ADHERE TO THE REQUIREMENTS OF THE VERMONT WATER SUPPLY RULE.E. THIS REFERS TO PUBLIC COMMUNITY WATER SYSTEMS, AS DEFINED IN THE VERMONT WATER SUPPLY RULEF. CONTACT THE DEPARTMENT OF ENVIRONMENTAL CONSERVATION'S WATER SUPPLY DIVISION, 103 SOUTHMAIN STREET, WATERBURY, VERMONT. GRAVEL PACK WELL, SHALLOW WELL OR SPRING DRAINAGE SWALES, ROADWAY DITCHES ROADWAYS, DRIVEWAYS, PARKING LOTS LAKES, PONDS, IMPOUNDMENTS OTHER DISPOSAL FIELD OR REPLACEMENT SYSTEM FOUNDATION DRAINS, FOOTING DRAINS, CURTAIN DRAINS TOP OF EMBANKMENT OR SLOPE GRATER THAN 30% SUCTION WATER LINE PROPERTY LINE (a) PUBLIC WATER SUPPLY (e) SERVICE WATER LINES DRILLED WELL RIVERS AND STREAMS MAIN OR MUNICIPAL WATER LINES TREES f 100 35 10 25 10 25 10 50 25 25 50 b b 50 -- -- -- 10 -- 10 10 10 50342 f f 50 5 c 10 10 -- 50 75 25 25 50 -- 25 d d 10 50 75 25 ATMOSPHERIC WATER STORAGE TANKS 50 50 50IMPORTANT NOTECHECK WITH STATE OR ENGINEER TO VERIFY SETBACK DISTANCES. SETBACK DISTANCES CANVARY FROM WHAT IS SHOWN HEREON BASED ON THE SIZE AND SCOPE OF THE PROJECT ORNEWLY PUBLISHED RULES FROM OTHER STATE AGENCIES.ITEMHORIZONTAL DISTANCE (FEET) *DISPOSAL FIELD SEPTIC TANKSEWER* THESE DISTANCES MAY BE REDUCED WHEN EVIDENT THAT THE DISTANCE IS UNNECESSARY TO PROTECT AN ITEM,OR INCREASED IF NECESSARY TO PROVIDE ADEQUATE PROTECTION.* INDIRECT DISCHARGE REQUIREMENTS SUPERSEDE THIS IF DIFFERENT.* WATER SUPPLY RULES SUPERSEDE THIS IF DIFFERENT.SPECIFIC CRITERIA FOR ISOLATION DISTANCES1. THE ISOLATION DISTANCE TO SURFACE WATERS SHALL BE MEASURED FROM THE NEAREST PORTION OF THELEACHFIELD, WHICH WILL BE THE TOE OF THE SYSTEM FOR MOUND AND AT-GRADE SYSTEMS. THE ISOLATIONDISTANCE MUST BE SATISFIED ON A YEAR-ROUNDBASIS, THEREFORE THE EDGE OF THE SURFACE WATER IS THEANNUAL HIGH WATER LEVEL.2. FOR MOUND WASTEWATER DISPOSAL SYSTEMS, THE LIMIT OF FILL MUST BE 25 FEET FROM ANY DOWNHILL PROPERTY LINE AND 10 FEET FROM ALL PROPERTY LINES ON THE SIDE OR UPHILL.3. NO DISPOSAL FIELD OR REPLACEMENT AREA SHALL BE CLOSER THAN 10 FEET TO ONE ANOTHER EXCEPT ASALLOWED FOR TRENCH SYSTEMS IN SECTION 1-907(M).4. IF A CURTAIN OR FOUNDATION DRAIN IS DOWNSLOPE OF THE DISPOSAL FIELD, THE DISPOSAL FIELD CANNOT BECLOSER THAN 75 FEET TO THE DRAIN. IF THE CURTAIN OR FOUNDATION DRAIN IS UPSLOPE OF THE DISPOSALFIELD, IT SHALL BE 35' IF POSSIBLE, AND A MINIMUM OF 20 FEET TO THE DISPOSAL FIELD. THE ISOLATIONDISTANCES FOR MOUND SYSTEMS SHALL BE FROM THE EDGE OF THE MINIMUM BASAL AREA OR THE EDGE OFTHE ABSORPTION TRENCH OR BED WHICHEVER IS CLOSER. THIS DISTANCE MAY BE REDUCED IF THECONSULTANT PROVIDES ADEQUATE DATA AND ANALYSIS TO SHOW THAT EFFLUENT FROM THIS SOIL BASEDSYSTEM WILL NOT ENTER THE DRAIN OR INCREASED IF EFFLUENT WILL ENTER THE DRAIN.1302/02/17 JADAdd Unit 3B ¬Sheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUT ELSSTATE OF VERMON T PROF E SSIONAL ENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:C8-0502/03/2017Shown14-087RMPJAD----¬SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, Vermont1WW & Local ReviewJAD02/12/15203/11/15 JADUpdated For Final Approval& ConstructionUnit 3B Details302/02/17 JADAdd Unit 3B2016 TRUDELL CONSULTING ENGINEERSTYPICAL WATER TRENCHINSTALL TRENCH DAM INTRENCH TO PREVENTGROUNDWATER MOVEMENTIN THE PIPE BEDDING. 100'SPACING MAXIMUM.12"CL6' MINIMUMD6"6"FOR GRASSEDAREASFOR PAVED orGRAVEL SURFACES3/4" CRUSHED STONE ORSAND BEDDINGWATER MAIN(SEE SITE PLAN FORPIPE SIZE & MATERIAL)ALL BACKFILL TO BE COMPACTED IN6" LIFTSSEE ROADWAYSECTION orMATCH EXISTINGSEED AND MULCH, OVERFILL FORSETTLEMENTGRADE AT 2:1 SLOPEWHEN DEPTH EXCEEDS 5'24"WHERE 6' OF COVER CANNOT BEMAINTAINED, COVER WATER MAIN WITH2" INSULATION BOARD, AND USE MINIMUM2" INSULATION BOARD ON SIDES. AT ALLROAD, DRIVE AND SIDEWALK (SURFACE)CROSSINGS INSTALL 2" INSULATION BOARDON TOP AND SIDES AS SHOWN ANDEXTEND 10' BEYOND SURFACE IN BOTHDIRECTIONS. INSULATION SHALL BE FULLWIDTH OF TRENCH.DETECTABLE METALLIC WARNING TAPELABELED "WATER"4"x4"x48" PRESSURE TREATED POST OREQUIVALENT PLASTIC MARKER EVERY200' AND AT ALL BENDS (GRASSEDAREAS) PAINTED BLUE UNLESSINDICATED OTHERWISEBACKFILL FREE OF ORGANIC OR FROZENMATERIAL. COMPACTED TO 90% DENSITYSTANDARD PROCTOR IN GRASSED AREASINITIAL 12" OF SELECT BACKFILL FREE OFORGANIC OR FROZEN MATERIALCOMPACTED TO 95% DENSITY STANDARDPROCTOR IN GRASSED AREASBACKFILL MATERIAL TO MATCHSTRUCTURAL ROADWAY GRAVEL, SEEROADWAY SECTION. COMPACTED TO95% DENSITY STANDARD PROCTORNOTES:1. LENGTH OF OPEN TRENCH SHALL BEKEPT TO A MINIMUM.2. IF UNSUITABLE MATERIAL IS REMOVED BELOW BEDDING, REPLACE WITHMATERIAL APPROVED BY ENGINEERAND COMPACT TO 95% MAXIMUMDENSITY.3. NO MECHANICAL TAMPERS SHALL BEUSED DIRECTLY OVER PIPE TO INSUREPIPE IS NOT DAMAGED.4. BEDDING TO PROVIDE FIRM, STABLE, CONTINUOUS AND UNIFORM SUPPORTFOR THE FULL LENGTH OF PIPE.5. INSTALL WATER MAIN INACCORDANCE WITH MANUFACTURESGUIDELINES.6. IF 6' OF COVER CAN NOT BEMAINTAINED DISCUSS WITH PROJECTENGINEER AND TOWN (IF APPLICABLE)PRIOR TO INSTALLING. ADDITIONALINSULATION OR OTHER MEASURES MAYBE REQUIRED DEPENDING ON COVER.7. SUBMIT SHOP DRAWINGS PRIOR TOINSTALLATION.8. IN NO CASE SHALL THE WATER MAIN BEBURIED LESS THAN 4 1/2 FEET BELOWFINISHED GRADE.W-001LAST REVISED 04/05/2016TRENCH OD + 24"2016 TRUDELL CONSULTING ENGINEERSTYPICAL COPPER SERVICE CONNECTIONMARK LOCATION OFCURB STOP WITH A 2 X 4BROUGHT TO THESURFACE WITH THE LETTER"W" MARKED ON IT, IFCONNECTION WILL NOTBE MADE TO END USERPLLC45°CL6"±5 1/2'MIN.FOR D.I. CLASS 52 A DIRECT TAP (WITHOUTA SADDLE) IS ACCEPTABLE. FOR PVC, PE,OR CLASS 350 D.I. USE SMITH-BLAIR 300SERIES SADDLE OR EQUAL.ERIE CURB BOX WITHSTATIONARY ROD ANDARCH PATTERN BASESTAINLESS STEEL ROD2" RIGID INSULATION OVER BEND(NOT NEEDED IF BURY IS 6 FT. OR MORE)CORPORATION STOPBALL VALVE STYLEDOUBLE STRAP EPOXYCOATED STAINLESS STEELBANDSWATER MAIN3/4" CRUSHED STONE ORSAND BEDDING4" X 8" X 16" CLASS D CONCRETEPAD ON COMPACTED BASE3/4" - 1" QUARTER TURN BALL VALVECURB STOP WITH 110 COMPRESSIONCONNECTIONS, MUELLER H-25209OR CAMBRIDGE BRASSTYPE K COPPER OR CTS POLYNOTES:1. 3/4" AND 1" CORPORATIONS SHALLBE DIRECTLY TAPPED INTO DUCTILEIRON PIPE 6" AND LARGER INDIAMETER. LARGER SIZECORPORATIONS UP TO 2" SHALLREQUIRE USE OF A TAPPING SADDLE.A CONNECTION MADE TO A PIPETHAT REQUIRES A SADDLE OR IS NOTDUCTILE IRON WILL HAVE A BODYWITH A SUITABLE OUTLET, SEAL, ANDSUITABLE MEANS FOR ATTACHMENTTO THE MAIN. THE SADDLE SHALLPROVIDE A DRIP TIGHT CONNECTIONAND SHALL BE TEFLON OR EPOXYCOATED WITH STAINLESS STEELSTRAPS, BOLTS, NUTS ANDMECHANISM FOR ATTACHING TO THEPIPE BARREL.2. INSTALL PER MANUFACTURESINSTALLATION GUIDELINES ANDTOWN PUBLIC WORK STANDARDSWHEN APPLICABLE. ALSOCOORDINATE WITH TOWN ENGINEERWHEN APPLICABLE.3. PRIOR TO CONSTRUCTION SUBMITSHOP DRAWING OF MATERIALS ANDINSTALLATION PROCEDURE TOPROJECT ENGINEER.4. CHLORINATE AND SUCCESSFULLYTEST WATER QUALITY PRIOR TOMAKING SERVICE AVAILABLE FORUSE.W-002LAST REVISED 12/09/2016PENTAGON PLUGCOVER CURB BOXSET FLUSH TO GRADEEXISTING SOILCURB STOP6'± UNLESS INDICATEDOTHERWISE ON SITE PLANW-0041"=1'-0"LAST REVISED 04/05/20162016 TRUDELL CONSULTING ENGINEERSTYPICAL WATER/SEWER CROSSINGWATERSEWERREQUIREMENTS:1. WATER MAINS CROSSING SEWERSSHALL BE LAID TO PROVIDE AMINIMUM VERTICAL DISTANCE OF18 INCHES BETWEEN THE OUTSIDEOF WATER MAIN AND THE OUTSIDEOF SEWER. THIS SHALL BE THE CASEWHERE THE WATER MAIN IS EITHERABOVE OR BELOW THE SEWER. ATCROSSINGS, ONE FULL LENGTH OFWATER PIPE SHALL BE LOCATED SOBOTH JOINTS WILL BE AS FAR FROMTHE SEWER AS POSSIBLE. IF THESEWER MAIN IS OVER THE WATERMAIN, THE FIRST SEWER PIPE JOINTSON EACH SIDE OF THE WATER MAINMUST BE CONCRETE ENCASED.SPECIAL STRUCTURAL SUPPORT FORTHE WATER AND SEWER PIPES MAYBE REQUIRED. WATER MAINS SHALLNOT PASS THROUGH SEWERMANHOLES OR BE SUBMERGED INBASINS CONTAINING SEWAGE OROTHER GROSSLY CONTAMINATEDOR HAZARDOUS MATERIAL.2. THE PROJECT ENGINEER SHALLOBSERVE ALL CROSSINGS, PRIOR TOBACKFILL.3. ANY DEVIATION TO THIS MINIMUMREQUIREMENT IS SUBJECT TOREVIEW AND APPROVAL OFREGULATORY AUTHORITIES.4. PRIOR TO CROSSING THECONTRACTOR SHALL SUPPLY INVERTOF SEWER TO PROJECT ENGINEER.INVERTCOMPACTEDCRUSHED STONEBACKFILL IN 6" LIFTSW-0133/4"=1'-0"LAST REVISED 04/05/20162016 TRUDELL CONSULTING ENGINEERSTYPICAL WATER CURB STOPLCPAVED AREASIN NON PAVEMENT AREA MARK LOCATION OF CURB STOP WITHA 2x4 BROUGHT TO THE SURFACE WITH THE LETTER "W" MARKEDON IT, SET FLUSH TO GRADEERIE CURB BOX WITHSTATIONARY ROD ANDARCH PATTERN BASE3/4" - 1" PLUG TYPECURB STOP WITHCOMPRESSIONCONNECTIONS(MUELLER H-25209)4" x 8" x 16" CLASS D CONCRETE PADON COMPACTED BASESTAINLESS STEELRODTYPE K COPPEROR CTS POLYNOTES:1. 3/4" AND 1" CORPORATIONS SHALL BE DIRECTLY TAPPED INTODUCTILE IRON PIPE 6" AND LARGER IN DIAMETER. LARGER SIZECORPORATIONS UP TO 2" SHALL REQUIRE USE OF A TAPPINGSADDLE. A CONNECTION MADE TO A PIPE THAT REQUIRES ASADDLE OR IS NOT DUCTILE IRON WILL HAVE A BODY WITH ASUITABLE OUTLET, SEAL, AND SUITABLE MEANS FORATTACHMENT TO THE MAIN. THE SADDLE SHALL PROVIDE ADRIP TIGHT CONNECTION AND SHALL BE TEFLON OR EPOXYCOATED WITH STAINLESS STEEL STRAPS, BOLTS, NUTS ANDMECHANISM FOR ATTACHING TO THE PIPE BARREL.2. INSTALL PER MANUFACTURES INSTALLATION GUIDELINES ANDTOWN PUBLIC WORK STANDARDS WHEN APPLICABLE. ALSOCOORDINATE WITH TOWN ENGINEER WHEN APPLICABLE.3. PRIOR TO CONSTRUCTION SUBMIT SHOP DRAWING OFMATERIALS AND INSTALLATION PROCEDURE TO PROJECTENGINEER.4. CHLORINATE AND SUCCESSFULLY TEST WATER QUALITY PRIORTO MAKING SERVICE AVAILABLE FOR USE.EXISTING SOIL3/4" - 1" QUARTER TURN BALL VALVE CURB STOPWITH COMPRESSION CONNECTIONS, MUELLERH-25209 OR CAMBRIDGE BRASSFOR 1 1/2"-2" ADD ENLARGED FOOTPIECECURB STOPW-010LAST REVISED 01/12/20162016 TRUDELL CONSULTING ENGINEERSPARALLEL WATER INSTALLATIONWATER SEWERSTORM5' MIN10' MINREQUIREMENTS:1. WATER MAINS SHALL BE LAID AT LEAST 10' HORIZONTALLY FROM ANY EXISTING ORPROPOSED MANHOLE OR SANITARY SEWER. THIS DISTANCE CAN BE REDUCED TO 5' FORSTORM SEWERS. THE DISTANCE SHALL BE MEASURED EDGE TO EDGE. CONSULT WITHENGINEER IF THESE SEPARATIONS ARE NOT AVAILABLE.2. THE PROJECT ENGINEER SHALL PERIODICALLY OBSERVE THIS DURING CONSTRUCTION TOENSURE PROPER SEPARATION. AND THE CONTRACTOR SHALL SUPPLY AS-BUILTSREFERENCING PROPER SEPARATIONSWSR APPENDIX SUBSECTION 8.6.22014 TRUDELL CONSULTING ENGINEERSTYPICAL GRAVEL ROAD OR PARKING SECTIONDRIVEWAYSSECTIONI. SUBBASE, SAND CUSHION AND SUBGRADE SHOULD BE CONSTRUCTED AND COMPACTED TO THEDIMENSIONS SHOWN IN ACCORDANCE WITH VERMONT AGENCY OF TRANSPORTATIONSPECIFICATIONS, STANDARD A-76. WHERE MORE STRINGENT LOCAL ORDINANCES HAVE BEENADOPTED RELATIVE TO ROAD DIMENSIONS AND CONSTRUCTION, THEY SHOULD GOVERN.2. COMPACT ALL SUBBASE MATERIALS TO 95% MAXIMUM DENSITY (STANDARD PROCTOR).3. IF GROUNDWATER OR SOFT SPOTS ARE ENCOUNTERED CONTACT THE ENGINEER TO DISCUSSADDED MEASURES SUCH AS UNDERDRAIN.6666RESIDENTIAL COMMERCIALCNOTES:618 12186COMMERCIALPRIVATEROADSTHICKNESS (INCHES)PARKING LOTS6" SAND BORROW AND CUSHION TO BE USEDIN POORLY DRAINED SOILS OR OVERBEDROCK (VAOT 703.03)126RESIDENTIALCABUNDISTURBED SUBGRADE ORCOMPACTED FILLABMIRAFI 500X STABILIZATION FABRICINSTALLATION IN ACCORDANCE WITHMANUFACTURER'S RECOMMENDATIONSCRUSHED GRAVEL (VAOT 704.05A FINE)812GRAVEL BASE (VAOT 704.04) ORCRUSHED GRAVEL (VAOT 704.05A COARSE)6SD-0021"=1'LAST REVISED 12/08/20144WN-002LAST REVISED 9/10/20152015 TRUDELL CONSULTING ENGINEERSCONTRACTOR'S CERTIFICATIONCONTRACTOR'S CERTIFICATION REQUIREDPRIOR TO THE DESIGN ENGINEER CERTIFYING THAT THE INSTALLATION HAS BEEN INSTALLED INACCORDANCE WITH THE PERMITTED DESIGN, THE CONTRACTOR SHALL PROVIDE ACERTIFICATION THAT THE WATER SYSTEM WAS INSTALLED AND TESTED IN ACCORDANCE WITHTHE APPROVED DESIGN PLANS. STATE PERMITS REQUIRE THERE SHALL BE NO DEVIATIONS FROMTHE APPROVED PLANS WITHOUT PRIOR APPROVALS. THE DESIGN ENGINEER SHALL BE NOTIFIEDAND ALLOWED TO OBSERVE THE CRITICAL PHASES OF CONSTRUCTION INCLUDING ANYREQUIRED TESTS. LIKEWISE, THE DESIGN ENGINEER SHALL BE NOTIFIED OF ANY DEVIATIONS FROMTHE APPROVED PLANS. SINCE THE DESIGN ENGINEER DOES NOT CUSTOMARILY OBSERVE ALLPHASES OF THE WORK, OR ALL TESTING, HE MAY RELY ON THE CONTRACTOR'S CERTIFICATIONAS THE BASIS FOR FINAL CERTIFICATION. THE CONTRACTOR SHALL THEREFORE SIGN AND RETURNA COPY OF THE FOLLOWING CERTIFICATION UPON COMPLETION OF THE WORK:"I HEREBY CERTIFY THAT I HAVE INSTALLED, PROPERLY TESTED, AND SUCCESSFULLY PASSED THOSETESTS, AND THE WATER SYSTEM(S) ARE BUILT IN ACCORDANCE WITH THE APPROVED DESIGNPLANS AND APPLICABLE PERMIT CONDITIONS."CONTRACTOR NAME:AUTHORIZED AGENTS NAME:SIGNATURE: DATE:NOTE ANY DEVIATIONS FROM APPROVED PLANS HERE:FOR POTABLE WATER SYSTEMSNOTE: THE CERTIFICATION AND THE PROJECT ENGINEER'S SUBSEQUENT CERTIFICATION DOES NOTVOID THE CONTRACTOR FROM REPAIR OR REPLACEMENT OF DISCREPANCIES DISCARDED AT ALATER DATE. THE CONTRACTOR REMAINS RESPONSIBLE, INCLUDING CUSTOMARY GUARANTEEAND WARRANTY PERIODS.SW-0021/2"=1'LAST REVISED 12/09/20142014 TRUDELL CONSULTING ENGINEERSPOLYETHYLENE (HDPE) END SECTIONELEVATION VIEW"D"POLYETHYLENE FLARED END SECTION,POLYETHYLENE FLARED END SECTION,ADVANCED DRAINAGE SYSTEMS (ADS)SMOOTH INTERIOR, CORRUGATEDPOLYETHYLENE PIPE (HDPE).SITE PLANSLOPE AS PERSIDES OF END SECTIONTO MATCH TAPEREDFINISHED GRADEADS OR EQUAL.N-12, OR EQUAL.EXTERIOR, HIGH DENSITYPLAN VIEWADS OR EQUAL.SITE PLANSLOPE AS PERINLETCONDITIONOUTLETCONDITIONOUTLETCONDITIONINLETCONDITION"D"PROVIDE 18" TYPE II RIPRAPOVER 12" TYPE P204 RIPRAPFOR PIPES 15" OR SMALLER.USE 18" TYPE II OVER 12" TYPEP204 FOR PIPE OVER 15".MINIMUM AREA 5' WIDE x 20' LONG6" PVC RISER WITH TRASHRACK CUT TO ELEVATION A352.4VARIESNTSTEE OUTLET STRUCTURE353.5TO OUTLETFIRST 5 FEET OF PIPE COMPACTEDNATIVE MATERIAL (TYP. ALL DRY BASINS)6" PVC TEE6" PVC6" END CAP WITH 1"DRILLED ORIFICE ATELEVATION ACOMPACTEDNATIVEMATERIALINSTALL TRASH RACKOVER ORIFICESW-0361/2 = 1'LAST REVISED 3/01/172017 TRUDELL CONSULTING ENGINEERSLEVEL SPREADER6' MIN.12" MIN.8" COMPACTED GRAVEL6-12" TYPE I RIP-RAPMIRAFI 500X FABRICMIN. 7'UNDISTURBEDSOILPRECAST CONCRETE CURBDOWEL SECTIONSTOGETHER403/09/17 JADRevise House StormwaterNo. 