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06-07-2021 Planning Commission Agenda Packet
City of Fairhope Planning Commission Agenda 5:00 PM Council Chambers June 7, 2021 1. Call to Order 2. Approval of Minutes • May 3, 2021 3. Consideration of Agenda Items A. SD 21.11 Public hearing to consider the request of Amzi and Eileen Sherling for Preliminary plat approval of Fairhope Downs, a 64-lot subdivision. The property is approximately 51.08 acres and is located on the east side of County Road 3 approximately ½ mile south of County Road 24. PPIN #: 41065, 41072, 41076, 41088, 51475, 71709, 115704, and 216891 B. SD 21.32 Public hearing to consider the request of FST, Provision Investments, LLC for preliminary approval of Windmill Professional Park a 4-unit multiple occupancy project. The property is approximately 1.48 acres and is located at the northwest corner of the intersection of State Highway 181 and Windmill Rd. PPIN #: 77607 4. Old/New Business 5. Adjourn City of Fairhope Planning Commission Minutes May 3, 2021 The Planning Commission met Monday, May 3, 2021 at 5:00 PM at the City Municipal Complex, 161 N. Section Street in the Council Chambers. Present: Lee Turner, Chairperson; Art Dyas; Harry Kohler, John Worsham; Rebecca Bryant; Jason Langley, Water and Sewer Director; Hunter Simmons, Planning and Zoning Manager; Mike Jeffries, Planner; Jimmy Conyers, Samara Walley, Planner Absent: Hollie MacKellar; Clarice Hall Chairman Turner called the meeting to order at 5:02 PM and announced the meeting is being recorded. 1. Call to Order 2. Approval of Minutes • March 1, 2021 One change, per Hunter: Mayfield subdivision: David Diehl is with S. E. Civil not Dewberry. Approved as amended: Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: 2nd: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Motion to approve: Aye • April 5, 2021 Approved as presented: Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: 2nd: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Motion to approve: Aye City of Fairhope Planning Commission Minutes May 3, 2021 3. Consideration of Agenda Items: Lee moved ZC 21.08 to the beginning of the agenda because there was a large number of people in attendance to speak on this proposed project. • ZC 21.08 Public Hearing to consider the request of Carolyn Gill Koch, as Trustee to establish an initial zoning of PUD (Planned Unit Development) concurrent with conditional annexation into the City of Fairhope. This project is known as Baytown PUD. It is 16.56 acres located on the SW corner of Dyer Road and Bishop Road. PPIN# 24268 and 271784 Hunter: This property is currently un-zoned. Applicant is seeking to develop 162 townhomes with a proposed density of 9.78 units per acre. The property is surrounded by zoned and un-zoned property, R-2 and R-4. Auburn Extension is to the north of the property. Current use is for a single-family home. Each proposed townhome would be an individual lot. One entrance would be on Dyer and one would be on Bishop Road. 4.67 acres of green space (28%) is proposed which exceeds the requirements. Sidewalks are shown on the site plan on Dyer and on Bishop. Sidewalks are also shown through the common area/green space. Staff comments: • RT3H (guidelines for townhomes). Required and proposed: 2400 s. f. / 1400 proposed; minimum lot width 24/20; Front set back 20’/20’; Rear set back 35’/0’; Maximum lot coverage 45%/70%; maximum height 30’/30’ • Density analysis shows a suggested density of 5.52 units/acre. 9.78 units/acre is proposed. • Rear loading parking and rear yard screening are a requirement, not met by this proposal • Architectural plans are provided • Anything above 4 units must have undulations on side of building, this requirement is met. But rear does not provide those details. Hunter is concerned about the lack of rear yard screening (opens to greenspace) and the concept of the development appears drab in his opinion. Staff recommends denial based on clear guidance from RT3H. Lee restated the Zoning Ordinance RT3H is clear. This is a conceptual review, does not include drainage standards, which would come under a subdivision review. Lee opened the floor up for comments from the developer. David Diehl, S. E. Civil, spoke on behalf of the developer. He said the project was innovative and has a good use of open space. The townhomes open up to the common area. There is a 5' sidewalk in the common area, and there is a dog park. Trees are planted every 30' for buffering to enhance the existing natural buffer that will remain. Understory trees will be added. There are a number of multi-occupancy projects in the area. Arbor Gates, Graceway, range from 6 units per acre to 20 units per area. There are fourplexes in Meadowbrook, a subdivision right down the road. There are also business uses around this development. City of Fairhope Planning Commission Minutes May 3, 2021 Development will also have a lake. He feels the spirit of the PUD ordinance is being utilized with this concept. Rebecca asked what was driving this development? David said walkability and common areas which can be used for walking and dog walking. Lee: What age group was being targeted with this development. David said all ages but anticipate retirees. Lee asked about parking. David said 2 cars can park at each unit if one car is in the garage. Rebecca: Concerned about differences between front and back facades. Rear yard entry into common area seems stark. Would covered porches be considered to soften it up? David said he will mention it to the property owner. Public Hearing: Art: Important that everyone has a chance to speak and be heard. Smith Prestwood, 17 South Rolling Oaks Drive: introduced Jason, has a petition and handed out pictures: Jason Roberts, 8610 Dyer Road; Petition is not to stop development but to encourage better stewardship of the land. He would like a lower impact development, drainage concerns and traffic concerns. Most neighbors are against the zoning change as indicated on the petition. Lee said only the zoning is being addressed today, the drainage will be addressed at time of subdivision submittal. He will give David an opportunity to address drainage, if David (engineer) is prepared to do that. Rose Riles, 21307 Rolling Oaks Drive; Concerned about the impact on schools (overcrowded as it is). She would like to see a lower density proposal to limit the impact on area schools. She speaks for other school staff as well. BJ Eringman, 21311 Rolling Oaks Drive; He has a background in engineering and works for the City of Daphne. Concerns over density, parking, and public works difficulties with garbage service. There is no connectivity with sidewalks offsite, this is a safety concern. The layout of the townhomes is not targeting retirees, as living rooms are upstairs. Brent Riles, 21307 Rolling Oaks Drive: Phone number on zoning change request signs questions is not being answered, 251 990-0214. He had to call general number to get Planning staff. Auburn Extension property was not included in the analysis. Density concerns. Comprehensive plan is not supported with