8917JENNNNNNNNNIIIIIIFFFFFFFFFERAAAAAANNNNNNNNNNNNNNDDDDDDEEEESSSSSSSSAAAAAAAAUUUUUT ELSSTAAAAAAAAAAAAATTTTTTTTTTTTTEEEEEEEEEEEEEEEOFFFFVVVVVVVVERRRRRRMMMMMMMMMMMMMMMOOOOOOOOOOOOMMMNT Civil Engineering Land Surveying Landscape Architecture Environmental Services 478 Blair Park Road Williston, VT 05495 802 879 6331 www.tcevt.com TRUDELL Consulting EngineersSynergy Development 3-Lot PUD 1741 Spear Street Stormwater Design Brief March 8, 2017 Update 1. Project Description Synergy Development, LLC (Applicant) proposes the subdivision of the existing single-family residence at 1741 Spear Street in the City of South Burlington. The proposed project adds one single family home to a previously approved Planned Unit Development (PUD) for an existing residence and three new single- family homes. As this project is located in the Stormwater Overlay District, a stormwater treatment system is required to maintain or improve upon the existing hydrologic condition for both the one year storm event (2.1”) and 25-year storm event (4.0”). The stormwater treatment system described in this narrative addresses the impervious surfaces for the proposed project, consisting of 0.48 acres of proposed new roads and buildings as well as the existing 0.10 acres of impervious surfaces on the property. This report is an update to the original submitted to the City as part of a previous preliminary/final plat application. The preceding application proposed two new homes additional to the existing residence for a 3-unit PUD while this report considers a third new home for a 4-unit PUD. Based on this change, the following items have been altered from the original report: Drainage areas and runoff routing are revised based on the additional home which does result in increased impervious area, A grass swale and a small dry detention pond have been added around the newly proposed home on Lot 3 to divert and control excess stormwater before discharging into the drainage are of the existing home which flows offsite, Due to the above, the discharge rate from the drainage area which flows north offsite to a neighboring residence has been minimized, The updated drainage areas have been modeled to ensure that the existing treatment system is and newly proposed dry pond are capable of controlling flows from both the 1-year and 25-year storm events. Page 2 of 6 Stormwater Narrative – Synergy Development March 8, 2017 Update 2. Receiving Waters Stormwater runoff from this site currently discharges to Bartlett Brook, located approximately 1,400 feet to the west of the project parcel. This stream is considered impaired due to stormwater by the Agency of Natural Resources, and is on the 303(d) list of impaired watersheds. 3. Existing Conditions The site currently consists of a 3.62 acre parcel with a single family home located near Spear Street. Impervious cover on the site is approximately 4,140 square feet and is limited to the existing driveway and house. The remainder of the site is open space, with grass predominating on the east portion of the parcel and woods dominating on the west side of the parcel. Slopes range from moderate on the east and central portions of the site (4% – 7%), increasing to 15% at the western property line. Further to the west the slope continues to drop, terminating at Harbor Ridge Road approximately 200 feet west of the property line. In addition to the project area, offsite land flows onto the property as well. The Westview neighborhood to the south drains a portion of its runoff onto the property, and a 9.3 acre area to the east of Spear Street discharges onto the project property through an existing 24” culvert under the road. Soils are predominately Hydrologic Soil Group (HSG) D, with some HSG C soils on the western side of the property. A Pre-Development Drainage Map illustrating these site conditions is attached to this report. 4. Existing Stormwater System Drainage for the property leaves the site in three locations. On the north side of the property, a natural channel conveys runoff from the existing house and most of the remainder of the lot. This is represented by DA2 on the attached Pre Development Drainage Map. On the western property boundary, a channel conveys runoff offsite. On the western property boundary, a channel conveys runoff offsite. A smaller portion of the property drains to this channel, as well as runoff from the area east of Spear Street. These two drainage areas are represented by DA1 and DA4, respectively. All of this runoff is conveyed to City catch basin 0307, which is located on the Rice property. In the southwest corner of the property, a third channel conveys a small portion of the property’s runoff Page 3 of 6 Stormwater Narrative – Synergy Development March 8, 2017 Update and a portion of the Westview neighborhood’s runoff. This channel drains to City catch basin 2798, on the Swanson property, and is represented by DA3. 5. Proposed Stormwater System In the previous application a dry detention basin located on Lot 1 was proposed to mitigate the new impervious surfaces and clearing associated with the project. Further, the previous application included an improved drainage swale to be constructed along the existing drainage path to more effectively convey offsite runoff through the project to CB 0307. The inlets for both CB 0307 and 2798 have also been enlarged to improve the previously existing system’s capacity. Since the last application, and due to the additional impervious from the home and drive now being proposed on Lot 3, there is an added drainage channel and a small dry detention pond proposed around the new home. This proposed channel and dry pond controls the discharge of additional stormwater runoff created by the newly proposed unit on-site for both the 1-year and 25-year storm events. Updated proposed land cover and drainage areas are shown on the Post Development Drainage Map included with this report. The original dry basin on Lot 1 serves to capture runoff from the majority of the development involved with the proposed PUD and release it at a rate below the existing peak discharge rate for storm events at or below a 25-year storm. The newly proposed small dry detention pond on Lot 3 controls stormwater flow from the additional proposed lot before discharging through a 6” culvert northwest of the home. The outlet of the 6” culvert includes a flow spreader to minimize the outlet impact. The pipe outlet enters the drainage area of the original house and will flow offsite. The addition of the small dry detention pond to treat stormwater from the new unit decreases discharge offsite by 1.07 cfs for the 1-year storm and 3.97 cfs for the 25-year storm. Controlling flows below the pre-development rate ensures the project will have no undue adverse impact on any downstream structures. Details for the outlet structures of the small dry detention basins are provided on C8-03 of the plan set. Runoff from the original pond discharges through an agri-drain structure and 15” pipe which outfalls onto the rip-rap lined channel before entering the downstream catch basin CB 0307. Larger storm events are conveyed via overflow spillway which is routed to the rip-rap lined channel. Finally, the swale is also routed to the existing channel. The rip-rap is in place to ensure its long term Page 4 of 6 Stormwater Narrative – Synergy Development March 8, 2017 Update stability. Details of the outlet structure are provided on sheet C8-03 of the plan set. HydroCAD modeling results of the one-year and 25-year storm events for the full system are also provided in an attachment to this report. 6. South Burlington Stormwater Overlay District Compliance As this site is located within the City’s Stormwater Overlay District (SOD), and the site disturbs more than 0.5 acres of land, this project must comply with Section 12.03 of the Land Development Regulations. One-Year Storm Standard Per Section 12.03 C (1), the post construction peak runoff rate for the one-year, twenty-four hour (2.1 inch) rain event shall not exceed the existing peak runoff rate for the same storm event from the site under current conditions. The proposed dry detention basins mitigate the peak flows to meet this standard. A HydroCAD model has been prepared to address this requirement and the modeling results have been attached to this report. As the property’s topography divides the existing house from the proposed development, compliance with this criterion is measured at sub-catchment DA1 in the model for the pre-development condition and at the discharge of the detention basin in the post-development condition. Low-Impact Development (LID) Measures This project implements the non-structural elements of LID. As an existing residential lot, the addition of three new building lots is infill and avoids the further fragmentation of open space in the City. Tree clearing has been limited to a building envelope to allow the forest to uptake runoff. Access to the lots is via shared access driveway, whose width has been minimized to the extent practicable, maintaining safety. Open space is preserved in the Community Open Space Easement on the west side of Lot 3. As this site is located on relatively impermeable soils (HSG C and D according to NRCS mapping), infiltrative practices have little applicability for this project. Drainage Structures Page 5 of 6 Stormwater Narrative – Synergy Development March 8, 2017 Update Per Section 12.03 E, the structures shown on the site plans have been designed to remove surface runoff from upstream development (i.e. east of Spear Street) and responsibly convey it offsite. Per discussions with the area residents, this area has been subject to ongoing drainage issues. The development associated with this project will not have an adverse effect on the project’s neighbors, and may improve upon existing conditions. With the additional home on Lot 3 a large section of DA2 around the newly proposed home has been controlled onsite. This minimizes the uncontrolled drainage area which flows to the north neighboring property and in turn may decrease flooding effects for the north abutter. The areas of cleared trees and impervious surfaces all drain to the dry detention basins, which reduce peak flow rate from the development. Runoff from the east of Spear Street is conveyed around the detention basin and ties into the existing channel. For the 25-year storm event, the peak runoff rate is below the existing peak rate. Runoff from this area drains to City CB0307. For the runoff on the property draining to the southwest, the amount of area has been reduced, and the corresponding peak flow rate is reduced. The inlet of CB2798 is undersized; the HydroCAD model for the existing condition gives an error message indicating the catch basin inlet is flooded. Existing inlets to the City catch basins are 18-inch round openings, protected with a metal trash rack (see picture at right). Leaves frequently clog the grates, and the homeowners must clean the inlets to prevent further flooding. As part of this project, the Applicant proposes to increase the capacity of these inlets by widening the openings to 30 inches. In addition, a new top section will be provided which will allow leaves to pass through the inlet and through the pipes and reduce the clogging potential. Page 6 of 6 Stormwater Narrative – Synergy Development March 8, 2017 Update The HydroCAD model shows these inlets as the final discharge points for upstream runoff. Refer to sheet C8-03 of the plan set for a detail of this structure. 7. Conclusions A summary of the hydrologic performance of the site under existing conditions and proposed conditions is provided in the table below: Scenario CB0307 CB2798 Downstream Existing Flow Rate (1-year)7.63 5.12 2.5 Proposed Flow Rate (1-year) 7.42 5.07 1.43 Existing Flow Rate (25-year) 28.02 16.84 8.83 Proposed Flow Rate (25-year)27.2 16.53 4.86 The development of this parcel, along with the proposed stormwater management system, will improve the hydrologic conditions for the down gradient recipients of the site’s runoff. The improved channels to the offsite drain inlets will also minimize future erosion and safely convey the runoff from the property. DA1 Project Area DA2 Existing House DA3 Offsite area - south DA4 E side of Spear St 1R existing drainage path 1P spear st culvert 0307I inlet 2798I inlet Routing Diagram for 14-087 - Existing Model Prepared by Trudell Consulting Engineers, Printed 2/17/2017 HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 2HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.559 74.0 >75% Grass cover, Good, HSG C (DA1, DA3) 7.542 80.0 >75% Grass cover, Good, HSG D (DA1, DA2, DA3, DA4) 0.303 98.0 Paved parking, HSG C (DA3) 1.091 98.0 Paved parking, HSG D (DA1, DA2, DA3, DA4) 0.842 70.0 Woods, Good, HSG C (DA1, DA2, DA3) 7.657 77.0 Woods, Good, HSG D (DA1, DA2, DA3, DA4) 17.994 79.5 TOTAL AREA 14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 3HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 1.704 HSG C DA1, DA2, DA3 16.290 HSG D DA1, DA2, DA3, DA4 0.000 Other 17.994 TOTAL AREA 14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 4HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.559 7.542 0.000 8.101 >75% Grass cover, Good DA1, DA2, DA3, DA4 0.000 0.000 0.303 1.091 0.000 1.395 Paved parking DA1, DA2, DA3, DA4 0.000 0.000 0.842 7.657 0.000 8.499 Woods, Good DA1, DA2, DA3, DA4 0.000 0.000 1.704 16.290 0.000 17.994 TOTAL AREA Type II 24-hr 1-year Rainfall=2.10"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 5HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.972 ac 4.53% Impervious Runoff Depth=0.46"Subcatchment DA1: Project Area Flow Length=816' Slope=0.0995 '/' Tc=9.7 min CN=75.9 Runoff=0.64 cfs 0.037 af Runoff Area=2.562 ac 4.64% Impervious Runoff Depth=0.56"Subcatchment DA2: Existing House Flow Length=373' Slope=0.0640 '/' Tc=6.0 min CN=78.5 Runoff=2.50 cfs 0.120 af Runoff Area=222,260 sf 15.57% Impervious Runoff Depth=0.65"Subcatchment DA3: Offsite area - south Flow Length=756' Slope=0.0711 '/' Tc=9.3 min CN=80.6 Runoff=5.12 cfs 0.277 af Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=0.60"Subcatchment DA4: E side of Spear St Flow Length=787' Slope=0.0443 '/' Tc=12.7 min CN=79.5 Runoff=7.50 cfs 0.470 af Avg. Flow Depth=0.65' Max Vel=6.65 fps Inflow=7.38 cfs 0.470 afReach 1R: existing drainage path n=0.030 L=851.0' S=0.0657 '/' Capacity=16.48 cfs Outflow=7.17 cfs 0.470 af Peak Elev=369.58' Storage=321 cf Inflow=7.50 cfs 0.470 afPond 1P: spear st culvert Outflow=7.38 cfs 0.470 af Peak Elev=311.74' Storage=17 cf Inflow=7.63 cfs 0.508 afPond 0307I: inlet Primary=7.63 cfs 0.508 af Secondary=0.00 cfs 0.000 af Outflow=7.63 cfs 0.508 af Peak Elev=314.44' Storage=9 cf Inflow=5.12 cfs 0.277 afPond 2798I: inlet Primary=5.12 cfs 0.277 af Secondary=0.00 cfs 0.000 af Outflow=5.12 cfs 0.277 af Total Runoff Area = 17.994 ac Runoff Volume = 0.904 af Average Runoff Depth = 0.60" 92.25% Pervious = 16.600 ac 7.75% Impervious = 1.395 ac Type II 24-hr 1-year Rainfall=2.10"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 6HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Project Area Runoff = 0.64 cfs @ 12.03 hrs, Volume= 0.037 af, Depth= 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.033 74.0 >75% Grass cover, Good, HSG C0.373 70.0 Woods, Good, HSG C0.044 98.0 Paved parking, HSG D0.230 80.0 >75% Grass cover, Good, HSG D0.292 77.0 Woods, Good, HSG D 0.972 75.9 Weighted Average 0.928 95.47% Pervious Area 0.044 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 816 0.0995 1.40 Lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 2.50 cfs @ 11.98 hrs, Volume= 0.120 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.057 70.0 Woods, Good, HSG C 0.119 98.0 Paved parking, HSG D 0.619 80.0 >75% Grass cover, Good, HSG D 1.767 77.0 Woods, Good, HSG D 2.562 78.5 Weighted Average 2.443 95.36% Pervious Area 0.119 4.64% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 373 0.0640 1.04 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 5.12 cfs @ 12.02 hrs, Volume= 0.277 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Type II 24-hr 1-year Rainfall=2.10"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 7HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 13,217 98.0 Paved parking, HSG C 22,911 74.0 >75% Grass cover, Good, HSG C 17,943 70.0 Woods, Good, HSG C 21,392 98.0 Paved parking, HSG D 87,710 80.0 >75% Grass cover, Good, HSG D 59,087 77.0 Woods, Good, HSG D 222,260 80.6 Weighted Average187,651 84.43% Pervious Area34,609 15.57% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.35 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 7.50 cfs @ 12.06 hrs, Volume= 0.470 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr 1-year Rainfall=2.10" Area (ac) CN Description 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good, HSG D 9.358 79.5 Weighted Average8.921 95.33% Pervious Area 0.437 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1R: existing drainage path Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year eventInflow = 7.38 cfs @ 12.08 hrs, Volume= 0.470 afOutflow = 7.17 cfs @ 12.10 hrs, Volume= 0.470 af, Atten= 3%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 6.65 fps, Min. Travel Time= 2.1 min Avg. Velocity = 2.20 fps, Avg. Travel Time= 6.4 min Peak Storage= 917 cf @ 12.10 hrs Average Depth at Peak Storage= 0.65' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 16.48 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.0 '/' Top Width= 3.00' Length= 851.0' Slope= 0.0657 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Type II 24-hr 1-year Rainfall=2.10"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 8HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.50 cfs @ 12.06 hrs, Volume= 0.470 af Outflow = 7.38 cfs @ 12.08 hrs, Volume= 0.470 af, Atten= 2%, Lag= 1.0 min Primary = 7.38 cfs @ 12.08 hrs, Volume= 0.470 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 369.58' @ 12.08 hrs Surf.Area= 706 sf Storage= 321 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug-Flow detention time= 0.5 min calculated for 0.470 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 872.9 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices #1 Primary 368.38'24.0" Round Culvert L= 40.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38'24.0" Vert. control orifice C= 0.600 Primary OutFlow Max=7.37 cfs @ 12.08 hrs HW=369.58' TW=367.52' (Dynamic Tailwater) 1=Culvert ( Controls 7.37 cfs) 2=control orifice (Orifice Controls 7.37 cfs @ 3.73 fps) Summary for Pond 0307I: inlet Inflow Area = 10.330 ac, 4.66% Impervious, Inflow Depth = 0.59" for 1-year eventInflow = 7.63 cfs @ 12.10 hrs, Volume= 0.508 afOutflow = 7.63 cfs @ 12.10 hrs, Volume= 0.508 af, Atten= 0%, Lag= 0.1 minPrimary = 7.63 cfs @ 12.10 hrs, Volume= 0.508 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 311.74' @ 12.10 hrs Surf.Area= 36 sf Storage= 17 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug-Flow detention time= 0.0 min calculated for 0.508 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 877.9 - 877.9 ) Type II 24-hr 1-year Rainfall=2.10"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 9HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.94 3 0 0 311.00 8 0 0312.00 45 27 27312.50 83 32 59 Device Routing Invert Outlet Devices #1 Primary 310.94'18.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30'8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=7.62 cfs @ 12.10 hrs HW=311.74' (Free Discharge) 1=structure inlet (Orifice Controls 7.62 cfs @ 4.31 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge)2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798I: inlet Inflow Area = 5.102 ac, 15.57% Impervious, Inflow Depth = 0.65" for 1-year event Inflow = 5.12 cfs @ 12.02 hrs, Volume= 0.277 af Outflow = 5.12 cfs @ 12.02 hrs, Volume= 0.277 af, Atten= 0%, Lag= 0.0 min Primary = 5.12 cfs @ 12.02 hrs, Volume= 0.277 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 314.44' @ 12.02 hrs Surf.Area= 26 sf Storage= 9 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug-Flow detention time= 0.0 min calculated for 0.277 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 864.6 - 864.6 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices #1 Primary 313.96'18.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30'9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Type II 24-hr 1-year Rainfall=2.10"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 10HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Primary OutFlow Max=5.12 cfs @ 12.02 hrs HW=314.44' (Free Discharge) 1=inlet opening (Weir Controls 5.12 cfs @ 2.26 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge)2=headwall spillway ( Controls 0.00 cfs) Type II 24-hr 25-year Rainfall=4.00"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 11HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.972 ac 4.53% Impervious Runoff Depth=1.73"Subcatchment DA1: Project Area Flow Length=816' Slope=0.0995 '/' Tc=9.7 min CN=75.9 Runoff=2.62 cfs 0.140 af Runoff Area=2.562 ac 4.64% Impervious Runoff Depth=1.93"Subcatchment DA2: Existing House Flow Length=373' Slope=0.0640 '/' Tc=6.0 min CN=78.5 Runoff=8.83 cfs 0.411 af Runoff Area=222,260 sf 15.57% Impervious Runoff Depth=2.09"Subcatchment DA3: Offsite area - south Flow Length=756' Slope=0.0711 '/' Tc=9.3 min CN=80.6 Runoff=16.84 cfs 0.888 af Runoff Area=9.358 ac 4.67% Impervious Runoff Depth=2.00"Subcatchment DA4: E side of Spear St Flow Length=787' Slope=0.0443 '/' Tc=12.7 min CN=79.5 Runoff=26.25 cfs 1.562 af Avg. Flow Depth=1.28' Max Vel=9.06 fps Inflow=27.16 cfs 1.562 afReach 1R: existing drainage path n=0.030 L=851.0' S=0.0657 '/' Capacity=16.48 cfs Outflow=25.75 cfs 1.562 af Peak Elev=372.76' Storage=691 cf Inflow=26.25 cfs 1.562 afPond 1P: spear st culvert Outflow=27.16 cfs 1.562 af Peak Elev=313.08' Storage=59 cf Inflow=28.02 cfs 1.702 afPond 0307I: inlet Primary=12.44 cfs 1.449 af Secondary=15.60 cfs 0.253 af Outflow=28.04 cfs 1.702 af Peak Elev=315.68' Storage=63 cf Inflow=16.84 cfs 0.888 afPond 2798I: inlet Primary=11.16 cfs 0.833 af Secondary=5.75 cfs 0.055 af Outflow=16.92 cfs 0.888 af Total Runoff Area = 17.994 ac Runoff Volume = 3.001 af Average Runoff Depth = 2.00" 92.25% Pervious = 16.600 ac 7.75% Impervious = 1.395 ac Type II 24-hr 25-year Rainfall=4.00"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 12HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: Project Area Runoff = 2.62 cfs @ 12.02 hrs, Volume= 0.140 af, Depth= 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (ac) CN Description 0.033 74.0 >75% Grass cover, Good, HSG C0.373 70.0 Woods, Good, HSG C0.044 98.0 Paved parking, HSG D0.230 80.0 >75% Grass cover, Good, HSG D0.292 77.0 Woods, Good, HSG D 0.972 75.9 Weighted Average 0.928 95.47% Pervious Area 0.044 4.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.7 816 0.0995 1.40 Lag/CN Method, Summary for Subcatchment DA2: Existing House Runoff = 8.83 cfs @ 11.97 hrs, Volume= 0.411 af, Depth= 1.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (ac) CN Description 0.057 70.0 Woods, Good, HSG C 0.119 98.0 Paved parking, HSG D 0.619 80.0 >75% Grass cover, Good, HSG D 1.767 77.0 Woods, Good, HSG D 2.562 78.5 Weighted Average 2.443 95.36% Pervious Area 0.119 4.64% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 373 0.0640 1.04 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 16.84 cfs @ 12.01 hrs, Volume= 0.888 af, Depth= 2.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Type II 24-hr 25-year Rainfall=4.00"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 13HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Area (sf) CN Description 13,217 98.0 Paved parking, HSG C 22,911 74.0 >75% Grass cover, Good, HSG C 17,943 70.0 Woods, Good, HSG C 21,392 98.0 Paved parking, HSG D 87,710 80.0 >75% Grass cover, Good, HSG D 59,087 77.0 Woods, Good, HSG D 222,260 80.6 Weighted Average187,651 84.43% Pervious Area34,609 15.57% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.35 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 26.25 cfs @ 12.05 hrs, Volume= 1.562 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr 25-year Rainfall=4.00" Area (ac) CN Description 0.437 98.0 Paved parking, HSG D 4.679 80.0 >75% Grass cover, Good, HSG D 4.242 77.0 Woods, Good, HSG D 9.358 79.5 Weighted Average8.921 95.33% Pervious Area 0.437 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1R: existing drainage path Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year eventInflow = 27.16 cfs @ 12.05 hrs, Volume= 1.562 afOutflow = 25.75 cfs @ 12.07 hrs, Volume= 1.562 af, Atten= 5%, Lag= 1.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Max. Velocity= 9.06 fps, Min. Travel Time= 1.6 min Avg. Velocity = 2.92 fps, Avg. Travel Time= 4.9 min Peak Storage= 2,420 cf @ 12.07 hrs Average Depth at Peak Storage= 1.28' Bank-Full Depth= 1.00' Flow Area= 2.0 sf, Capacity= 16.48 cfs 1.00' x 1.00' deep channel, n= 0.030 Earth, grassed & winding Side Slope Z-value= 1.0 '/' Top Width= 3.00' Length= 851.0' Slope= 0.0657 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Type II 24-hr 25-year Rainfall=4.00"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 14HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: spear st culvert Inflow Area = 9.358 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 26.25 cfs @ 12.05 hrs, Volume= 1.562 af Outflow = 27.16 cfs @ 12.05 hrs, Volume= 1.562 af, Atten= 0%, Lag= 0.2 min Primary = 27.16 cfs @ 12.05 hrs, Volume= 1.562 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 372.76' @ 12.05 hrs Surf.Area= 1,073 sf Storage= 691 cf Flood Elev= 370.00' Surf.Area= 1,073 sf Storage= 691 cf Plug-Flow detention time= 0.5 min calculated for 1.561 af (100% of inflow) Center-of-Mass det. time= 0.5 min ( 836.8 - 836.3 ) Volume Invert Avail.Storage Storage Description #1 368.38' 691 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 368.38 0 0 0 369.00 191 59 59 370.00 1,073 632 691 Device Routing Invert Outlet Devices #1 Primary 368.38'24.0" Round Culvert L= 40.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900 n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38'24.0" Vert. control orifice C= 0.600 Primary OutFlow Max=27.13 cfs @ 12.05 hrs HW=372.75' TW=368.15' (Dynamic Tailwater) 1=Culvert (Barrel Controls 27.13 cfs @ 8.63 fps) 2=control orifice (Passes 27.13 cfs of 27.77 cfs potential flow) Summary for Pond 0307I: inlet Inflow Area = 10.330 ac, 4.66% Impervious, Inflow Depth = 1.98" for 25-year eventInflow = 28.02 cfs @ 12.06 hrs, Volume= 1.702 afOutflow = 28.04 cfs @ 12.07 hrs, Volume= 1.702 af, Atten= 0%, Lag= 0.2 minPrimary = 12.44 cfs @ 12.07 hrs, Volume= 1.449 afSecondary = 15.60 cfs @ 12.07 hrs, Volume= 0.253 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 313.08' @ 12.07 hrs Surf.Area= 83 sf Storage= 59 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Plug-Flow detention time= 0.0 min calculated for 1.702 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 840.2 - 840.1 ) Type II 24-hr 25-year Rainfall=4.00"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 15HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.94 3 0 0 311.00 8 0 0312.00 45 27 27312.50 83 32 59 Device Routing Invert Outlet Devices #1 Primary 310.94'18.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30'8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=12.44 cfs @ 12.07 hrs HW=313.08' (Free Discharge) 1=structure inlet (Orifice Controls 12.44 cfs @ 7.04 fps) Secondary OutFlow Max=15.55 cfs @ 12.07 hrs HW=313.08' (Free Discharge)2=headwall overflow (Weir Controls 15.55 cfs @ 2.50 fps) Summary for Pond 2798I: inlet Inflow Area = 5.102 ac, 15.57% Impervious, Inflow Depth = 2.09" for 25-year event Inflow = 16.84 cfs @ 12.01 hrs, Volume= 0.888 af Outflow = 16.92 cfs @ 12.01 hrs, Volume= 0.888 af, Atten= 0%, Lag= 0.0 min Primary = 11.16 cfs @ 12.01 hrs, Volume= 0.833 af Secondary = 5.75 cfs @ 12.01 hrs, Volume= 0.055 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Peak Elev= 315.68' @ 12.01 hrs Surf.Area= 91 sf Storage= 63 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug-Flow detention time= 0.0 min calculated for 0.888 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 830.0 - 830.0 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 313.96 3 0 0 314.00 11 0 0 315.00 46 29 29 315.50 91 34 63 Device Routing Invert Outlet Devices #1 Primary 313.96'18.