this development. This development will challenge the physical character of Fairhope. City of Fairhope Planning Commission Minutes May 3, 2021 Ann Blower, 21312 Rolling Oaks Drive; 33-year resident. Concerns over drainage and traffic. Requests a traffic study during the school hours. Patrick Collins, 29 South Rolling Oaks; Concerns over the number of units. He wants the city to remain constant with the comprehensive plan. Protect our investments. Public Hearing Closed. Lee asked Larry Smith, S. E. Civil, to come up to address connectivity and parking. Larry: The client wanted to do this a city annexed PUD property as opposed to a Multi-Occupancy Project (MOP). The impact fees will be significant. He has designed several projects in this area, and he is aware Dyer Road @ Rolling Oaks floods. He did a downstream analysis and plans to reduce the downstream impacts. Most of the drainage issues stem from Auburn property. He plans to actually improve the drainage in this area. Traffic study was done about a month ago with right turn required for Dyer Road at 98 heading south. He will review the parking concerns. There are no connectivity issues with sidewalks because all proposed sidewalks are on private property. He requests this be tabled. Art: Concerned that there was no signal required through the traffic study for 98 & Dyer, extreme traffic issues. Lee: asked about drainage issue at Rolling issues. Larry said these concerns have been forwarded to the County but have not been addressed. Culverts need to be redone; road elevation needs to be raised. Art reminded everyone of the economic peak and crash of 2006/2007. That could happen again. Land prices are high now. Comprehensive Plan changes are coming soon, but it is only a guide. It is not the law. Encouraged everyone to stay involved. Lee encouraged everyone to be involved in regulation changes (subdivision and zoning). Rebecca: Rear facades are very visible and common areas need more attention. She agrees with Hunters perspective. Art: PUD is intended to be unique. There is nothing unique about this development. Rework this and make it unique, go towards townhome development standards. It is imperative for residents to stay involved. Recent City of Fairhope Planning Commission Minutes May 3, 2021 4 lane project (Overlay district, proposal from Planning Commission) was not approved because no one stood up to support it. Hunter: Regarding tabling request, to meet Planning Department deadlines revisions need to be received no later than May 17th in order to be on June’s PC meeting agenda. TABLED (no motion required) • SD 21.21 Public Hearing to consider the request of Johnson Fairhope Properties, LLC for plat approval of Adcock Subdivision, a 2-lot minor division. The property is approximately 8.9 acres, located at the NW corner of US Hwy. 98 & Mary Ann Beach Road, PPIN# 213465 Hunter presented: Lot 1 is 4.49 acres; Lot 2 is 3.88. Lot has an existing one-story brick building. Lot 2 is vacant. Un-zoned. Scott Hutchinson is here with GMC as the site engineer. Fire protection was the issue here. Hydrant is being installed as indicted on site plan. Staff comments: 1. Subject property is located within the Fairhope Planning Jurisdiction and has been reviewed according to the Fairhope Sub Regs. 2. Sub Regs Article VI Section D requires the provision of sidewalks along all streets in the Planning Jurisdiction of Fairhope. 3. The plat does not depict sidewalks; however, the plat depicts a 10’ utility easement along US Highway 98 and a 15’ drainage and utility easement along Mary Ann Beach Road extension. 4. The preliminary plat should be revised to include the word “sidewalk easement” to all easements that abut road frontage to allow for future construction of a sidewalk, if needed. 5. Article VI, Section G requires the provision of fire hydrants to be installed along each street at a maximum interval of four hundred fifty (450) feet, or at the ends and center of each block, or as otherwise required by the fire authority having jurisdiction. 6. The newly proposed hydrant and the existing hydrant must meet the water pressure flow requirements of the International Fire Code. 7. A certified engineer will need to confirm the water pressure flow meets the IFC and receive approval from the city’s water and sewer superintendent. 8. It should also be pointed out that the new installation of the fire hydrant will trigger a major subdivision and thus preliminary approval as well as final plat approval will be required. 9. The proposed subdivision did not trigger a traffic study and no existing runoff flow patterns will be changed by this subdivision. 10. Water services will be provided by the City of Fairhope. Power is supplied by Baldwin EMC. There will be individual septic systems for sewer and the telephone service will be provide by AT&T. City of Fairhope Planning Commission Minutes May 3, 2021 Staff recommends preliminary approval of SD 21.21 with the following conditions: 1. A certified engineer will need to confirm the water pressure flow meets the International fire code and receives approval from the city’s water and sewer superintendent prior to final plat approval. 2. Revision of plat to include sidewalks to the utility and/or drainage easements where the site abuts road frontage. Lee opened Public Hearing: No one present to speak. Motion to approve as per staff recommendations with comments: Art 2nd: Conyers Vote: Lee Turner: Aye Art Dyas: Motion: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: 2nd: Aye Unanimously passed SD 21.22 Public Hearing to consider the request of Roberta U. Harris, etal and Stephen Urbanek for Preliminary Plat approval of Overland Subdivision, Phase 1, a 32-lot subdivision. The property is approximately 15.8 acres and is located at the SE corner of CR 48 and Blueberry Lane. PPIN# 43640 Hunter presented. City of Fairhope Planning Commission Minutes May 3, 2021 Staff comments: 1. The site was approved by Planning Commission at the Feb. 1, 2021 PC meeting for zoning of a PUD conditional upon annexation into the City of Fairhope. 2. The application included a 61 single-family lot development and a 16 unit townhome apartment development. 3. The applicant is requesting preliminary plat approval in two separate phases: Phase 1 (SD 21.22) and Phase II (SD 21.23) 4. SD 21.22 (this case) is 32 of the 61 single family lots 5. Applicant submitted covenants in the previous PUD regarding sidewalks which state all sidewalks are to be built by each owner of their lot. 6. Sub regs require sidewalks and street trees to be installed prior to applying for Final Plat approval. 7. Covenants do not override zoning code or sub regs, but in an effort to avoid confusion, staff is memorializing when sidewalks and street shall be installed via a condition of approval. Floodway and wetlands indicated on site on west side of the property. Sidewalk is shown on Fairhope Avenue. Right of way is Baldwin County and City has not heard confirmation from Baldwin County Highway Department that the sidewalk will be allowed in that location (near a large box culvert). Alternate plan submitted in case sidewalk is not allowed on County right of way. Site (Phase 1) appears to otherwise conform with PUD ordinance. Staff recommends approval subject to the following conditions: 1. All sidewalks and streets shall be installed prior to submission of Final Plat Approval, including sidewalk along Fairhope. 