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30'9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Type II 24-hr 25-year Rainfall=4.00"14-087 - Existing Model Printed 2/17/2017Prepared by Trudell Consulting Engineers Page 16HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Primary OutFlow Max=11.16 cfs @ 12.01 hrs HW=315.68' (Free Discharge) 1=inlet opening (Orifice Controls 11.16 cfs @ 6.32 fps) Secondary OutFlow Max=5.75 cfs @ 12.01 hrs HW=315.68' (Free Discharge)2=headwall spillway (Weir Controls 5.75 cfs @ 1.68 fps) DA4DA3DA1DA2DA2aProject LocationSynergy1741 Spear StreetSouth Burlington, VTPost DevelopmentDrainage Map© OpenStreetMap (and)contributors, CC-BY-SADrainage Area BoundaryHydrologic Soil Group (HSG)CDForestImperviousLawnContours (2')Tax Parcel BoundaryStreamSources: Drainage Area Boundary byTCE (2017); Proposed Land Cover by TCE (2017); Tax Parcel Boundaries by the City of South Burlington (2011);2ft Contours by CCRPC (2009); Soils by USDA (2013);Streams by ANR (2012); VT E911 Roads(2011); VT Significant Wetland by ANR (2012).Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on-the-ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies.802.879.6331 www.tcevt.comLegendNotesÜProject: 14-087Prepared By: ALD03/09/20171 inch = 150 feet0 150 300 450 60075Feet DA4DA3DA2DA1SPEAR STHARBOR RIDGE RDS POINTE DRWESTVIEW DRPHEASANT WAYUPSWEPT LNProject LocationSynergy1741 Spear StreetSouth Burlington, VTPredevelopmentDrainage Map© OpenStreetMap (and)contributors, CC-BY-SADrainage Area BoundaryHydrologic Soil Group (HSG)CDForestImperviousLawnContours (2')Tax Parcel BoundaryStreamSources: Drainage Area Boundary byTCE (2014); Longest Flow Path by TCE (2014);Existing Land Cover by TCE (2014); Tax Parcel Boundaries by the City of South Burlington (2011);2ft Contours by CCRPC (2009); Soils by USDA (2013);Streams by ANR (2012); VT E911 Roads(2011); VT Significant Wetland by ANR (2012).Disclaimer: The accuracy of information presented is determined by its sources.TCE is not responsible for any errors or omissions that may exist. Questions of on-the-ground location can be resolved by site inspections and/or surveys by a registered surveyor. This map is not a replacement for surveyed information or engineering studies.802.879.6331 www.tcevt.comLegendNotesÜProject: 14-087Prepared By: LMJ01/02/20151 inch = 150 feet0 150 300 450 60075Feet DA 2 Existing House DA 2a Lot 3B DA1 Project Area DA3 Offsite area - south DA4 E side of Spear St 1R bypass swale to prop line 1P spear st culvert 2P Detention Basin 2P A Detention Basin A 0307 CB0307 inlet 2798 CB2798 inlet 2799P Downstream Routing Diagram for 14-087 - Post Model Unit 3B Prepared by Trudell Consulting Engineers, Printed 3/9/2017 HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 2HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.832 74.0 >75% Grass cover, Good, HSG C (DA1, DA3) 8.208 80.0 >75% Grass cover, Good, HSG D (DA 2, DA 2a, DA1, DA3, DA4) 0.348 98.0 Paved parking, HSG C (DA1, DA3) 1.511 98.0 Paved parking, HSG D (DA 2, DA 2a, DA1, DA3, DA4) 0.079 79.0 Woods, Fair, HSG D (DA 2a) 0.523 70.0 Woods, Good, HSG C (DA1, DA3) 6.485 77.0 Woods, Good, HSG D (DA 2, DA1, DA3, DA4) 17.987 80.2 TOTAL AREA 14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 3HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 1.704 HSG C DA1, DA3 16.284 HSG D DA 2, DA 2a, DA1, DA3, DA4 0.000 Other 17.987 TOTAL AREA 14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 4HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.832 8.208 0.000 9.040 >75% Grass cover, Good DA 2, DA 2a, DA1, DA3, DA4 0.000 0.000 0.348 1.511 0.000 1.860 Paved parking DA 2, DA 2a, DA1, DA3, DA4 0.000 0.000 0.000 0.079 0.000 0.079 Woods, Fair DA 2a 0.000 0.000 0.523 6.485 0.000 7.008 Woods, Good DA 2, DA1, DA3, DA4 0.000 0.000 1.704 16.284 0.000 17.987 TOTAL AREA Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 5HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=55,280 sf 9.92% Impervious Runoff Depth=0.63"Subcatchment DA 2: Existing House Flow Length=375' Slope=0.0640 '/' Tc=5.7 min CN=80.2 Runoff=1.43 cfs 0.067 af Runoff Area=17,487 sf 15.40% Impervious Runoff Depth=0.74"Subcatchment DA 2a: Lot 3B Flow Length=200' Slope=0.0500 '/' Tc=3.6 min CN=82.6 Runoff=0.59 cfs 0.025 af Runoff Area=87,085 sf 22.20% Impervious Runoff Depth=0.70"Subcatchment DA1: Project Area Flow Length=700' Slope=0.0995 '/' Tc=7.2 min CN=81.7 Runoff=2.37 cfs 0.117 af Runoff Area=216,575 sf 15.93% Impervious Runoff Depth=0.66"Subcatchment DA3: Offsite area - south Flow Length=756' Slope=0.0711 '/' Tc=9.3 min CN=80.8 Runoff=5.07 cfs 0.273 af Runoff Area=407,102 sf 4.67% Impervious Runoff Depth=0.60"Subcatchment DA4: E side of Spear St Flow Length=787' Slope=0.0443 '/' Tc=12.7 min CN=79.5 Runoff=7.49 cfs 0.470 af Avg. Flow Depth=0.40' Max Vel=5.45 fps Inflow=7.39 cfs 0.470 afReach 1R: bypass swale to prop line n=0.030 L=865.0' S=0.0647 '/' Capacity=213.75 cfs Outflow=7.08 cfs 0.470 af Peak Elev=369.58' Storage=343 cf Inflow=7.49 cfs 0.470 afPond 1P: spear st culvert Primary=7.39 cfs 0.470 af Secondary=0.00 cfs 0.000 af Outflow=7.39 cfs 0.470 af Peak Elev=329.37' Storage=1,615 cf Inflow=2.37 cfs 0.117 afPond 2P: Detention Basin Primary=0.38 cfs 0.117 af Secondary=0.00 cfs 0.000 af Outflow=0.38 cfs 0.117 af Peak Elev=353.18' Storage=769 cf Inflow=0.59 cfs 0.025 afPond 2P A: Detention Basin A Outflow=0.01 cfs 0.012 af Peak Elev=311.38' Storage=6 cf Inflow=7.45 cfs 0.586 afPond 0307: CB0307 inlet Primary=7.45 cfs 0.586 af Secondary=0.00 cfs 0.000 af Outflow=7.45 cfs 0.586 af Peak Elev=314.30' Storage=5 cf Inflow=5.07 cfs 0.273 afPond 2798: CB2798 inlet Primary=5.07 cfs 0.273 af Secondary=0.00 cfs 0.000 af Outflow=5.07 cfs 0.273 af Inflow=1.43 cfs 0.079 afPond 2799P: Downstream Primary=1.43 cfs 0.079 af Total Runoff Area = 17.987 ac Runoff Volume = 0.952 af Average Runoff Depth = 0.63" 89.66% Pervious = 16.128 ac 10.34% Impervious = 1.860 ac Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 6HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA 2: Existing House Runoff = 1.43 cfs @ 11.98 hrs, Volume= 0.067 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 5,482 98.0 Paved parking, HSG D19,848 80.0 >75% Grass cover, Good, HSG D29,950 77.0 Woods, Good, HSG D 55,280 80.2 Weighted Average 49,798 90.08% Pervious Area 5,482 9.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 375 0.0640 1.10 Lag/CN Method, Summary for Subcatchment DA 2a: Lot 3B Runoff = 0.59 cfs @ 11.95 hrs, Volume= 0.025 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 2,693 98.0 Paved parking, HSG D11,344 80.0 >75% Grass cover, Good, HSG D3,450 79.0 Woods, Fair, HSG D 17,487 82.6 Weighted Average 14,794 84.60% Pervious Area 2,693 15.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 200 0.0500 0.92 Lag/CN Method, Summary for Subcatchment DA1: Project Area Runoff = 2.37 cfs @ 11.99 hrs, Volume= 0.117 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 10,835 74.0 >75% Grass cover, Good, HSG C 9,858 70.0 Woods, Good, HSG C 2,020 98.0 Paved parking, HSG C 35,678 80.0 >75% Grass cover, Good, HSG D 11,378 77.0 Woods, Good, HSG D 17,316 98.0 Paved parking, HSG D 87,085 81.7 Weighted Average67,749 77.80% Pervious Area19,336 22.20% Impervious Area Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 7HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 700 0.0995 1.63 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 5.07 cfs @ 12.02 hrs, Volume= 0.273 af, Depth= 0.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 13,145 98.0 Paved parking, HSG C 25,426 74.0 >75% Grass cover, Good, HSG C 12,928 70.0 Woods, Good, HSG C 21,345 98.0 Paved parking, HSG D 87,226 80.0 >75% Grass cover, Good, HSG D 56,505 77.0 Woods, Good, HSG D 216,575 80.8 Weighted Average182,085 84.07% Pervious Area34,490 15.93% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.36 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 7.49 cfs @ 12.06 hrs, Volume= 0.470 af, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr 1-year Rainfall=2.10" Area (sf) CN Description 19,003 98.0 Paved parking, HSG D 203,429 80.0 >75% Grass cover, Good, HSG D 184,670 77.0 Woods, Good, HSG D 407,102 79.5 Weighted Average388,099 95.33% Pervious Area 19,003 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1R: bypass swale to prop line Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year eventInflow = 7.39 cfs @ 12.07 hrs, Volume= 0.470 afOutflow = 7.08 cfs @ 12.10 hrs, Volume= 0.470 af, Atten= 4%, Lag= 1.8 min Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 8HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 5.45 fps, Min. Travel Time= 2.6 min Avg. Velocity = 1.82 fps, Avg. Travel Time= 7.9 min Peak Storage= 1,122 cf @ 12.10 hrsAverage Depth at Peak Storage= 0.40'Bank-Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 213.75 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & windingSide Slope Z-value= 3.0 '/' Top Width= 14.00' Length= 865.0' Slope= 0.0647 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Summary for Pond 1P: spear st culvert Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 0.60" for 1-year event Inflow = 7.49 cfs @ 12.06 hrs, Volume= 0.470 af Outflow = 7.39 cfs @ 12.07 hrs, Volume= 0.470 af, Atten= 1%, Lag= 1.0 min Primary = 7.39 cfs @ 12.07 hrs, Volume= 0.470 afSecondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2Peak Elev= 369.58' @ 12.07 hrs Surf.Area= 647 sf Storage= 343 cfFlood Elev= 370.50' Surf.Area= 1,997 sf Storage= 1,399 cf Plug-Flow detention time= 0.6 min calculated for 0.470 af (100% of inflow) Center-of-Mass det. time= 0.6 min ( 873.0 - 872.4 ) Volume Invert Avail.Storage Storage Description #1 368.38' 2,666 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 368.38 0 0 0 369.00 255 79 79 370.00 925 590 669 371.00 3,068 1,997 2,666 Device Routing Invert Outlet Devices #1 Primary 368.38'24.0" Round Culvert L= 40.0' CMP, end-section conforming to fill, Ke= 0.500Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38'24.0" Vert. control orifice C= 0.600 #3 Secondary 370.50'8.7' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 9HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Primary OutFlow Max=7.38 cfs @ 12.07 hrs HW=369.58' TW=367.27' (Dynamic Tailwater) 1=Culvert ( Controls 7.38 cfs) 2=control orifice (Orifice Controls 7.38 cfs @ 3.74 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=368.38' TW=366.88' (Dynamic Tailwater)3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 2P: Detention Basin Inflow Area = 1.999 ac, 22.20% Impervious, Inflow Depth = 0.70" for 1-year event Inflow = 2.37 cfs @ 11.99 hrs, Volume= 0.117 af Outflow = 0.38 cfs @ 12.27 hrs, Volume= 0.117 af, Atten= 84%, Lag= 16.5 min Primary = 0.38 cfs @ 12.27 hrs, Volume= 0.117 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 329.37' @ 12.27 hrs Surf.Area= 1,275 sf Storage= 1,615 cf Flood Elev= 332.50' Surf.Area= 2,851 sf Storage= 8,354 cf Plug-Flow detention time= 36.3 min calculated for 0.117 af (100% of inflow) Center-of-Mass det. time= 36.1 min ( 894.2 - 858.0 ) Volume Invert Avail.Storage Storage Description #1 327.00' 8,354 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 327.00 255 67.0 0 0 255 328.00 527 99.0 383 383 686329.00 1,100 157.0 796 1,179 1,874330.00 1,606 180.0 1,345 2,524 2,514331.00 2,191 212.0 1,891 4,415 3,531332.00 2,851 240.0 2,514 6,929 4,563332.50 2,851 240.0 1,426 8,354 4,683 Device Routing Invert Outlet Devices #1 Primary 324.00'15.0" Round Culvert L= 125.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 324.00' / 305.11' S= 0.1511 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 327.00'2.1" W x 1.8" H Vert. 1-yr orifice X 2.00 C= 0.600 #3 Device 1 329.55'2.1" W x 6.7" H Vert. 25-yr orifice X 2.00 C= 0.600 #4 Device 1 331.25'15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #5 Secondary 331.50'25.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.003.50 4.00 4.50 5.00 5.50Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.662.66 2.67 2.69 2.72 2.76 2.83 Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 10HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Primary OutFlow Max=0.38 cfs @ 12.27 hrs HW=329.37' TW=311.22' (Dynamic Tailwater) 1=Culvert (Passes 0.38 cfs of 12.87 cfs potential flow) 2=1-yr orifice (Orifice Controls 0.38 cfs @ 7.29 fps)3=25-yr orifice ( Controls 0.00 cfs)4=overflow grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=310.94' (Dynamic Tailwater)5=overflow spillway ( Controls 0.00 cfs) Summary for Pond 2P A: Detention Basin A Inflow Area = 0.401 ac, 15.40% Impervious, Inflow Depth = 0.74" for 1-year event Inflow = 0.59 cfs @ 11.95 hrs, Volume= 0.025 af Outflow = 0.01 cfs @ 18.46 hrs, Volume= 0.012 af, Atten= 98%, Lag= 390.4 min Primary = 0.01 cfs @ 18.46 hrs, Volume= 0.012 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 353.18' @ 18.46 hrs Surf.Area= 1,261 sf Storage= 769 cf Plug-Flow detention time= 623.5 min calculated for 0.012 af (48% of inflow) Center-of-Mass det. time= 487.9 min ( 1,338.8 - 851.0 ) Volume Invert Avail.Storage Storage Description #1 352.40' 2,120 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 352.40 760 194.0 0 0 760 353.00 1,119 205.3 560 560 1,139354.00 2,047 247.0 1,560 2,120 2,656 Device Routing Invert Outlet Devices #1 Primary 352.40'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 352.40' / 352.00' S= 0.0080 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 353.00'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 353.50'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.01 cfs @ 18.46 hrs HW=353.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.01 cfs of 0.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.01 cfs @ 1.76 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Summary for Pond 0307: CB0307 inlet Inflow Area = 11.345 ac, 7.76% Impervious, Inflow Depth = 0.62" for 1-year eventInflow = 7.45 cfs @ 12.11 hrs, Volume= 0.586 af Outflow = 7.45 cfs @ 12.11 hrs, Volume= 0.586 af, Atten= 0%, Lag= 0.0 min Primary = 7.45 cfs @ 12.11 hrs, Volume= 0.586 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 311.38' @ 12.11 hrs Surf.Area= 22 sf Storage= 6 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 11HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Plug-Flow detention time= 0.0 min calculated for 0.586 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 881.7 - 881.7 ) Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.94 3 0 0311.00 8 0 0312.00 45 27 27312.50 83 32 59 Device Routing Invert Outlet Devices #1 Primary 310.94'30.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30'8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=7.44 cfs @ 12.11 hrs HW=311.38' (Free Discharge)1=structure inlet (Weir Controls 7.44 cfs @ 2.16 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge)2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798: CB2798 inlet Inflow Area = 4.972 ac, 15.93% Impervious, Inflow Depth = 0.66" for 1-year event Inflow = 5.07 cfs @ 12.02 hrs, Volume= 0.273 af Outflow = 5.07 cfs @ 12.02 hrs, Volume= 0.273 af, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 12.02 hrs, Volume= 0.273 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 314.30' @ 12.02 hrs Surf.Area= 21 sf Storage= 5 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug-Flow detention time= 0.0 min calculated for 0.273 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 863.8 - 863.7 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 313.96 3 0 0314.00 11 0 0315.00 46 29 29315.50 91 34 63 Device Routing Invert Outlet Devices #1 Primary 313.96'30.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30'9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 Type II 24-hr 1-year Rainfall=2.10"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 12HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC 3.32 Primary OutFlow Max=5.07 cfs @ 12.02 hrs HW=314.30' (Free Discharge) 1=inlet opening (Weir Controls 5.07 cfs @ 1.90 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge)2=headwall spillway ( Controls 0.00 cfs) Summary for Pond 2799P: Downstream Inflow Area = 1.671 ac, 11.23% Impervious, Inflow Depth = 0.57" for 1-year event Inflow = 1.43 cfs @ 11.98 hrs, Volume= 0.079 af Primary = 1.43 cfs @ 11.98 hrs, Volume= 0.079 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 13HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=55,280 sf 9.92% Impervious Runoff Depth=2.06"Subcatchment DA 2: Existing House Flow Length=375' Slope=0.0640 '/' Tc=5.7 min CN=80.2 Runoff=4.71 cfs 0.218 af Runoff Area=17,487 sf 15.40% Impervious Runoff Depth=2.25"Subcatchment DA 2a: Lot 3B Flow Length=200' Slope=0.0500 '/' Tc=3.6 min CN=82.6 Runoff=1.74 cfs 0.075 af Runoff Area=87,085 sf 22.20% Impervious Runoff Depth=2.18"Subcatchment DA1: Project Area Flow Length=700' Slope=0.0995 '/' Tc=7.2 min CN=81.7 Runoff=7.41 cfs 0.363 af Runoff Area=216,575 sf 15.93% Impervious Runoff Depth=2.11"Subcatchment DA3: Offsite area - south Flow Length=756' Slope=0.0711 '/' Tc=9.3 min CN=80.8 Runoff=16.53 cfs 0.872 af Runoff Area=407,102 sf 4.67% Impervious Runoff Depth=2.00"Subcatchment DA4: E side of Spear St Flow Length=787' Slope=0.0443 '/' Tc=12.7 min CN=79.5 Runoff=26.21 cfs 1.559 af Avg. Flow Depth=0.76' Max Vel=7.67 fps Inflow=25.29 cfs 1.559 afReach 1R: bypass swale to prop line n=0.030 L=865.0' S=0.0647 '/' Capacity=213.75 cfs Outflow=24.71 cfs 1.559 af Peak Elev=370.93' Storage=2,462 cf Inflow=26.21 cfs 1.559 afPond 1P: spear st culvert Primary=18.85 cfs 1.493 af Secondary=6.45 cfs 0.067 af Outflow=25.29 cfs 1.559 af Peak Elev=331.41' Storage=5,366 cf Inflow=7.41 cfs 0.363 afPond 2P: Detention Basin Primary=2.53 cfs 0.363 af Secondary=0.00 cfs 0.000 af Outflow=2.53 cfs 0.363 af Peak Elev=353.69' Storage=1,541 cf Inflow=1.74 cfs 0.075 afPond 2P A: Detention Basin A Outflow=0.44 cfs 0.062 af Peak Elev=312.26' Storage=41 cf Inflow=27.20 cfs 1.922 afPond 0307: CB0307 inlet Primary=27.20 cfs 1.922 af Secondary=0.00 cfs 0.000 af Outflow=27.20 cfs 1.922 af Peak Elev=314.71' Storage=17 cf Inflow=16.53 cfs 0.872 afPond 2798: CB2798 inlet Primary=16.53 cfs 0.872 af Secondary=0.00 cfs 0.000 af Outflow=16.53 cfs 0.872 af Inflow=4.86 cfs 0.280 afPond 2799P: Downstream Primary=4.86 cfs 0.280 af Total Runoff Area = 17.987 ac Runoff Volume = 3.088 af Average Runoff Depth = 2.06" 89.66% Pervious = 16.128 ac 10.34% Impervious = 1.860 ac Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 14HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment DA 2: Existing House Runoff = 4.71 cfs @ 11.97 hrs, Volume= 0.218 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 5,482 98.0 Paved parking, HSG D19,848 80.0 >75% Grass cover, Good, HSG D29,950 77.0 Woods, Good, HSG D 55,280 80.2 Weighted Average 49,798 90.08% Pervious Area 5,482 9.92% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 375 0.0640 1.10 Lag/CN Method, Summary for Subcatchment DA 2a: Lot 3B Runoff = 1.74 cfs @ 11.94 hrs, Volume= 0.075 af, Depth= 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 2,693 98.0 Paved parking, HSG D11,344 80.0 >75% Grass cover, Good, HSG D3,450 79.0 Woods, Fair, HSG D 17,487 82.6 Weighted Average 14,794 84.60% Pervious Area 2,693 15.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 200 0.0500 0.92 Lag/CN Method, Summary for Subcatchment DA1: Project Area Runoff = 7.41 cfs @ 11.99 hrs, Volume= 0.363 af, Depth= 2.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 10,835 74.0 >75% Grass cover, Good, HSG C 9,858 70.0 Woods, Good, HSG C 2,020 98.0 Paved parking, HSG C 35,678 80.0 >75% Grass cover, Good, HSG D 11,378 77.0 Woods, Good, HSG D 17,316 98.0 Paved parking, HSG D 87,085 81.7 Weighted Average67,749 77.80% Pervious Area19,336 22.20% Impervious Area Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 15HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 700 0.0995 1.63 Lag/CN Method, Summary for Subcatchment DA3: Offsite area - south Runoff = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af, Depth= 2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs Type II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 13,145 98.0 Paved parking, HSG C 25,426 74.0 >75% Grass cover, Good, HSG C 12,928 70.0 Woods, Good, HSG C 21,345 98.0 Paved parking, HSG D 87,226 80.0 >75% Grass cover, Good, HSG D 56,505 77.0 Woods, Good, HSG D 216,575 80.8 Weighted Average182,085 84.07% Pervious Area34,490 15.93% Impervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (ft/ft) (ft/sec) (cfs) 9.3 756 0.0711 1.36 Lag/CN Method, Summary for Subcatchment DA4: E side of Spear St Runoff = 26.21 cfs @ 12.05 hrs, Volume= 1.559 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrsType II 24-hr 25-year Rainfall=4.00" Area (sf) CN Description 19,003 98.0 Paved parking, HSG D 203,429 80.0 >75% Grass cover, Good, HSG D 184,670 77.0 Woods, Good, HSG D 407,102 79.5 Weighted Average388,099 95.33% Pervious Area 19,003 4.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.7 787 0.0443 1.04 Lag/CN Method, Summary for Reach 1R: bypass swale to prop line Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year eventInflow = 25.29 cfs @ 12.08 hrs, Volume= 1.559 afOutflow = 24.71 cfs @ 12.10 hrs, Volume= 1.559 af, Atten= 2%, Lag= 1.4 min Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 16HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Max. Velocity= 7.67 fps, Min. Travel Time= 1.9 min Avg. Velocity = 2.42 fps, Avg. Travel Time= 6.0 min Peak Storage= 2,786 cf @ 12.10 hrsAverage Depth at Peak Storage= 0.76'Bank-Full Depth= 2.00' Flow Area= 16.0 sf, Capacity= 213.75 cfs 2.00' x 2.00' deep channel, n= 0.030 Earth, grassed & windingSide Slope Z-value= 3.0 '/' Top Width= 14.00' Length= 865.0' Slope= 0.0647 '/' Inlet Invert= 366.88', Outlet Invert= 310.94' Summary for Pond 1P: spear st culvert Inflow Area = 9.346 ac, 4.67% Impervious, Inflow Depth = 2.00" for 25-year event Inflow = 26.21 cfs @ 12.05 hrs, Volume= 1.559 af Outflow = 25.29 cfs @ 12.08 hrs, Volume= 1.559 af, Atten= 4%, Lag= 1.7 min Primary = 18.85 cfs @ 12.08 hrs, Volume= 1.493 afSecondary = 6.45 cfs @ 12.08 hrs, Volume= 0.067 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2Peak Elev= 370.93' @ 12.08 hrs Surf.Area= 2,922 sf Storage= 2,462 cfFlood Elev= 370.50' Surf.Area= 1,997 sf Storage= 1,399 cf Plug-Flow detention time= 0.9 min calculated for 1.559 af (100% of inflow) Center-of-Mass det. time= 0.9 min ( 837.2 - 836.3 ) Volume Invert Avail.Storage Storage Description #1 368.38' 2,666 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 368.38 0 0 0 369.00 255 79 79 370.00 925 590 669 371.00 3,068 1,997 2,666 Device Routing Invert Outlet Devices #1 Primary 368.38'24.0" Round Culvert L= 40.0' CMP, end-section conforming to fill, Ke= 0.500Inlet / Outlet Invert= 368.38' / 366.88' S= 0.0375 '/' Cc= 0.900n= 0.025 Corrugated metal, Flow Area= 3.14 sf #2 Device 1 368.38'24.0" Vert. control orifice C= 0.600 #3 Secondary 370.50'8.7' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 17HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Primary OutFlow Max=18.84 cfs @ 12.08 hrs HW=370.93' TW=367.63' (Dynamic Tailwater) 1=Culvert ( Controls 18.84 cfs) 2=control orifice (Orifice Controls 18.84 cfs @ 6.00 fps) Secondary OutFlow Max=6.43 cfs @ 12.08 hrs HW=370.93' TW=367.63' (Dynamic Tailwater)3=Broad-Crested Rectangular Weir (Weir Controls 6.43 cfs @ 1.71 fps) Summary for Pond 2P: Detention Basin Inflow Area = 1.999 ac, 22.20% Impervious, Inflow Depth = 2.18" for 25-year event Inflow = 7.41 cfs @ 11.99 hrs, Volume= 0.363 af Outflow = 2.53 cfs @ 12.11 hrs, Volume= 0.363 af, Atten= 66%, Lag= 7.7 min Primary = 2.53 cfs @ 12.11 hrs, Volume= 0.363 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 331.41' @ 12.11 hrs Surf.Area= 2,451 sf Storage= 5,366 cf Flood Elev= 332.50' Surf.Area= 2,851 sf Storage= 8,354 cf Plug-Flow detention time= 42.4 min calculated for 0.363 af (100% of inflow) Center-of-Mass det. time= 42.4 min ( 867.2 - 824.8 ) Volume Invert Avail.Storage Storage Description #1 327.00' 8,354 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 327.00 255 67.0 0 0 255 328.00 527 99.0 383 383 686329.00 1,100 157.0 796 1,179 1,874330.00 1,606 180.0 1,345 2,524 2,514331.00 2,191 212.0 1,891 4,415 3,531332.00 2,851 240.0 2,514 6,929 4,563332.50 2,851 240.0 1,426 8,354 4,683 Device Routing Invert Outlet Devices #1 Primary 324.00'15.0" Round Culvert L= 125.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 324.00' / 305.11' S= 0.1511 '/' Cc= 0.900 n= 0.013, Flow Area= 1.23 sf #2 Device 1 327.00'2.1" W x 1.8" H Vert. 1-yr orifice X 2.00 C= 0.600 #3 Device 1 329.55'2.1" W x 6.7" H Vert. 25-yr orifice X 2.00 C= 0.600 #4 Device 1 331.25'15.0" Horiz. overflow grate C= 0.600 Limited to weir flow at low heads #5 Secondary 331.50'25.0' long x 6.0' breadth overflow spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.003.50 4.00 4.50 5.00 5.50Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.662.66 2.67 2.69 2.72 2.76 2.83 Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 18HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Primary OutFlow Max=2.52 cfs @ 12.11 hrs HW=331.41' TW=312.25' (Dynamic Tailwater) 1=Culvert (Passes 2.52 cfs of 15.39 cfs potential flow) 2=1-yr orifice (Orifice Controls 0.53 cfs @ 10.02 fps)3=25-yr orifice (Orifice Controls 1.18 cfs @ 6.04 fps)4=overflow grate (Weir Controls 0.82 cfs @ 1.30 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=327.00' TW=310.94' (Dynamic Tailwater)5=overflow spillway ( Controls 0.00 cfs) Summary for Pond 2P A: Detention Basin A Inflow Area = 0.401 ac, 15.40% Impervious, Inflow Depth = 2.25" for 25-year event Inflow = 1.74 cfs @ 11.94 hrs, Volume= 0.075 af Outflow = 0.44 cfs @ 12.05 hrs, Volume= 0.062 af, Atten= 75%, Lag= 6.6 min Primary = 0.44 cfs @ 12.05 hrs, Volume= 0.062 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 353.69' @ 12.05 hrs Surf.Area= 1,733 sf Storage= 1,541 cf Plug-Flow detention time= 396.4 min calculated for 0.062 af (83% of inflow) Center-of-Mass det. time= 320.4 min ( 1,139.1 - 818.7 ) Volume Invert Avail.Storage Storage Description #1 352.40' 2,120 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 352.40 760 194.0 0 0 760 353.00 1,119 205.3 560 560 1,139354.00 2,047 247.0 1,560 2,120 2,656 Device Routing Invert Outlet Devices #1 Primary 352.40'6.0" Round Culvert L= 50.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 352.40' / 352.00' S= 0.0080 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf #2 Device 1 353.00'1.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 353.50'6.