2. Approval of ZC 21.01 by City Council without substantial changes to current proposed site plan. 3. Approval from the County Highway Department regarding the sidewalk layout in the right of way along Fairhope Avenue (Hwy. 48) or the depiction of an easement for the sidewalk along Fairhope Avenue at the final plat stage for sidewalks in the right of way. 4. Note: Walkway and bridge in the common area built during Phase 1 requirement has been retracted. Art asked when ZC 21.01 was heard by Planning Commission and why it hasn’t been approved by Council as of yet. Hunter said it was heard in January and staff changes caused a delay on getting the advertisements out. Otherwise preliminary plat would not be up for approval prior to PUD approval. Rebecca: Why did you (Hunter) change your mind on condition #4 (walkway and bridge)? Hunter: Staff felt comfortable with the proposal without this requirement, enough greenspace as is Larry: County has approved sidewalk on County right of way including across the box culverts. City of Fairhope Planning Commission Minutes May 3, 2021 Public Hearing: No one spoke. Public Hearing Closed. Motion to approve SD 21.22 as per staff recommendations with conditions as stated # 1-3: Art 2nd: Rebecca Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye SD 21.23 Public Hearing to consider the request of Roberta U. Harris, etal and Stephen Urbanek for Preliminary Plat approval of Overland Subdivision, Phase 2, a 29-lot subdivision. The property is approximately 12.48 acres and is located at the SE corner of CR 48 and Blueberry Lane. PPIN# 43640 Hunter presented. Comments on SD 21-22 are relevant to this case as well (same parcel). This proposal meets the PUD ordinance. Staff recommends approval subject to the following conditions: 1. Note: Sidewalks / streets will be installed in Phase 1 2. Approval of ZC 21.01 by City Council without substantial changes to current proposed site plan. 3. A No-Rise certification in coordination with the City of Fairhope Building Dept. will be required when beginning construction of Phase II Larry Smith had nothing to add. Public Hearing: No one spoke Public Hearing closed. City of Fairhope Planning Commission Minutes May 3, 2021 Lee: Fairhope Single Tax has plans to level out the open overgrown area to the west of the Rivermill subdivision entrance, making this into a park to be dedicated to the City of Fairhope. There are also connectivity plans for sidewalks here extending to Blueberry Lane and Walmart. Rebecca: Likes the greenspace proposal, treating wetlands/floodways as an amenity instead of a forgotten or problem area. Motion to approve SD 21.23 as per staff recommendations with conditions as amended: John 2nd: Jimmy Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously approved. SD 21.25 Public Hearing to request of FST, Provision Investments, LLC for plat approval for Fairhope Landing, Subdivision, a 2-lot subdivision located at State Highway 181 ¼ mile south of State Highway 104. The site is 12.44 acres. PPIN# 15491 Mike presented: No infrastructure or change of drainage patterns. Staff required correspondence with AL-DOT but traffic study was not required. This site meets approval standards with a condition of approval. Staff recommends approval of SD 21.25 with the following conditions: 1. Add a note indicating a 10’ sidewalk easement along the front lot lines of lot 1 and 2 abutting State Highway 181. Art: If sidewalk is installed at lot 1 and lot 2, who builds the sidewalk in the middle of these two lots? Lee: It would be built when the property owner of the middle property developed their property. This is common around Fairhope. There have different approaches to this as administration has changed over the years. This is a fast growing area and is likely to be developed in the near future. Public Hearing: Jerry McManus, 14747 Underwood Road, Summerdale: Baldwin County Sewer: Provided supporting documents regarding sewer providers for this area. He would like these documents to be part of the record for this subdivision. City of Fairhope Planning Commission Minutes May 3, 2021 Lee confirmed the letter from Baldwin County Sewer has been received and is in the file. Public Hearing Closed. Motion to approve as per staff recommendations with condition of approval: Art 2nd: Conyers Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously approved. SD 21.26 Public Hearing to request of FST, Provision Investments, LLC for plat approval for Fairhope Landing, Subdivision, a 76-unit multi-occupancy project – RV Park. State Highway 181 ¼ mile south of State Highway 104. The site is 11.16 acres. PPIN# 15491 Mike presented. This case is related to case SD 21.25 (same parcel). Un-zoned Baldwin County. Final MOP approval will be a requirement prior to construction. Site plan was shown. Staff comments: 1. Full traffic study was not warranted due to the number of average daily traffic counts and a letter supplied by engineer of record. However, staff did require correspondence from AL- DOT verifying allowed access for the development on State Highway 181 AL-DOT confirmed a restricted access would be granted and after the widening of 181 a permanent access could be permitted and installed. 2. Neel-Schaffer reviewed drainage as third-party review. The review comments provided were addressed by the applicant and determined to follow Fairhope Sub Regs. Water will collect at a series of inlets, underground pipes and ditches. The underground drainage will discharge into the proposed wet pond on the NE portion of the property. 3. 25% greenspace is required resulting in 2.79 acres; +/- 2.8 acres is being provided. 4. Wetland report provided verification there are no wetlands or streams on site. 5. Any desire to subdivide or sell lots in the future will require the entire property to be brought into compliance with the regulations of the authority having jurisdiction. City of Fairhope Planning Commission Minutes May 3, 2021 Staff recommends approval with the following conditions: 1. Club house, pool and all amenities shall be installed in conformance with the submitted landscape plans. 2. Clubhouse, pool and all amenities shall be installed prior to acceptance of an application for final MOP. Art: There appear to be wetlands in the upper corner of the lot. Larry: Wetland delineation said this was not a wetland, but it is recognized as a drainage area. Public Hearing: Andrea Sherry, 21684B State Highway 181; concerned over traffic, especially with trucks pulling large RVs. This will be a overnight place for RVs, there will be a lot of incoming and outgoing traffic. RV parks have a lot of dogs. There is a concern from dog waste. Rebecca: Did the applicant do a delineation in the field? She wanted to make sure this determination is not based on maps. Larry: Confirmed full wetland delineation was done, including field assessment. Incoming traffic will be coming from the south and outgoing will be directed north. Public Hearing closed. Motion to approve SD 21.26 as per staff recommendations with conditions of approval: Jimmy 2nd: Worsham Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously passed. City of Fairhope Planning Commission Minutes May 3, 2021 SD 21-27: Public Hearing to consider the request of FST 68V Longbranch 2019, LLC for Preliminary Plat approval of Longbranch Subdivision, a 28-lot division @ Twin Beech Road (north side) between CR 13 and Thompson Hall Road. 18.71 Acres. PPIN# 77788 Hunter presented: The application has expired- a week before meeting. It was approved 2 years ago, April 1, 2019. This is the same subdivision that was approved 2 years ago with minor changes (sewer upgrades). Staff comments: 1. Zoned R-2 Medium Density Single-Family 2. Applicant failed to begin construction within the two-year time period and therefore the application expired, rationale for resubmission. 3. Wetlands are indicated on the plan (Twin Beech side) 4. Largest lot size depicted is 15,027 s. f. Smallest is 12,195 s. f. (.28 acres). 5. Minimum allowed lot sizer is 10,500 s. f. Setbacks listed are 35’ front and rear with a 10’ side and 20’ side street setback. 6. Per “General Notes” on drawings, there is a 15’ utility easement on all lot lines and common areas adjacent to the right of way, 7.5 on each side of all rear lot lines, and a 5’ utility easement on each side of lot lines, unless otherwise noted. 7. 8.21 acres of common area is proposed with 4.85 acres as greenspace (26%). Wet pond is included in the 4.85 acres of green space. If pond was deducted, there would still be 3.35 acres, or 18% of greenspace. 8. It should be noted all greenspace, tree and landscaping shall be in compliance with the City of Fairhope regulations. 9. Citizens have reported gopher tortoises being seen on this property. 10. Survey dated 1/24/21 (Senior Environmental Scientist) states there were no burrows found onsite. 11. Sidewalks and lighting must be in compliance with Article VI, Section D, Section D.7.4 and Article V Section D3. 12. Riviera Utilities and/or Baldwin EMC will be the electrical providers. Water, sewer and gas will be provided by Fairhope Utilities. AT&T will be the telephone provider. 13. Drainage has been reviewed and approved by the City of Fairhope Public Works Director. Any additional requirements will need to be coordinated with the Public Works Department. 14. Applicant previously provided a traffic verification letter that no traffic study was required. 15. Traffic count and justification regarding the requirement for a traffic study was review and approved by the Public Works Director. 16. Director recommended a traffic calming device. Applicant at that time included a speed hump. Conformation of the traffic calming device will still need the approval of the Public Works Director. 17. City’s water/sewer superintendent stated that new development will need to coordinate with Fairhope Utilities Water / Sewer Superintendent on sewer upgrades. City of Fairhope Planning Commission Minutes May 3, 2021 Staff recommends approval of SD 21.27 subject to the following conditions: 1. Coordinate with Fairhope Utilities Water/Wastewater Superintendent on sewer upgrades 2. Receive approval from Public Works Director regarding traffic calming device 3. Revise plat to depict a sidewalk easement along common area 3 where no sidewalk is depicted. Art: Gopher tortoises are not endangered or protected in Baldwin County. Jimmy: Is this an extension or a new application? And what is the definition of commencing construction (pushing dirt around?). He is worried about application expiring again. Hunter: This is a new application. He didn’t offer a firm definition of commencing construction. John: What is a traffic calming device? Hunter: There are different calming devices, including speed humps. This is between developer and Public Works Director. Rebecca: BMP plans shows gaps in silt fencing. Hunter: Pre-construction meeting will address BMP confirmation. Code enforcement staff will ensure BMPs are adequate with frequent inspections. Lee: Should PC require sidewalk to be built in future? Hunter: Carmel Park Flats is an approved project in this vicinity, Twin Beech is active for construction. This needs to be researched (sidewalks). Melissa Curry with Dewberry Engineers: Available for questions. Sidewalks will be built with each home. Regarding Twin Beech Road, wetland crossing may prevent sidewalks on this highway. Lee & Hunter mentioned recent subdivisions with permitted wetland crossings for sidewalks. John Avent, 68 Ventures: Blue line indicated on site plan is waters of the state (Cowpen Creek). It would be a very costly bridge / sidewalk if it was built over the wetlands/blue line stream along Twin Beech Road. Applicant is not prepared for this expense. Lee: Sidewalk would allow kids to walk to school. Hopefully will happen in the future. Public Hearing opened: No one spoke. Public hearing was closed. City of Fairhope Planning Commission Minutes May 3, 2021 Motion to approve SD 21.27 as per staff recommendations with condition of approval: Jimmy 2nd: John Vote: Lee Turner: Nay Art Dyas: Nay Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Art is worried about setting a precedence. We will be allowing this development to proceed without installing sidewalks because of expense. Lee has similar concerns. Motion passed 5 / 2. SD 21.28 Public Hearing to consider the request of Joey and Janet Langley for Final Plat approval of Dewberry Estates, a 2-lot minor division. The property is approximately 3.8 acres and is located on the north side of Dewberry Lane at 9781 Dewberry Lane. Hunter presented. Public access issue has been resolved. Private access road has been improved, paved. This subdivision request was previously heard at the July 2020 Planning Commission meeting. Application was tabled in July to allow coordination with Fire Inspector on location of fire hydrant. There is an existing dwelling on the property on Lot 1 with an existing 15x12’ shed on the proposed Lot 2. There are utility easements located along the perimeter of each lots. Proposed lots do not front a paved, publicly maintained road but rather a 30’ ingress / egress easement. The applicant received a waiver for frontage on a public street, as well as a waiver for sidewalk installation. The applicant has submitted a waiver request for the installation of the fire hydrant. Originally City of Fairhope Fire Inspector was not in favor of the waiver approval for fire hydrant omission. However he amended his recommendation stating that the existing hydrant on Hwy. 181 is sufficient. Consequently, waiver has been granted, reference Article IV, Section G. It is recommended the private road be improved Staff recommended roadway approvements that will support a 75,500 lb. SVWR vehicle The Planning Commission supported the requirement of a road that would support the same (SD 20.31) as a condition of approval. Consequently, because improvements were required, a final plat application is required. Performance or maintenance bonds are not required. Staff recommends approval of SD 21.28 Dewberry Estates Subdivision for Final Plat Approval with no conditions of approval. Public Hearing: City of Fairhope Planning Commission Minutes May 3, 2021 No one spoke. Public Hearing Closed. Motion to approve SD 21.28 as per staff recommendation with no conditions of approval: Art 2nd: Jimmy Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously passed. SD 21.30 Public Hearing to consider the request of 68V OBV 2020, LLC for Final Plat approval of Old Battles Village Phase 4A, a 22-lot subdivision. The property is approximately 14.9 acres located on the north side of Phase 1 and 2 of Old Battles Village PUD. PPIN# 71702, 113064, an 41077 Mike presented. Dewberry is the engineer of record. 