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.44 cfs @ 12.05 hrs HW=353.69' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.44 cfs of 0.74 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 3.89 fps) 3=Orifice/Grate (Orifice Controls 0.42 cfs @ 2.12 fps) Summary for Pond 0307: CB0307 inlet Inflow Area = 11.345 ac, 7.76% Impervious, Inflow Depth = 2.03" for 25-year eventInflow = 27.20 cfs @ 12.10 hrs, Volume= 1.922 af Outflow = 27.20 cfs @ 12.10 hrs, Volume= 1.922 af, Atten= 0%, Lag= 0.1 min Primary = 27.20 cfs @ 12.10 hrs, Volume= 1.922 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 312.26' @ 12.10 hrs Surf.Area= 65 sf Storage= 41 cf Flood Elev= 312.33' Surf.Area= 70 sf Storage= 46 cf Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 19HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC Plug-Flow detention time= 0.0 min calculated for 1.922 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 845.9 - 845.9 ) Volume Invert Avail.Storage Storage Description #1 310.94' 59 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 310.94 3 0 0311.00 8 0 0312.00 45 27 27312.50 83 32 59 Device Routing Invert Outlet Devices #1 Primary 310.94'30.0" Horiz. structure inlet C= 0.600 Limited to weir flow at low heads #2 Secondary 312.30'8.0' long x 1.0' breadth headwall overflow Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=27.17 cfs @ 12.10 hrs HW=312.26' (Free Discharge)1=structure inlet (Orifice Controls 27.17 cfs @ 5.53 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=310.94' (Free Discharge)2=headwall overflow ( Controls 0.00 cfs) Summary for Pond 2798: CB2798 inlet Inflow Area = 4.972 ac, 15.93% Impervious, Inflow Depth = 2.11" for 25-year event Inflow = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af Outflow = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af, Atten= 0%, Lag= 0.0 min Primary = 16.53 cfs @ 12.01 hrs, Volume= 0.872 af Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 Peak Elev= 314.71' @ 12.01 hrs Surf.Area= 36 sf Storage= 17 cf Flood Elev= 315.30' Surf.Area= 73 sf Storage= 47 cf Plug-Flow detention time= 0.0 min calculated for 0.872 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 829.4 - 829.4 ) Volume Invert Avail.Storage Storage Description #1 313.96' 63 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 313.96 3 0 0314.00 11 0 0315.00 46 29 29315.50 91 34 63 Device Routing Invert Outlet Devices #1 Primary 313.96'30.0" Horiz. inlet opening C= 0.600 Limited to weir flow at low heads #2 Secondary 315.30'9.0' long x 1.0' breadth headwall spillway Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 Type II 24-hr 25-year Rainfall=4.00"14-087 - Post Model Unit 3B Printed 3/9/2017Prepared by Trudell Consulting Engineers Page 20HydroCAD® 10.00-12 s/n 02145 © 2014 HydroCAD Software Solutions LLC 3.32 Primary OutFlow Max=16.53 cfs @ 12.01 hrs HW=314.71' (Free Discharge) 1=inlet opening (Weir Controls 16.53 cfs @ 2.82 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=313.96' (Free Discharge)2=headwall spillway ( Controls 0.00 cfs) Summary for Pond 2799P: Downstream Inflow Area = 1.671 ac, 11.23% Impervious, Inflow Depth = 2.01" for 25-year event Inflow = 4.86 cfs @ 11.98 hrs, Volume= 0.280 af Primary = 4.86 cfs @ 11.98 hrs, Volume= 0.280 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 2 EXHIBIT A CERTIFICATE OF COMPLIANCE This form or an alternate approved by the Champlain Housing Trust shall be prepared by the Owner of the Affordable House and shall be submitted for approval to Champlain Housing Trust or its assignee prior to the proposed sale of the Affordable House in order to confirm the maximum resale price which would qualify under the conditions of the covenant. Step 1:Enter current HUD Median Family Income for a household size of 4.5 persons (3 bedroom home) as established by the U. S. Department of Housing and Urban Development (HUD) for the Burlington-South Burlington Metropolitan Statistical Area (MSA) Chittenden County, VT $ [A] Attach published documentation from HUD median household income for Burlington-South Burlington Metropolitan Statistical Area in effect as of the date of this request. Step 2: Multiply [A] x 120%=$ [B] This is the household income to be used to determine the maximum resale price for any eligible Purchaser. Step 3: Multiply [B] x 33%, then divide the product by 12 months: [B]X 33%I 12 =$ [C] This is the maximum monthly outlay allowed for "Principal, Interest, Taxes,and Insurance"as provided in the covenant. Step 4:Enter Projected Monthly Property Tax Liability and Projected Monthly Insurance Costs $ [D] Attach supporting documentation the City of South Burlington to document property taxes and Attach recent property casualty quote or other proof of insurance cost Step 5:Subtract [D]from [C]: [C]-[D]= $ [E] This is the net amount available monthly for payments of principal and interest. Step 6: Mortgage amount amortized by monthly payments of [E),assuming a 30-yr fixed rate mortgage at the commercially reasonable rate of % with the payment of not more than 1 point. $[F] Attach proof of rate and payment calculation. 166.28'49.89'WWWWWWWWWWFMFMFMWWW FD156.66'150.12'FMWSS24" CMPFMFMFMFMFMOHPOHPOHPOHP12" WATER MAINWWWWAIR RELEASE MH(PAVED OVER)R=371.9±WEXISTING3BEDROOMDWELLINGUNIT3ARETAININGWALLWALKAPPROX.TREELINEEXISTING2"PVCFORCEMAIN+FFE=363.76+FFE=370.67FFE=370.32+FFE=372.23+CONSTRUCTIONBLOWOFF PERCWD STAFFi=366.88i=368.38APPROX. LOC. 4" GAS MAINAPPROX. LOSPEAR STREETFMFMFMFMAPPRGGGGGEXISTING 1000GALLON PUMPSTATIONSNNNNNNNNNNNNNFMFMFMFMFM4" SDR 35 SEWERC.O.WOODEDAREAWOODEDAREADD ELECKECK20' DRAINAGEEASEMENT15' PEDESTRIANEASEMENT3723371371370370370369369 369369369368 368368367367367366366366365365364364363363363362362 362361361361361 361360360360359359359358358358357357357356 356356 355355 354354354 353 353 353352 352 352351 351350350350349349349348348348347347347346346346 345345345344 344343 343342342342 341341340 340 339339339339338338337337336336336335335334 334333333333 3323323313310330330330 329329329 329328 328327 327326 326325325324324323322322321 321320 320319319318318318317 317316 316315315314314313313312312311 311310 310309 309308307306 EXISTING2" HDPE FORCEMAINEXISTING 2" SDR 21 PVC FORCEMAINCONCRETEWALKSTAIRSSUNROOMGGLOT 392,364 SQ. FT.2.12 AcresRESIDENTIAL 1RESIDENTIAL 2147.71'LOT 232,670 SQ. FT. 0.75 Acres125.11' 40.75'5.73'10.62'186.72'290.30'144.16'18.62'25.06'350.98'61.00'LOT 132,670 SQ. FT. 0.75 AcresON-SITE RUNOFFSTORMWATERPOND30' 30'25'15'50'24" CMPAIR RELEASE MH(PAVED OVER)R=371.9±i=366.88i=368.38MPLOC.)ELL)ECKFMFMFMFMFMFMFMFMFMFMFMGGGGGGGGGGGGGGGEXISTING 15' GRAVEL DRIVEW 15" HDPEW WWWWWWWWWWWWW15" HDPE15" HDPEEMERGENCYSPILLWAY8.18DMHR=310.94iOUT=305.11SUMP=304.11360370355342343353344338341345339340335335340345 350369368367366364363362361359358357356354352346347348341331332331329331 332333334339337336337338336339340328337349328 32732980.45'12'15" HDPE351351 350 NOTE: LOT 1, 2, & UNIT 3B WASTEWATER PUMP STATIONS ANDFORCE MAIN TO BE INSTALLED AT THE TIME OF HOMECONSTRUCTION. TANK LOCATION IS SHOWN FOR ILLUSTRATIVEPURPOSES. GRAVITY SEWER SERVICE MUST BE INSTALLED WITHMINIMUM 1/4" PER FOOT SLOPE. CONSULT WITH ENGINEERREGARDING ISOLATION DISTANCES AND PUMP CONDITIONSUPON DETERMINATION OF FINAL BUILDING LOCATION.FM CTV 211.51' 190.04'6"HDPEE-911 ADDRESS7 CHAPLIN LANEE-911 ADDRESS93 CHAPLIN LANEE-911 ADDRESS111 CHAPLIN LANEUP UPUPUPUPUPUPUPUPUPUPUPUPUPUPUPUPCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVCTVUPGARAGEGGGGG GGGGGGGGGGGGGGGGGGGEXISTING 3/4" COPPER WATER SERVICEW332EXISTING MATUREEVERGREEN SCREENINGDETENTION BASINOUTLET STRUCTUREC.S.C.S.CTVC.S.15" HDPEi=355.0C.S.50'50' ACCESS &UTILITY EASEMENTGRASS LINED SWALE FOR OFF-SITE STORMWATER(TYPICAL)EMERGENCY SPILLWAYPROPOSEDGRAVELDRIVEiWATER=350.0iFORCEMAIN=348.0CONTRACTOR TOPROVIDE VERTICALSEPARATION ANDINSULATION PER DETAILSDDFDPROPOSED 2" SDR21 PVC FORCEMAINUPUPUPUPUPGFDPROPOSED 1" TYPE K COPPER WATERSERVICE DISINFECT PER WSR CHAPTER 21APPENDIX A PART 11.8.0.2 AND PER CWDSPECIFICATIONS AND REQUIREMENTSEXISTING ORCHARD360355DDEXISTING CULVERTiIN=350.0iOUT=349.0358358359359 357 356 354353354BASE = 352.4354353357PROPOSEDBUILDINGFFE=362.0FM FMFMFMFMFMW W CHAPLIN LANE356355i=355.5PROPOSED LEVEL SPREADER.BOTH FOOTING AND PONDOUTLET PIPE TO OUTFALLINTO LEVEL SPREADERPROPOSED OUTLET STRUCTURE(SEE DETAIL C8-05)¬Site PlanC2-019/23/20161" = 30'14-087RMPJAD----0FeetGraphic Scale30 30 60 90 12015°±TrueMagneticSheet TitleProject TitleUse of These DrawingsProject Reference:Scale:Project Number:Date:Drawn By:Project Engineer:Approved By:No. Description Date ByRevisions478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMENGINEERING SURVEYNo. 8917CIVILJENNIFER ANN DESAUTELSSTATE OF VERMO N T PRO FESSIONALENGINEERLICENSEDField Book:1. Unless otherwise noted, these Drawings are intended forpreliminary planning, coordination with other disciplines orutilities, and/or approval from the regulatory authorities.¬They are not intended as construction drawings unless notedas such or marked approved by a regulatory authority.2. By use of these drawings for construction of the Project,the Owner represents that they have reviewed, approved,and accepted the drawings, obtained all necessary permits,and have met with all applicable parties/disciplines,including but not limited to, the Engineer and the Architect,to insure these plans are properly coordinated including, butnot limited to, contract documents, specifications,owner/contractor agreements, building and mechanicalplans, private and public utilities, and other pertinent permitsfor construction.3. Owner and Architect, are responsible for final design andlocation of buildings shown, including an area measured aminimum five (5) feet around any building and coordinatingfinal utility connections shown on these plans.4. Prior to using these plans for construction layout, the usershall contact TCE to ensure the plan contains the mostcurrent revisions.5. These Drawings are specific to the Project and are nottransferable. As instruments of service, these drawings, andcopies thereof, furnished by TCE are its exclusive property.¬Changes to the drawings may only be made by TCE. Iferrors or omissions are discovered, they shall be brought tothe attention of TCE immediately.6. It is the User's responsibility to ensure this copy containsthe most current revisions. If unsure, please contact TCE.PLANNING ENVIRONMENTALTAX ID:¬OPEN SPACE NOTES:CONSERVATION OPEN SPACE:(INCLUDES STORMWATER MANAGEMENT AREAS)LOT 1 = 24,969 S.F.LOT 2 = 24,297 S.F.LOT 3 = 0 S.F.TOTAL CONSERVATION OPEN SPACE= 49,296 S.F. OR 1.1 AC.COMMUNITY OPEN SPACE:(INTENDED FOR RESIDENTS ONLY NOT PUBLIC USE)LOT 1 = 0 S.F.LOT 2 = 0 S.F.LOT 3 = 17,432 S.F.TOTAL COMMUNITY OPEN SPACE= 17,423 S.F. OR 0.4 AC.TOTAL CONSERVATION & COMMUNITY OPEN SPACE = 1.1 AC. + 0.4 AC. = 1.5 AC.% OF TOTAL PARCEL = 157,704 S.F./66,719 S.F. = 42.3%1SynergyDevelopment, LLC7 Chaplin LaneSouth Burlington, VermontPROJECT LOCATIONNOTE:PROPOSED DWELLINGS ON LOTS 1, 2, & UNIT3B MUST BE SERVED BY AN NFPA 13DDOMESTIC SPRINKLER SYSTEM PER SOUTHBURLINGTON FIRE DEPARTMENTALL PROPOSED BUILDING SIZE, SHAPE, LOCATION, ANDDRIVEWAYS ARE SHOWN FOR ILLUSTRATIVE PURPOSES ONLY,(UNLESS NOTED OTHERWISE ON SITE PLAN). THE EXACT SIZE,SHAPE, AND LOCATION IS BY OWNERS IN ACCORDANCEWITH LOCAL ZONING REGULATIONS."I HEREBY CERTIFY THAT THE DESIGN RELATED INFORMATIONSUBMITTED WITH THIS APPLICATION IS TRUE AND CORRECT,AND THAT, IN THE EXERCISE OF MY REASONABLEPROFESSIONAL JUDGMENT, THE DESIGN INCLUDED IN THISAPPLICATION FOR A PERMIT COMPLIES WITH THE VERMONTWASTEWATER SYSTEM AND POTABLE WATER SUPPLY RULESAND THE VERMONT WATER SUPPLY RULES" (REF.ENVIRONMENTAL PROTECTION RULES CHAPTER 1 S 1-302(b)(1).NO FLOOD PLAIN ONSITE PER AVAILABLEFIRM MAPSBASIS OF DESIGN FOR MUNICIPAL SEWER CONNECTIONTHE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND 3 (UNIT 3B) AND THEEXISTING HOME ON UNIT 3A TO THE COMMUNITY FORCE MAIN, A PORTION OF WHICH IS EXISTING TOITS DISCHARGE POINT IN THE SEWER MANHOLE, SOUTH OF THE INTERSECTION OF SOUTH POINTE DRIVEAND SPEAR STREET. APPROVED BY WW-4-4296-1R. PER EPR CH.1 SECTION 1-808 TABLE 1 (c). THESANITARY DESIGN FLOW FOR PROPOSED LOTS 1,2 & UNIT 3B IS 210 GPD/UNIT x 3 UNITS = 630 GPDBASIS OF DESIGN FOR MUNICIPAL WATER CONNECTIONTHE PROPOSED DESIGN CONNECTS THE PROPOSED HOMES ON LOTS 1, 2 AND UNIT 3B TO MUNICIPALWATER VIA A NEW SERVICE CONNECTION PER EPR CH21 "WSR" SECTION 2.2.3.3 TABLE A2-1UNITS 1 & 2WATER DESIGN FLOW IS 5 BEDROOM x 150 GPD/BEDROOM x 2 UNITS = 1500 GPD x 0.9 = 1350 GPD(10% REDUCTION FOR LOW FLOW FIXTURES)UNIT 3BWATER DESIGN FLOW IS 4 BEDROOM x 150 GPD/BEDROOM = 600 GPD x 0.9 = 540 GPD(10% REDUCTION FOR LOW FLOW FIXTURES)PUMP SPECIFICATIONS FOR COMMUNITY FORCE MAIN NETWORKPROVIDE GRINDER PUMP CAPABLELOT 1: 25 GPM @ 57 ' TDHLOT 2: 25 GPM @ 52' TDHLOT 3: EXISTING PUMP TO REMAINUNIT 3B: TBDStormwater EditsSMM01/07/152WW & Local ReviewJAD02/12/153WW ReviewJAD03/05/15403/11/15 JADUpdated For Final Approval& Construction504/29/15 JADAdded E-911 Address505/11/15 JMMRevised gas and power605/26/15 JMMAdd Concrete Pad for Utilities702/03/17 JADAdd Unit 3B803/09/17 JADRevise House StormwaterNo. 8917CIVILJJJJJEEEEEEEENNNNNNNNNNNIIIFFFFEEEERAAANNNNNNDDDDEEEEESSSSSSSAAAAAAUUUUTTTTT EEEELSSSSSTTTTTAAAATTEOFVERMOOOOMMNNNNNNNNTTTTT R tax map no.1640-01751K. & M. McFARLANDv. 1126 p. 105map slide 565LINE DATA TABLESPEAR STREET166.28'S12°50'16"W350.98'S83°20'04"W156.66'S83°22'04"W125.11' N07°50'28"W147.71'N75°50'43"E49.89'N76°14'40"E290.30'S81°01'54"E40.75' N07°42'41"W tax map no.1640-01730L. LONG FAMILY TRUSTtax map no.1640-01720C. LONG REV. TRUSTtax map no.1640-017251741 PROPERTIES, LLCL. & C. LONGv. 942 p. 48v. 91 p. 182map slide 10tax map no.1330-00004P. & M. MAHONEYREV. TRUSTv. 815 p. 500map slide 109tax map no.1330-00006W. CALKINSv. 1119 p. 81map slide 365tax map no.1330-00008J. & C. LYONv. 1015 p. 17map slide 365tax map no.1330-00010S. LIDOFSKYE. BARFODv. 642 p. 213map slide 365tax map no.1783-00070J. & S. MACKv. 760 p. 203map slide 475tax map no.1783-00099B. & C. SHUMANv. 555 p. 528map slide 565tax map no.1783-00133A. DOWNINGv. 1057 p. 236map slide 565tax map no.0770-00017S. SWANSONv. 798 p. 633map slide 163map slide 141tax map no.0770-00015A. RICE REV. TRUSTv. 1183 p. 325map slide 163map slide 141tax map no.0770-00011M. & E. ALBERTSONv. 885 p. 49map slide 163PAVED DRIVEWAY15' PEDESTRIANEASEMENTv. 211 p. 17520' DRAINAGEEASEMENTDRAINAGEEASEMENTv. 