4A must be built to substantial conformance with the currently zoned PUD ordinance for this property. Staff comments: 1. Final plat must be recorded within 60 days of final plat approval 2. Stormwater system for phase 4A was designed to function with the existing stormwater system of phase 3. 3. Staff required a full inspection of stormwater system. Some concerns still need correction as condition of approval. 4. Aerator is not operational due to power not being connected at time of inspection. Follow up activities required by staff and applicant: 1. Copy of recorded plat 2. Copy of recorded O&M agreement 3. Fully-executed copy of the Sub Perf Bond agreement (the mayor does not sign this document) 4. Fully executed performance bond 5. Maintenance and Guaranty (M&G) Agreement executed by the developer; the signs this agreement to fully execute it. Reminder to include the instrument number from the recorded plat. Include 30 days in paragraph 3 City of Fairhope Planning Commission Minutes May 3, 2021 6. Draft copy of Maintenance bond Staff recommends approval of SD 21.30 with the following conditions of approval: 1. Final stabilization of all disturbed areas with 90% growth verify by Planning Department 2. Remove sediment accumulation on sock pipes in drainage inlets 3. Reinstall “Future Thru Street” sign, knocked down 4. Remaining storm manhole inverts grouted and smoothed, to be verified by the Public Works Department. 5. Aerator must be operational. Melissa Curry, Dewberry: Rain events have created stabilization challenges. All conditional items will be taken care of. Public Hearing: Tony Barnett, 115 Garrison Boulevard: Concerns over how these homes will value his home. Lee: this is final plat approval; it is too late to change the scope of work. Hunter: for future, community meetings (pre-development) will address these types of concerns for upcoming phases. Lee: Be on the lookout for the yellow “Subdivision Coming Soon” signs. Preliminary plat will be the time to review type of construction. Art: Planning Commission meetings are first Monday of every month, agenda and video is posted on line, City website. Public Hearing is closed. Motion to approve SD 21.30 as per staff recommendation with conditions of approval: Art 2nd: John Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously passed. City of Fairhope Planning Commission Minutes May 3, 2021 ZC 21.07 Public Hearing to consider the request of FST MPM Investments LLC to rezone property from R-A Residential / Agricultural District to B-4 Business and Professional District. The property is 2.22 acres, located on the west side of State Highway 181, 200’ north of Windmill Road. Samara presented. Staff comments: 1. There is frontage on Windmill and 181. 2. Applicant states commercial development is inevitable and there is no interest in the property with a R-A zoning. B-4 is more appropriate per applicant. B-4 definition was provided. 3. L-shaped lot with R-1, R-2, PUD and B-4 surrounding the property. 4. Since 2001, the comp plan supports the village concept. This site does not fall within the village core area (nearest one is Fairhope and 181). 5. Applicant will revise the setbacks contingent on rezoning approval to B-4. 6. Staff proposes these setbacks for B-4 as per Zoning Ordinance: 60’ min along Hwy.181; 20’ min along Windmill; 20’ min along the northern and western property lines; 10’ min along the interior property lines as shown on the drawings Staff recommends approval for ZC 21.07 with the following condition: 1. Submission of an administrative replat to record setbacks as proposed by staff. Larry Smith, S. E. Civil: Comments on previous cases: Gopher tortoise sometimes take habitation with eastern indigo snake (previously protected). He agrees with Rebecca’s object to sidewalks that end without continuation (even over wetlands). For ZC 21.07, he thinks B-4 is an appropriate use for this property. Public Hearing: Larry Henderson, did not state address: He is a resident and HOA president; He speaks for many in his neighborhood. His concern is that this property backs up to the detention pond in his subdivision. He would like to make sure there is a buffer established. He wants to make sure he is notified if construction is considered. Lee: asked Hunter about setbacks from commercial to residential: Hunter said he thinks it’s 20’. Hunter said buffer will be required, this is separate from the setback requirements. Fence will also be required as a buffer requirement. Public Hearing closed. Motion to approve ZC 21.07 as per staff recommendation with condition of approval: Art 2nd: John Vote: City of Fairhope Planning Commission Minutes May 3, 2021 Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously passed. ZC 21.09 Public Hearing to consider the request of the City of Fairhope Planning and Zoning Department for an amendment to Article V, Section B. Central Business District in the Zoning Ordinance to allow short term rentals. Hunter presented: This was discussed in the previous PC meeting. It is to allow for B-4 zoned properties to be allowed short term rentals. Currently the zoning ordinance reads: CBD-Central Business District Overlay Uses: All uses permitted in the underlying zoning district are allowed in the CBD Overlay, provided that uses of property shall meet the intent of the Comprehensive Plan and Section E. 1 of this article. Any future rezoning in the CBD overlay may be conditioned so that the goals and intent of the Comprehensive Plan and Article V, Section B.1. of the Zoning Ordinance are achieved. Proposed change adds: “a. Short-term rentals shall be allowed within the CBD, regardless of the underlying zoning district”. Motion to approve ZC 21.09 as per staff recommendation with no conditions of approval: John 2nd: Rebecca Vote: Lee Turner: Aye Art Dyas: Aye Harry Kohler: Aye John Worsham: Aye Rebecca Bryant: Aye Jason Langley: Aye Jimmy Conyers: Aye Unanimously passed. Old/New Business: Lee enjoyed the lunch meeting and thought it went well. He hopes the PC continues this every quarter. He would like to add engineers to attend as well. City of Fairhope Planning Commission Minutes May 3, 2021 Hunter, Art and Rebecca agreed. Art suggested the inclusion of a light agenda if engineers are invited. Art: Would like a status update on the comprehensive plan and would like to know who is making the decisions on which group will be drafting the comp plan. Hunter: There are two parts to the comp plan. GIS portion is approved. Staff is waiting for further direction from Council. There are five groups interested in assisting the City with drafting the comprehensive plan. Some were local. Restore Act money will be used for the comp plan project so those guidelines are being followed. This has not been proposed for public comment yet. There is a selection committee involved. Adjournment Motion to adjourn by Art: Lee seconded motion to adjourn. Unanimous. Adjourned at 7:42 p.m. ____________________________ ________________________ Lee Turner, Chairman Kim Burmeister, Planning and Zoning COUNTY RD 3ROSE BISHOP LN GREENO RDCity of FairhopePlanning Commission June 7, 2021 ¯COUNTY RD 3ROSEBISHOP LN GREENO RDSD 21.11 - Fairhope Downs Legend bc_base.SDE.RoadCenterlines COF Planning Jurisdiction ¯ ¯ ^ Project Name: Fairhope Downs Site Data: 51.08 acresProject Type: 64-Lot Preliminary SubdivisionJurisdiction: Fairhope Planning JurisdictionZoning District: UnzonedPPIN Number: 41065, 41072, 41076, 41088, 51475, 71709, 115704, and 216891General Location: Located on the east side of County Road 3 approximately ½ mile south of County Road 24.Surveyor of Record: S.E CivilEngineer of Record: S.E CivilOwner / Developer: Amzi and Eileen Sherling School District: Newton Elementary, Fairhope Middle, and Fairhope High School Recommendation: Approve with ConditionsPrepared by: Mike Jeffries 1 SD 21.11 Fairhope Downs– June 7, 2021 Summary of Request: The owner and applicants are Amzi and Eileen Sherling. S.E. Civil Engineering and Surveying is the authorized agent and Engineer of Record for the project. This preliminary plat application is for a 64-lot subdivision located on the east side of County Road 3 approximately ½ mile south of County Road 24. The property is currently unzoned but does fall within the City of Fairhope’s Extra Territorial Jurisdiction(ETJ) and has been reviewed for compliance with the City of Fairhope’s Subdivision Regulations. General Comments: - Review comments from Baldwin County were not submitted. - The ponds as wet basins achieve the required 80% TSS removal. - Wetland buffer signs must be in place prior to any land disturbance activities. - The proposed lot sizes are generally 100’x150’ meeting the minimum lot size of 15,000 SF. - 10% (4.6 acres) Greenspace is required, and 9.58 acres is provided. - A traffic study was provided for preliminary approval and does not recommend that any traffic improvements be installed. Drainage Comments: - The drainage plan had a 3rd party review done by John Cameron, P.E. with Neel Schaffer, Inc, and any concerns were addressed. - Drainage has been reviewed and approved by City of Fairhope’s Public Works Director, Richard Johnson, P.E. The site collects onsite and offsite water in a series of inlets and underground drainage that eventually discharges into a proposed pond on the east side of the property that discharges into the stream located on the east end of the property. - A drainage swale is proposed along the north property line that will receive the water coming from the adjacent property owners north of the subject property and direct it into a drainage inlet that goes to the proposed pond on the east. Utility Comments: - Water and sewer are provided by the City of Fairhope and a solution to supply this development and upgrade the City’s infrastructure was reached. - Water line upgrades will be done down CR 24 from Greeno Rd. to the intersection of CR 24 and CR 3 including a larger pipe and additional valves. - A force main will be extended from this development down Greeno Rd. to McGowin Dr. - The property the lift station is located on shall be deeded to the City of Fairhope. Waiver Request: - Applicant is requesting a waiver from the requirement of a sidewalk down County Road 3. There is not another sidewalk within 3 miles of the site. Planning Commission may desire an easement for a future sidewalk inside the 10’ area along CR 3 indicated on the plat as “COMMON AREA (BUFFER)”. 2 SD 21.11 Fairhope Downs– June 7, 2021 The subdivision regulations contain the following criteria in Article IV.B.2. Approval Standards: “2. Consistency with Plans, Regulations and Laws - The Planning Commission shall not approve the subdivision of land if the Commission makes a finding that such land is not suitable for platting and development as proposed, due to any of the following: a. The proposed subdivision is not consistent with the City’s Comprehensive Plan, and/or the City’s Zoning ordinance, where applicable; • Not applicable b. The proposed subdivision is not consistent with the City’s Comprehensive Plan or any other plan or program for the physical development of the City including but not limited to a Master Street Plan, a Parks Plan, a Bicycle Plan, a Pedestrian Plan, or the Capital Improvements Program; • Not applicable c. The proposed subdivision is not consistent with these Regulations; • Meets d. The proposed subdivision is not consistent with other applicable state or federal laws and regulations; or • Meets e. The proposed subdivision otherwise endangers the health, safety, welfare or property within the planning jurisdiction of the City.” • Meets - Note that installation of sidewalks and street trees are required before final plat - Note that approved preliminary plats expire after 2-years - Note that if approved a pre-construction meeting is required before land disturbance. o After application for permit to the Building Department the City will schedule the meeting. o Utility Departments shall approve final utility plans and any aid to construction costs at time of permitting. Staff Recommendation: Approve with the following conditions: 1. Certain real property, agreed upon between the owner and the City of Fairhope, needed for the lift station shall be deeded to the City of Fairhope and all appropriate easements shall be illustrated on the plat. 2. Change General Note #7 regarding FFE to match standalone FFE on plat. 3. Planning Commission approval of Sidewalk Waiver. SITE DATA CURRE NT Z O N ING : NONE LI N . FT. STR EETS : 4 ,601LF AS PHAL T W IDT H 18 FE ET CURB ING : 2 .5 FE ET VALLEY GUTTER S IDEWALK: 5 FEET T OT AL LOTS : 64 D ENSITY : 1.38 / AC _ M IN IMUM LOT: 15 ,000 S F SMALLEST LOT: 15 ,00 0 SF LARG EST S F LOT: 39,388 S F A VG LOT : 15 ,988 S F COMMON ARE AS: 17 .08 AC (37%) T OTAL AR EA 46 .04 AC *ALL ST RE ETS T O BE PU BLIC/COU NTY MAINTA IN E D UPON THE IN S PE CT ION AN D ACC E PTA N CE O F T HE ROADS* R EQU IR ED SETBACKS: FRONT: 30 F EET REAR : 30 FEET S IDE : 10 FE ET S IDE ST RE ET: 20 F EET WATE R S E RVIC E: C ITY OF FA IRHO P E SEWE R S E RV IC E : C ITY O F FA IRHOP E E L ECTR IC S ERV ICE : BAL DWIN EMC T EL EPHON E SE RVICE AT&T GREEN SPACE DENSI TY CALCULA TfON 46.04 TOTAL GROSS ACRES -9.70 ROW, DETENTION, W ETLANDS 36.3 4 ACRES 64/36.3 4 = 1 .76 UNITS PER ACRE 10% REQ 'D (4 .6 AC.