209 p.1401-1/4"O.D., UP 1.3'YELLOW PLASTIC CAP1-1/4"O.D., UP 0.1'RUSTED, 1.0' SELY1"O.D., UP 0.2'0.6' WLY TO4" SQUAREUP 0.8', 0.4'3-1/2" SQUAREUP 1.2', LEANINGNLY TO FENCE4" SQUAREUP 1.0', 0.8' NLY TO FENCETO FENCE CORNERFENCE NO. 5, UP 1.0'ALUM. CAP"TCE LS488""TRUDELL C. E. LS488"186.72'N75°53'15"E139.50'N76°14'48"E61.00'S83°25'06"W144.16'S83°25'06"W18.62'S83°11'02"W25.06'L1211.51' S06°39'56"E 190.04' N06°37'56"WLOT 20.75 AcresLOT 10.75 AcresCOMMUNITYOPEN SPACEEASEMENT0.40 AC.BUILDINGENVELOPEBUILDINGENVELOPEDRAINAGE & UTILITYEASEMENTCONSERVATIONOPEN SPACEEASEMENTLOT 2 0.56 AC.CONSERVATIONOPEN SPACE EASEMENTLOT 1 0.57 AC.UP 0.5'UP 0.4'50' ACCESS & UTILITYEASEMENTS 18°19'38" W35.55'S 06°37'56" E 100.00'S 83°22'04" W 65.00'N 06°37'56" W 46.51'N 75°53'15" E 100.00'S 83°22'04" W 35.00'S 57°28'37" E41.23'N 75°50'43" E56.22'S 19°21'42 " E 68.12'N 83°21'16" E35.00'S 06°39'56" E55.00'S 83°21'16" W80.00'N 19°21'42 " W 116.97'1'02L80.45'TIETIE40.48' N 05°25'40" WLOT 3COMMON UNIT1.88 AcresNO. 5, UP 0.5'ALUM. CAP"TCE LS488"UP 0.5'50' ACCESS &UTILITY EASEMENTUP 0.5'4" SQUARE UP0.5', 0.8' NLYTO FENCE4" SQUAREUP 1.5'1"O.D., UP1.3' BENT3-1/2" SQUAREFLUSH85.00'N84°45'52"E60.00' S05°14'08"E 85.00'S84°45'52"W60.00' N05°14'08"WS62°54'02"W96.40' (TIE)S01°51'22"W36.18' (TIE)N46°46'30"W72.59' (TIE)S68°05'11"W78.20' (TIE)S82°35'59"W132.36' (TIE)S11°44'03"W85.00'N78°15'57"W60.00'N11°44'03"E85.00'S78°15'57"E60.00'FOOTPRINT BOUNDARYFOOTPRINT BOUNDARYEXIST. 3BEDROOMHOUSEFOOTPRINT 3B0.12 Acrestax map no.0335-00093AARON CHIARAVELOTTIv. 1336 p. 307tax map no.0335-00111HERGENROTHERCONSTRUCTION, LLC.v. 1358 p. 77FOOTPRINT 3A0.12 Acrestax map no.1640-01741DescriptionRevisionsByDate#478 BLAIR PARK ROAD | WILLISTON, VERMONT 05495802 879 6331 | WWW.TCEVT.COMTRUDELL CONSULTING ENGINEERSProject Number:Date:Scale:Drawn By:Crd file:Field Book:Date of Survey:Sheet:Surveyed By:Subdivision Plat0FeetGraphic Scale30 30 60 90 120PROJECT LOCATIONUTILITY POLELINE DATA TABLE REFERENCECURVE DATA TABLE REFERENCEC1WOVEN WIRE FENCEOVERHEAD UTILITY LINESREINFORCING BAR ( FOUND )CONCRETE MONUMENT ( TO BE SET )CONCRETE MONUMENT ( FOUND )REBAR ( SET )IRON PIPE ( FOUND )CALCULATED POINTL1C1-0102/16/171"=30'14-087SDTJEDJMM206, 32514-087LEGENDDRAINAGE & UTILITY EASMENTCONSERVATION OPEN SPACE EASMENTSynergy Development, LLC7 Chaplin LaneSouth Burlington, VermontNOTES:1. THIS PLAT IS BASED ON DEEDS RESEARCHED IN THE CITY OFSOUTH BURLINGTON LAND RECORDS AND A CLOSED FIELDTRAVERSE CONDUCTED WITH A TOTAL STATION ON 6/26/14.BEARINGS ARE BASED ON VERMONT STATE PLANE GRIDNORTH ESTABLISHED WITH RTK OBSERVATIONS FROMVERMONT CORS STATION VTUV.2. REBARS SET ARE NO. 5 REINFORCING BARS WITH ALUMINUMCAPS STAMPED "TRUDELL CONSULTING ENGINEERS, LS488/LS 732".3. THIS PARCEL WAS CONVEYED TO SYNERGY DEVELOPMENT,LLC IN VOLUME 1226 PAGE 183.4. DISTANCES ARE SHOWN TO THE HUNDREDTH OF A FOOTAND BEARINGS ARE SHOWN TO THE SECOND FORMATHEMATICAL CLOSURE PURPOSES ONLY.5. AN ATTEMPT HAS BEEN MADE TO IDENTIFY OR DELINEATEEASEMENTS, RIGHTS OF WAY, LEASE LANDS,ENCROACHMENTS, ETC. OBSERVED IN THE FIELD OR READILYFOUND IN THE LAND RECORDS. ADDITIONALENCUMBRANCES MAY EXIST WHICH ARE NOT SHOWN ONTHIS PLAT.6. UNDERGROUND UTILITY LINES SHOWN ARE BASED ONABOVE GROUND STRUCTURES AND PLANS OF RECORD.ACTUAL LOCATION OF UNDERGROUND LINES MAY VARY.PLAT REFERENCE:1. "SUBDIVISION PLAT, 1741 PROPERTIES, LLC 1741 SPEARSTREET, SOUTH BURLINGTON, VERMONT" DATED 11/19/14PREPARED BY THIS OFFICE.STATEOFVERMO N TL A N D SURVEYORL A N DSURVEYORLICENSEDLICENSEDMARKA.DAYNo. 732STATE OF VERMO N T AFFORDABLE HOUSING RESTRICTIVE COVENANT TO WARRANTY DEED OF 7 CHAPIN LANE,SOUTH BURLINGTON, VERMONT WHEREAS,in 2017 Synergy Development, LLC filed Preliminary and Final Plat Application #SD-16-31 to amend the previously approved Planned Unit Development (PUD) to add one single family dwelling to Lot 3 at 7 Chapin Lane , South Burlington,Vermont (the "Property");and WHEREAS the South Burlington Development Review Board reviewed the Application under the City of South Burlington Land Development Regulations then in effect (the “Regulations”), and approved the Application by the Findings of Fact and Decision on the Preliminary and Final Plat Application #SD-16-31 dated ____________, 2017, (the “Approval"); and WHEREAS the Approval imposed a condition requiring that the existing home identified as Unit 3A on the Application, include a deed restriction requiring that, for a period of twenty (20) years from the date of Approval, Unit 3A (the “Affordable House”) be conveyed as “affordable"as defined herein below. WHEREAS “Affordable" is herein defined as: "Housing that is priced to be affordable to inhabitants, whose gross annual household income, as adjusted for household size, is between eighty percent (80%) and one hundred twenty percent (120%) of the U. S. Department of Housing and Urban Development (HUD) for the Burlington- South Burlington Metropolitan Statistical Area (MSA) median income, as defined by the United States Department of Housing and Urban Development,and the total annual cost of the housing,including principal,interest, taxes and insurance, is not more than thirty-three percent (33%) of the household's gross annual income, should the buyer secure a 30 year mortgage at prevailing rates, without consideration as to buyer’s choice of procuring shorter term debt, should they choose, based on personal savings or other grants, loans, gifts or personal contributions; and WHEREAS the City Attorney for the City of South Burlington has agreed that a deed covenant which encumbers the title to the existing home in the PUD and which run with the land will ensure that the ensure the existing home will remain affordable for twenty (20) years from the date of Approval. THEREFORE,in consideration of the foregoing recitals, and for other good and valuable consideration, the sufficiency of which are hereby acknowledged, Synergy Development, LLC, a Vermont limited liability company with a principal place of business in Charlotte, Vermont, for itself and its successors and assigns (the "Owner") does hereby agree that it will convey the Affordable House subject to the following: 1. DEED RESTRICTION.The warranty deed conveying the Affordable House shall include the following restriction: The herein conveyed Property is subject to the Findings of Fact and Decision of the City of South Burlington Development Review Board dated _____________, 2017 (the “Approval”). Pursuant to said Approval, for a period of twenty (20) years from the date of the Approval, the Property is and shall be conveyed as Affordable. This restriction shall run with the land and apply to all conveyances until the restriction terminates twenty (20) years from the date of the Approval. 2. DEFINITIONS. The following terms have the following meanings in this Covenant: 2.1 "Affordable Income Limit" shall be 120% of the annual Median Family Income for a household size of 4.5 persons (3 bedroom home) as established by the U. S. Department of Housing and Urban Development (HUD) for the Burlington-South Burlington Metropolitan Statistical Area (MSA) as published annually by the United States Department of Housing and Urban Development. The income of households of 4.5 persons at 120% annual Median Family Income shall be calculated by averaging the annual Median Family Incomes of a 4 person household and a 5 person household. For example, the 2016 published Median Family Income was $84,000.00 and the Affordable Income Limit is $84,000.00 X 120% = $100,800.00 2.2 "Maximum Sales Price" shall be calculated as follows: 2.2.1 Multiply Affordable Income Limit by 33%, and divide the result by 12 months to establish the maximum allowed monthly outlay for payment of mortgage principal and interest,property taxes, and property insurance. (For example, for 2015, this would be $100,800.00 X 33%I 12 months=$2,772.00 permitted monthly outlay.) 2.2.2 Subtract from the 2.2.1 the projected monthly property tax liability. 2.2.3 Subtract from the result of 2.2.2 the projected monthly liability for homeowner insurance. 2.2.4 Assuming the balance from 2.2.3 as the monthly payment, calculate the mortgage amount that will be fully amortized using a level-payment thirty-year mortgage. The assumed interest rate must be commercially reasonable and based upon a then in effect and readily available affordable housing program through the Vermont Housing Finance Agency or other licensed Vermont lender, or a blended rate of mortgages commercially available. The rate used shall assume a payment of not more than one point. 2.2.5 Notwithstanding any other provision of this Covenant, an Owner shall not be required to sell the Affordable House for an amount less than Owner's actual capital investment in the Affordable House, adjusted for inflation.Therefore,the Maximum Sales Price shall be the greater of: (a) the amount calculated in 2.2.4 above, or (b) the Owner's original purchase price adjusted for the actual documented costs of any capital improvements to the Affordable House during Owner's period of ownership. 3.RESTRICTIONS IMPOSED ON THE AFFORDABLE HOUSE. Subject to the terms and conditions hereof,during the term of this restriction, the initial sale and subsequent resale price charged by the Owner shall be limited to an amount less than or equal to the Maximum Sales Price. 4. DEMONSTRATION OF COMPLIANCE. The Affordable House shall not be sold without compliance with this Covenant. In order to demonstrate compliance with the Covenant, at the time of sale or resale, Owner shall record a Certificate of Compliance (the Certificate, attached hereto as Exhibit A-1) showing the calculation of Maximum Sales Price. The Certificate of Compliance shall be reviewed by Champlain Housing Trust (CHT), or its successor. CHT shall review the proposed Exhibit A-1 and provide Owner with a signed Certificate confirming its agreement to the Maximum Sales Price within 30 days of the receipt of the completed request or provide a revised approved Certificate if CHT believes the amounts in the Certificate are incorrect. Owner shall be responsible for any fees owed to CHT for review of the Certificate. The recorded Certificate shall serve as the record of compliance with the Covenant. 5. DURATION. This Covenant shall run with the title to the Affordable House for a period of twenty (20) years from the date of the Approval. 6. MODIFICATION. This Covenant may be modified or terminated prior to its expiration only upon the written consent of the then record title holder(s) of the Affordable House and the City of South Burlington. 7.SUBORDINATION OF AFFORDABLE HOUSING COVENANT TO MORTGAGE. The Affordable Housing Covenant shall be automatically subordinate to a Mortgage Deed securing a purchase money mortgage or a refinance of the Affordable Unit. 1 CITY OF SOUTH BURLINGTON DEVELOPMENT REVIEW BOARD SD_17_05_51OldFarmRoad_Rendall_subdivision_sketch_ March_21_2017 DEPARTMENT OF PLANNING & ZONING Report preparation date: March 17, 2017 Plans received: February 21, 2017 51 Old Farm Road Sketch Plan Application #SD-17-05 Meeting date: March 21, 2017 Owner/Applicant Donald and Sandra Rendall 51 Old Farm Rd. South Burlington, VT 05403 Property Information Tax Parcel 1260-00051 Residential 1 PRD 3.917 acres Location Map 2 PROJECT DESCRPTION Sketch plan application #SD-17-05 of Donald & Sandra Rendall to subdivide a 3.917 acre parcel developed with a single family dwelling into two (2) lots of 2.98 acres (lot #1) and 0.93 acres (lot #2), 51 Old Farm Road. COMMENTS Development Review Planner Lindsey Britt and Administrative Officer Ray Belair, hereafter referred to as Staff, have reviewed the plans submitted by the applicant and have the following comments. A. Density The R1-PRD Zoning District requires 40,000 square feet per single family dwelling unit. The applicant is proposing that Lot #1, which has the existing single family home, be 130,089 square feet and that Lot #2 be 40,534 square feet, which could accommodate a single family dwelling unit. B. Access The existing house on proposed Lot #1 is accessed by a driveway from Old Farm Road. Lot #2 would have access to Old Farm Road and also abuts Hinesburg Road; however, that side of the property is wetland and therefore would not be a likely source of access. RECOMMENDATION Staff recommends the Board discuss the project with the applicant and end the meeting. Respectfully submitted, ________________________________ Ray Belair, Administrative Officer DEVELOPMENT REVIEW BOARD 21 February 2017 The South Burlington Development Review Board held a regular meeting on Tuesday, 21 February 2017, at 7:00 p.m., in the Conference Room, City Hall, 575 Dorset Street. MEMBERS PRESENT: B. Miller, Chair; J. Smith, D. Parsons, M. Cota, F. Kochman, M. Baer (via telephone) ALSO PRESENT: R. Belair, Administrative Officer; L. Britt, Development Review Planner; S. Murray, M. Kane, D. Wheeler, J. Goodwin, W. Hayden, J. Leinwohl, E. Blackwood 1. Additions, deletions, or changes in order of agenda items: No changes were made to the Agenda. 2. Comments & Questions from the public not related to the Agenda: No issues were raised. 3. Announcements: There were no announcements. 