} QUALIFYING GREEN SPACE CALCULATION 9 .08 UPLA N D AREAS 0 .50 30% OF PON DS 9 .58 TOTAL ACRES (2 1 % OF TOTAL SITE} --- 5.0 ACRetained by Owner2345678910111213COMMON AREACOMMON AREA10' COMMON AREALONGMEADOW LANE 50 FT. R/WTRAVELERS COURT 50 FT. R/WFIELD POINT DR. 50 FT. R/WHIDDEN BROO K L A N E 5 0 ' R / W GREENO RD 80 FT. R/WBALDWIN COUNTY HWY. 3 80 FT. R/W17 1689*NOT INCLD.*3538405053596114151617181920212223242526272829303132333436373943414245444746484952515655585760162636454(BUFFER)COMMON AREA(DRAINAGE)(OPEN SPACE)(DETENTION & OPEN SPACE)POINT OF COMMENCEMENTCivil ESPLANADE COMMUNITIES(251) 990-6566880 HOLCOMB BLVDFAIRHOPE, AL 36532Engineering& SurveyingPROJ MGROFSHEETFILEPROJECTSCALEDED11202007911"=100'CHKD.DEDDRAWN RDCPRELIMINARY PLATSURVEYOR'S CERTIFICATESURVEYOR'S NOTESLEGEND:CERTIFICATE OF APPROVAL BY AT&T:(TELEPHONE)CERTIFICATE OF APPROVAL BY BALDWIN EMC:(ELECTRIC)CITY OF FAIRHOPE UTILITIES (WATER):CERTIFICATE OF APPROVAL BY CERTIFICATE OF APPROVAL BY THE E-911 ADDRESSING:ACKNOWLEDGMENT OF DEDICATION:ENGINEER'S CERTIFICATECERTIFICATE OF APPROVAL BY THE COUNTY ENGINEER CITY OF FAIRHOPE UTILITIES (GAS):CERTIFICATE OF APPROVAL BY VICINITY MAP1 Inch = 1 MileSITEFLOOD STATEMENT*MINIMUM FINISHED FLOOR ELEVATIONS*GENERAL NOTES:MAY 14, 2021CITY OF FAIRHOPE UTILITIES (SEWER):CERTIFICATE OF APPROVAL BY GREEN SPACE DENSITY CALCULATION46.04TOTAL GROSS ACRES-9.70ROW, DETENTION, WETLANDS36.34 ACRES64/36.34 = 1.76 UNITS PER ACRE10% REQ'D (4.6 AC.)QUALIFYING GREEN SPACE CALCULATION9.08 UPLAND AREAS 0.5030% OF PONDS9.58 TOTAL ACRES (21% OF TOTAL SITE)15,988 SFNONE4,601LFCITY OF FAIRHOPECITY OF FAIRHOPEBALDWIN EMCAT&T46.04 AC39,388 SF15,000 SF30 FEET30 FEET10 FEET20 FEETREQUIRED SETBACKS:ELECTRIC SERVICE:TELEPHONE SERVICE:LIN. FT. STREETS:CURRENT ZONING:REAR:WATER SERVICE:SEWER SERVICE:SIDE STREET:FRONT:TOTAL AREA:COMMON AREAS:LARGEST SF LOT:SMALLEST LOT:AVG LOT:15,000 SFMINIMUM LOT:64TOTAL LOTS:1.38 / AC.DENSITY:17.08 AC (37%)SIDE:ASPHALT WIDTH:18 FEETCURBING: 2.5 FEET VALLEY GUTTEROwner:Amzi & Eileen Sherling14420 Co. Rd. 3Fairhope, AL 36532*ALL STREETS TO BE PUBLIC/COUNTY MAINTAINED UPON THE INSPECTIONParcel Numbers:PN: 05-56-04-17-0-000-012.002PN: 05-56-04-17-0-000-013.000Developer:Esplanade Communities of Florida, LLC3000 Gulf Breeze ParkwayGulf Breeze, Fl 32563PN: 05-56-04-17-0-000-013.001PN: 05-56-04-17-0-000-013.002PN: 05-56-04-17-0-000-013.003PN: 05-56-04-17-0-000-013.004PN: 05-56-04-17-0-000-013.005PN: 05-56-04-17-0-000-013.006SIDEWALK: 5 FEET AND ACCEPTANCE OF THE ROADS*CERTIFICATION OF OWNERSHIP AND DEDICATION:',,v, c· C2 C3 C4 cs C6 C7 CB C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 RADIUS ARC LENGTH CHORD BEARING CHORD LENGTH 105.83' 84.45 25.00' 25.00' 25.00' 25 00 25.00' 25.00 25.00' 25.00 25.00 125.00 726.95 300.00' 250.00 775.95 776.95' 25.00' 25.00 60.00 60.00' 60.00' 60.00' 60.00 25.00' I I I I 48.96' 39.07 39.18' 39.36' ,s 98 J9.o6 lo. /S 16.28 15.89' 39.07 39.47' 39.42' <h hh s,' 48.60 63.43 83.44' 39.14' 33.33 , nc oo 56.78' ?n no 00.11 48.60 8.62' 11, l~\I I~ I I 111 1 S77'05'44'E 48.52' S77'05 44 E 38.72 S44"45'28"W 35.29' N45'14'32'W '"4?' S44'59'07"W 35.12 N45'00 53' W 35.56 S71 ·33 24"W 1' s S71 '28 49 'E 0 h UC S71 '39'23'W P, C?' N45'05 28'E 35.21 S44"54 32 E 35.50 s44·41 '1 s"w 135.46 w ,S 66 W"\")"4 ·7y W lssn N05'4219 W 48.52 N08"56 08 W 63.41' N0J"31'12"W 83.40' S45"17 24"E 35.26 N51 "40 05 E 30.92 S64"33 23 W 93.37 N37"14'59"W 54.68' S00"32 43' E 20.00 N36"07'35"E 54.62' N86'24 31 E 47.28 N80"15'41 'W 8.57' ' I ~;,&-~) / (R) • CRF = CAPPED REBAR FOUND CTIF CMF OEPF RBF -') 'Th JI. = CRIMP TOP IRON FOUND = CONCRETE MONUMENT FOUND = OPEN END PIPE FOUND = REBAR FOUND (NO CAP) = 'MRE FENCE = WOOD FENCE -OVERHEAD POWER LINE = GUY 'MRE = UTILITY POLE = PROPOSED FIRE HYDRANT I HEREBY STATE THAT ALL PARTS OF THIS SURVEY AND DRAWING HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CURRENT REQUIREMENTS OF THE STANDARDS OF PRACTICE FOR SURVEYING IN THE STATE OF ALABAMA TO THE BEST OF MY KNOWLEDGE, INFORMATION, AND BELIEF COMMENCE AT THE NORTHEAST CORNER OF SECTION 17, TOWNSHIP 7 SOUTH, RANGE 2 EAST, BALDWIN COUNTY, ALABAMA AND RUN THENCE SOUTH DO DEGREES 18 MINUTES 35 SECONDS WEST, A DISTANCE OF 2020.15 FEET TO A POINT; THENCE RUN NORTH 89 DEGREES 22 MINUTES 47 SECONDS WEST, A DISTANCE OF 4000 FEET TO A CAPPED REBAR (FAIRHOPE) ON THE WEST RIGHT OF WAY OF GREENO ROAD; CONTINUE THENCE NORTH 89 DEGREES 22 MINUTES 47 SECONDS WEST, A DISTANCE OF 326.49 FEET TO A CAPPED REBAR (SE CIVIL) FOR THE POINT OF BEGINNING; THENCE RUN SOUTH 00 DEGREES 18 MINUTES 37 SECONDS WEST, A DISTANCE OF 651.24 FEET TO A CAPPED REBAR (SE CIVIL); THENCE RUN SOUTH 89 DEGREES 51 MINUTES 49 SECONDS WEST, A DISTANCE OF 2258.70 FEET TO A CAPPED REBAR (SE Cl'v1L) ON THE EAST RIGHT OF WAY OF BALDWIN COUNTY HIGHWAY THENCE RUN NORTH 00 DEGREES 19 MINUTES 08 SECONDS EAST, ALONG EAST RIGHT OF WAY, A DISTANCE OF 1053.36 FEET TO A CAPPED REBAR (SE Cl~L); THENCE DEPARTING SAID EAST RIGHT OF WAY, RUN NORTH 89 DEGREES 39 MINUTES 06 SECONDS EAST, A DISTANCE OF 1292.26 FEET TO A CAPPED REBAR (FAIRHOPE); THENCE RUN SOUTH 00 DEGREES 17 MINUTES 44 SECONDS WEST, A DISTANCE OF 393.46 FEET TO A 1 INCH ANGLE IRON; THENCE RUN NORTH 89 DEGREES 45 MINUTES 49 SECONDS EAST, A DISTANCE OF 821.10 FEET TO A CAPPED REBAR (SE CIVIL); THENCE RUN SOUTH 00 DEGREES 02 MINUTES 50 SECONDS INEST, A DISTANCE OF 12.95 FEET TO A CAPPED REBAR (WOODLANDS); THENCE RUN SOUTH 89 DEGREES 22 MINUTES 47 SECONDS EAST, A DISTANCE OF 145.08 TO THE POINT OF BEGINNING. TRACT CONTAINS 46.04 ACRES, MORE OR LESS ~~\\\11\111111/tlf//q, /) -/J ff;~"!\. ~ k,;/= 0'5-~O-Z.021 ;g1<( N0.28014 \*\ DA'v1D E DIEHL AL. P.L.S. NO. 26014 DATE I \\~AL) I SURVEY NOT VALID WITHOUT ORIGINAL SIGNATURE AND SEA~~yJj_t~ '111111111~,il\\\\\~-,_ ______________ ...., 100.00· S89"51 '49"W 3. 4. 6. 0 7 ~-8. DATED THIS DAY OF ______ _ STATE OF ALABAMA COUNTY OF BALDVvlN GIVEN UNDER MY HAND AND OFFICIAL SEAL THE DAY OF _____ 20 MY COMMISSION EXPIRES MINIMUM FINISHED FLOOR ELEVATIONS SHALL BE 15" ABOVE THE HIGHEST GROUND ELEVATION AT PROPOSED BUILDING. SEE FAIRHOPE BUILDING DEPT. FOR SPECIFIC REQUIREMENT. "'-S89"51' 49 2665. 2· DEPF ! n'SWTSOCC,'° ' -~-I AUTHORIZED REPRESENTATIVE THE THE CERTIFICATE OF APPROVAL BY THE FAIRHOPE PLANNING COMMISSION THIS PLAT HAS BEEN SUBMITTED TO AND CONSIDERED BY THE CITY PLANNING COMMISSION OF FAIRHOPE, ALABAMA. AND IS APPROVED BY SUCH COMMISSION THE CITY OF FAIRHOPE PLANNING COMMISSION BY _________ DATE: ______ _ SECRETARY AUTHORIZED REPRESENTATIVE PROJECT ENGINEER FAIRHOPE DOWNS AUTHORIZED REPRESENTATIVE PLANS WHICH ARE CERTIFIED CONSIST OF PAGE ____ THRU AUTHORIZED REPRESENTATIVE AUTHORIZED REPRESENTATIVE PROPERTY LIES IN FLOOD ZONE "X" AS SCALED FROM FLOOD INSURANCE RATE MAP NUMBERS 01003C0759M AND 01003C0767M, COMMUNITY NUMBER 015000, PANELS 0759 & 767. SUFFIX "M", DATED APRIL 19, 2019 EACH OF WHICH BEARS MY SEAL AND SIGNATURE ____ _j ......