4. Meet with consulting team to discuss generalities of Master Plans and Planned Unit Developments: Ms. Murray reviewed the background of the project and noted that they are specifically addressing PUDs. They will be meeting with the Planning Commission but also want to meet with the DRB because it is the DRB that has to deal with the regulations on a day-to-day basis. Ms. Murray noted that currently developers use PUDs when they can’t meet regulations. The Planning Commission wants to give more of a framework to the PUD process and improve the regulations. She asked the Board what works for them and what does not. Mr. Kochman said he felt that all waivers are legally vulnerable because there are no standards for them. He would like to see criteria for each type of waiver. He also noted that types of waivers (e.g., height, parking, etc.) exist in separate sections of the LDRs. He also noted that you can grant a height waiver in association with increased setbacks, but there is nothing more specific than that. Mr. Parsons added that there is no guidance on height restrictions. DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 2 Mr. Behr noted that as long as you’re not blocking a view, you can apply for a height waiver. In other states, however, height waivers require a variance. He felt they should be gotten rid of or have standards. Mr. Parsons commented that “codified trade-offs” can be helpful. Ms. Murray noted that if you give out a lot, however, the regulations need to be changed. Mr. Kochman added that the Supreme Court might someday say there is no height limit because it isn’t enforced. Mr. Behr said he liked the PUD process and didn’t have any major issues with it. He felt the city has gotten some good developments from it over the years. Mr. Kochman said the line gets “wavy” for him. The accommodations you’re asked to make up front are premised on the assumption that the buildout will take place, but there is no assurance of that because of phasing. Mr. Behr said market conditions can change. He cited the South Village situation. He also noted that the PUD process can ask for more amenities earlier. That’s part of the negotiation process. Mr. Kochman said that is where they differ. He prefers conditions. Ms. Murray said it remains a negotiated process, but you have to indicate what the requirements are. Mr. Kochman said he would like to require amenities to be built up front. Mr. Behr said that when you negotiate. The applicant may be offering amenities that aren’t required. If you require them earlier, they can say “forget it,” and you get nothing. Ms. Murray said you can have incentives in addition to requirements. And you can also require minimums. Ms. Smith noted that it may actually be dangerous to have a park available with construction going on around it. Mr. Behr cited the difference between “shoulds” and “shalls.” Ms. Murray asked if there are enough “shalls.” She said they didn’t find a lot of standards in the PUD section as to what are “should” and “shalls.” DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 3 Ms. Murray noted the section in the regulations that addresses consistency with the Comprehensive Plan. She said that is now a requirement. Mr. Kochman said it is one thing to say “complies with the Comprehensive Plan.” The regulations say “shall be consistent with the goals and objectives of the Comprehensive Plan.” He felt those are very different things. Mr. Kochman then referred to the section on Affordable Housing and said there is a very tight definition in the LDRs and a very loose usage in the Comprehensive Plan. He suggested the Planning Commission might tighten up the language in the Comp Plan. Ms. Murray noted that traditionally the Comprehensive Plan language is less specific than the regulatory language. Ms. Murray then asked about issues with Master Plans. She noted the “vested rights” issue that is a benefit to the developer. She asked how the Board normally looks at them and whether they have enough information or too much information. Mr. Parsons questioned the benefit of a Master Plan as opposed to a specific plan. He felt it could give guidance. Ms. Murray said it can also provide assurances that the city won’t change the regulations. Mr. Parsons said he would like more distinct language as to what the board can guarantee. Ms. Smith added she would like to know how far out the board can guarantee something. Mr. Miller noted that 10 years isn’t a lot of time in development. Mr. Miller said he would like to see the potential impact of less regulation and a more streamlined process. He would specifically like to see how to get more affordable housing with fewer regulations. Ms. Murray said they actually did that a few years ago but didn’t know how successful they were. They have found that incentives don’t work as well in Vermont which is why they are going for the more regulatory process. Mr. Kochman said that according to John Wilking affordable housing is not feasible, and the only way to get it is to subsidize it. Ms. Murray said that in Phase I of their research, developers told them that the requirements make things more expensive. They like the negotiated process, but there is not much guidance. DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 4 Ms. Murray stressed that this is only an initial discussion and that the board will eventually be using whatever they finally come up with. 5. Miscellaneous Application #MS-17-01 of City of South Burlington for stormwater drainage improvements and installation of stormwater treatment gravel wetland, 17 Quail Run: Mr. Wheeler said the property is in the Bartlett Brook watershed which is an impaired watershed with much eroded streambanks. The goal is to reduce erosion and to reduce phosphorus going into the Lake. This is the #1 project which is funded by a state grant and is ready to go to bid. Mr. Wheeler described the location of the project. He noted it is at the bottom of a hill and is accepting water from above. The project will detain and treat the runoff from locations on city property. Mr. Miller asked if this project will help neighbors as well. He noted the Board has been hearing about issues for a number of years. Mr. Wheeler said it will help the neighbors as well. Mr. Goodwin asked about maintaining the path. Mr. Wheeler said they will redo the path and put down wood chips. No other issues were raised. Mr. Cota moved to close #MS-17-01. Mr. Parsons seconded. Motion passed unanimously. 6. Sketch Plan Application #SD-17-02 of Edward G. Hoehn, III, to subdivide a 10.2 acre parcel developed with a single family dwelling into 6 lots ranging in size from 6.0 acres to 0.46 acres, 1700 Dorset Street: Mr. Hayden said there is currently a single family residence on the property. The project will create 5 new lots. One lot will be kept open in perpetuity as open space. The lots will be on city water and sewer. DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 5 There is a class 2 wetland on lot #6, and the wetland buffers have been indicated and accepted by the state (50-foot buffer). The lot will be given to the City. It is directly south of the rec path. Lots 2 and 3 have frontage on Dorset Street. Lots 4 & 5 access from Sadie Lane which is currently a private road but will become public. There will be only one crossing of the rec path by a shared driveway. There is an existing curb cut in from of 1700 Dorset Street which will continue to be used. All 4 new lots will be developed with single family homes. In addressing staff comments, Mr. Hayden noted that they are on the 20 March Recreation Committee agenda. Mr. Kochman felt the shared driveway was a good idea. Mr. Belair drew attention to a condition in a 1977 approval. What is now Autumn Hill Road was the access for four lots but not for this particular lot. The Planning Commission required a condition that any further subdivision would have to use the north/south right-of-way (Autumn Hill Road) which would have to be upgraded to city standards. No additional lots could access directly from Dorset Street. Mr. Belair said there is a question as to whether switching from Autumn Hill road is OK, and a further question as to whether the second house can access from the existing Dorset Street curb cut. Mr. Hayden said since they cannot go through Autumn Hill Road, they are using Sadie Lane (he provided members with a drawing). Ms. Smith said as there is already a Dorset Street access she did not feel they are creating a new access. Mr. Belair said the original aim was to funnel all traffic through the 60-foot right- 0f-way, and there are several ways to do that. Ms. Smith said she was OK with access from the existing curb cut. Members questioned whether they have the power to override the 1977 stipulation. DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 6 Mr. Behr felt there needs to be some research and an opinion from the City Attorney. Mr. Kochman suggested amending the existing permit. Mr. Belair noted that other property owners are also subject to this condition. Mr. Kochman said they should all be notified of the potential amendment, and anyone with an objection can be heard. The question was raised as to whether lots 4 & 5 can’t have access as proposed. Mr. Belair said Sadie Lane didn’t exist in 1977 when the stipulation was written. Mr. Cota didn’t think they could amend the Dorset St. stipulation. He felt Sadie Lane is a possibility. Mr. Kochman suggested the applicant re-apply with an amended plan. In the absence of that, there is vulnerability. Mr. Belair stressed that they are trying to funnel all new traffic through the existing right-of- way which eventually goes out to Dorset Street. Mr. Kochman said the question is how to override something from 40 years ago. Mr. Behr said he wasn’t sure they had the power to override it just because something didn’t happen that the board through would happen. He stressed the need to have the City Attorney weigh in on it. Ms. Smith said the 1977 board could not have foreseen that the right-of-way from the north would be broken off. Mr. Belair said they need to understand the process. The law says you have to send letters to the abutters in the beginning of the process, and the process has already begun. Mr. Kochman felt that where there are “changed circumstances” the board would have the power to amend. Mr. Miller noted that staff also recommends that houses on lots 4 & 5 be oriented to Sadie Lane. The applicant said that north of this site plan all the buildings face westward, and they are trying to be consistent with that. Mr. Belair said the houses have to face the street. The applicant said if they do that, the house on lot 5 will be looking at the back door of the house DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 7 on lot 4. Mr. Behr said he agrees with the applicant. Mr. Belair said the regulations require the house to face the street. Mr. Parsons questioned whether the house has to “directly” face Sadie Lane. The applicant suggested both houses could face the bend of Sadie Lane. He gave members a sketch of that. Mr. Behr asked if it meets the code. Mr. Belair said basically, yes. The house on lot #5 would have to move slightly to the north to meet the 25 feet. The question of Sadie Lane becoming a city street was raised. Mr. Belair said it has to be a city street because there will be 9 homes on it. The city can force that issue. The final staff comment asks the applicant to provide the calculation regarding the width to length ratio. No other issues were raised. 7. Consider reopening site plan review application #SP-16-82 of City of Burlington, Burlington International Airport to amend a previously approved plan for an airport complex. The amendment consists of: 1) relocation of taxiway “G,” 2) new aircraft holding bay, relocation of taxiway “A,” 3) reconstruction of taxiways “M” and “H,” and 4) stormwater improvements, 1200 Airport Drive: Mr. Kochman moved to reopen #SP-16-82. Mr. Cota seconded. Mr. Belair said he has no further information other than what is in staff’s memo. Mr. Kochman said he thinks that important issues are raised. He added that he knows there is not a complete exemption from local zoning for the airport. Federal law does not supersede local zoning law. He agrees with staff in this case that local law applies. Ms. Blackwood, attorney for the City of Burlington, said that new evidence would have to happen within the 45 days that are already running in order for the hearing to be reopened. She also said the delay would put the airport at a disadvantage. She felt that nothing in staff’s memo couldn’t have been known when the application was heard, and the issue of trucks was raised at the original hearing. DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 8 Mr. Miller said the new thing is that the snow being kicked onto Airport Drive will get worse because of the relocation of the taxiway. Ms. Blackwood said the relocation of the taxiways is a preemption of federal law, not an issue for local control. She added they would try to be cooperative, but they have to follow the FAA. She cited a case where this was heard. Mr. Kochman then cited another case where there was a different decision. He cited the conditions that allowed to be reviewed by local law. He felt this was a “fair contest over this issue.” Mr. Miller said the holding area has moved closer to Airport Drive, and there will be more snow blown onto the city street from that new location. He did not want snow being blown onto a cleared street. He said if there is a way to work together to prevent this from happening, he wanted to see the problem solved. Mr. Leinwohl said he would have to discuss this with the Airport before they can comment on anything, but he felt there are ways to address the issue that are “sensible.” Mr. Kochman stressed that this hearing is just about reopening, and the 45 days are not yet up. Ms. Smith asked if there can be a commitment regarding mitigation, would they have to reopen the hearing. Mr. Kochman said they would have to reopen to get the commitment. Mr. Belair agreed that any changes would require reopening. Ms. Blackwood asked to limit what the board is going to take evidence on, so they can be clear about it. Mr. Kochman said they will be addressing the “performance standards” and read the list of those. In the vote that followed, the motion to reopen passed unanimously. Members and the applicant agreed to 21 March 2017 for the hearing date. No other issues were raised. DEVELOPMENT REVIEW BOARD 21 FEBRUARY 2017 PAGE 9 8. Minutes of 7 February 2017: The minutes of 7 February 2017 were not presented for approval. 9. Other Business: No other issues were presented. As there was no further business to come before the Board, the meeting was adjourned by common consent at 9:05 p.m. _____________________________________ Clerk _____________________________________ Date