_---10Q oo· " COUNTY ENGINEER AUTHORIZED REPRESENTATIVE ~/8"CRF (11\XOLA~S) PROPERTY IS UNZONED PER BALD'MN COUNTY PLANNING DISTRICT 17 THE NORTHEAST CORNER OF SECTION 17, TOWNSHIP 7 SOUTH, RANGE 2 EAST i) I I I;,, I": ~ I~ PROPERTY LINE" AS PE"R DffD(S)~ ~ ~ \':::=-~ I~ .... ' ' ' .... --5/B"CRF l.!"1 (W000LANDS) I ~ 10 i-1 I~ ~ I ~ I ~ 1TW'l1~ 1•.I/ 1i,i II ~ 100 200 I Fairhope Downs Fold Clear \, . -\ SITE DATA 20200791 PRELIM SEWER TABLE OF CONTENTSC2-C3COVERGRADING & DRAINAGE PLANCONSTRUCTION DETAILS (SITE & PAVEMENT DETAILS)VICINITY MAPN.T.S.CONSTRUCTION DETAILS (WATER DETAILS)C6-C7C8-C9D1-D3EROSION & SEDIMENT CONTROL PLANDeveloper:Esplanade Communities, LLC26050 Equity Dr.Daphne, AL 36526CONSTRUCTION DETAILS (EROSION CONTROL DETAILS)D4D6-D7PRELIMINARY PLAT1C10-C11UTILITY PLANPP1-PP4SIDEWALK, STREET LIGHT & SIGNAGE PLANRKnow what'sbelow.before you dig.CallCLEARING, GRUBBING & DEMOLITION PLANC4-C5PROPOSED CONSTRUCTION PLANSforFairhope Downs14420 County Road 3Fairhope, AL 36532PRELIMINARYPLAN & PROFILES (ROADWAYS)C12 POND PLAN & OUTFALL DETAILSCROSS SECTIONS (LONGMEADOW COURT)XS1-XS2Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566REVISIONS:NO.REVISIONDATE APPR.REVISIONSPP5-PP7 PLAN & PROFILES (DITCHES)POSTED/DESIGN SPEED LIMIT: 20 MPHCROSS SECTIONS (FIELD POINT DRIVE)XS30INITIAL FAIRHOPE/BC SUBMITTAL01/20/21 JDLCONTACTSGAS DEPARTMENTCITY OF FAIRHOPEMR. TERRY HOLMAN555 SOUTH SECTION STREETFAIRHOPE, ALABAMA 36532251-928-8003WATER DEPARTMENTCITY OF FAIRHOPEMR. JASON LANGLEY555 SOUTH SECTION STREETFAIRHOPE, ALABAMA 36532251-928-8003BUILDING DEPARTMENTCITY OF FAIRHOPEMR. ERIK CORTINAS555 SOUTH SECTION STREETFAIRHOPE, ALABAMA 36532251-928-8003PLANNING/ZONING DEPARTMENTBALDWIN COUNTYMR. MATTHEW BROWN22070 HWY. 59, 4TH FLOORROBERTSDALE, ALABAMA 36567251-580-1657HIGHWAY DEPARTMENTBALDWIN COUNTYMRS. MARY BOOTH22070 HWY. 59, 4TH FLOORROBERTSDALE, ALABAMA 36567251-580-1655ELECTRICAL DEPARTMENTBALDWIN EMCMR. CLAYTON STEWARTP.O. BOX 220SUMMERDALE, ALABAMA 36580-0220251-989-6247PLANNING/ZONING DEPARTMENTCITY OF FAIRHOPEMR. HUNTER SIMMONS555 SOUTH SECTION STREETFAIRHOPE, ALABAMA 36532251-928-8003ELECTRICAL DEPARTMENTRIVIERA UTILITIESMR. JOHNNY BRINKMANP.O. BOX 220SUMMERDALE, ALABAMA 36580-0220251-989-6247C1GENERAL NOTESCROSS SECTIONS (HIDDEN BROOK LANE)XS4CROSS SECTIONS (TRAVELERS LANE)XS5-XS7CROSS SECTIONS (DITCH #1)XS8-XS9CROSS SECTIONS (DITCH #2)XS10-XS12SITEENGINEER'S CERTIFICATEI, the undersigned, a Registered Professional Engineer in the State of Alabama holding Certificate Number 35618, hereby certifythat I have reviewed the design herein which was done under my direct control and supervision and that, to the best of myprofessional knowledge and to the best of my belief, conforms to the requirements of Section 7-18 of the City of Fairhope MunicipalCode and to all other rules, regulations, laws, and ordinances applicable to my design.Project EngineerMay 19th, 2021Name of Project to which this Certificate Applies: Fairhope Downs. Plans which are certified consist of Pages Cover Sheet thru Sheet XS12.1RE-DESIGN LAYOUT/FAIRHOPE & BC RESUBMITTAL04/26/21 JDLCONSTRUCTION DETAILS (SEWER DETAILS)D52REVISED PER FAIRHOPE & BC COMMENTS05/19/21 JDL 5.0 ACRetained by Owner2345678910111213COMMON AREACOMMON AREA10' COMMON AREALONGMEADOW LANE 50 FT. R/WTRAVELERS COURT 50 FT. R/WFIELD POINT DR. 50 FT. R/WHIDDEN BROO K L A N E 5 0 ' R / W GREENO RD 80 FT. R/WBALDWIN COUNTY HWY. 3 80 FT. R/W17 1689*NOT INCLD.*3538405053596114151617181920212223242526272829303132333436373943414245444746484952515655585760162636454(BUFFER)COMMON AREA(DRAINAGE)(OPEN SPACE)(DETENTION & OPEN SPACE)POINT OF COMMENCEMENTCivil ESPLANADE COMMUNITIES(251) 990-6566880 HOLCOMB BLVDFAIRHOPE, AL 36532Engineering& SurveyingPROJ MGROFSHEETFILEPROJECTSCALEDED11202007911"=100'CHKD.DEDDRAWN RDCPRELIMINARY PLATSURVEYOR'S CERTIFICATESURVEYOR'S NOTESLEGEND:CERTIFICATE OF APPROVAL BY AT&T:(TELEPHONE)CERTIFICATE OF APPROVAL BY BALDWIN EMC:(ELECTRIC)CITY OF FAIRHOPE UTILITIES (WATER):CERTIFICATE OF APPROVAL BY CERTIFICATE OF APPROVAL BY THE E-911 ADDRESSING:ACKNOWLEDGMENT OF DEDICATION:ENGINEER'S CERTIFICATECERTIFICATE OF APPROVAL BY THE COUNTY ENGINEER CITY OF FAIRHOPE UTILITIES (GAS):CERTIFICATE OF APPROVAL BY VICINITY MAP1 Inch = 1 MileSITEFLOOD STATEMENT*MINIMUM FINISHED FLOOR ELEVATIONS*GENERAL NOTES:MAY 14, 2021CITY OF FAIRHOPE UTILITIES (SEWER):CERTIFICATE OF APPROVAL BY GREEN SPACE DENSITY CALCULATION46.04TOTAL GROSS ACRES-9.70ROW, DETENTION, WETLANDS36.34 ACRES64/36.34 = 1.76 UNITS PER ACRE10% REQ'D (4.6 AC.)QUALIFYING GREEN SPACE CALCULATION9.08 UPLAND AREAS 0.5030% OF PONDS9.58 TOTAL ACRES (21% OF TOTAL SITE)15,988 SFNONE4,601LFCITY OF FAIRHOPECITY OF FAIRHOPEBALDWIN EMCAT&T46.04 AC39,388 SF15,000 SF30 FEET30 FEET10 FEET20 FEETREQUIRED SETBACKS:ELECTRIC SERVICE:TELEPHONE SERVICE:LIN. FT. STREETS:CURRENT ZONING:REAR:WATER SERVICE:SEWER SERVICE:SIDE STREET:FRONT:TOTAL AREA:COMMON AREAS:LARGEST SF LOT:SMALLEST LOT:AVG LOT:15,000 SFMINIMUM LOT:64TOTAL LOTS:1.38 / AC.DENSITY:17.08 AC (37%)SIDE:ASPHALT WIDTH:18 FEETCURBING: 2.5 FEET VALLEY GUTTEROwner:Amzi & Eileen Sherling14420 Co. Rd. 3Fairhope, AL 36532*ALL STREETS TO BE PUBLIC/COUNTY MAINTAINED UPON THE INSPECTIONParcel Numbers:PN: 05-56-04-17-0-000-012.002PN: 05-56-04-17-0-000-013.000Developer:Esplanade Communities of Florida, LLC3000 Gulf Breeze ParkwayGulf Breeze, Fl 32563PN: 05-56-04-17-0-000-013.001PN: 05-56-04-17-0-000-013.002PN: 05-56-04-17-0-000-013.003PN: 05-56-04-17-0-000-013.004PN: 05-56-04-17-0-000-013.005PN: 05-56-04-17-0-000-013.006SIDEWALK: 5 FEET AND ACCEPTANCE OF THE ROADS*CERTIFICATION OF OWNERSHIP AND DEDICATION:',,v, c· C2 C3 C4 cs C6 C7 CB C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 RADIUS ARC LENGTH CHORD BEARING CHORD LENGTH 105.83' 84.45 25.00' 25.00' 25.00' 25 00 25.00' 25.00 25.00' 25.00 25.00 125.00 726.95 300.00' 250.00 775.95 776.95' 25.00' 25.00 60.00 60.00' 60.00' 60.00' 60.00 25.00' I I I I 48.96' 39.07 39.18' 39.36' ,s 98 J9.o6 lo. /S 16.28 15.89' 39.07 39.47' 39.42' <h hh s,' 48.60 63.43 83.44' 39.14' 33.33 , nc oo 56.78' ?n no 00.11 48.60 8.62' 11, l~\I I~ I I 111 1 S77'05'44'E 48.52' S77'05 44 E 38.72 S44"45'28"W 35.29' N45'14'32'W '"4?' S44'59'07"W 35.12 N45'00 53' W 35.56 S71 ·33 24"W 1' s S71 '28 49 'E 0 h UC S71 '39'23'W P, C?' N45'05 28'E 35.21 S44"54 32 E 35.50 s44·41 '1 s"w 135.46 w ,S 66 W"\")"4 ·7y W lssn N05'4219 W 48.52 N08"56 08 W 63.41' N0J"31'12"W 83.40' S45"17 24"E 35.26 N51 "40 05 E 30.92 S64"33 23 W 93.37 N37"14'59"W 54.68' S00"32 43' E 20.00 N36"07'35"E 54.62' N86'24 31 E 47.28 N80"15'41 'W 8.57' ' I ~;,&-~) / (R) • CRF = CAPPED REBAR FOUND CTIF CMF OEPF RBF -') 'Th JI. = CRIMP TOP IRON FOUND = CONCRETE MONUMENT FOUND = OPEN END PIPE FOUND = REBAR FOUND (NO CAP) = 'MRE FENCE = WOOD FENCE -OVERHEAD POWER LINE = GUY 'MRE = UTILITY POLE = PROPOSED FIRE HYDRANT I HEREBY STATE THAT ALL PARTS OF THIS SURVEY AND DRAWING HAVE BEEN COMPLETED IN ACCORDANCE WITH THE CURRENT REQUIREMENTS OF THE STANDARDS OF PRACTICE FOR SURVEYING IN THE STATE OF ALABAMA TO THE BEST OF MY KNOWLEDGE, INFORMATION, AND BELIEF COMMENCE AT THE NORTHEAST CORNER OF SECTION 17, TOWNSHIP 7 SOUTH, RANGE 2 EAST, BALDWIN COUNTY, ALABAMA AND RUN THENCE SOUTH DO DEGREES 18 MINUTES 35 SECONDS WEST, A DISTANCE OF 2020.15 FEET TO A POINT; THENCE RUN NORTH 89 DEGREES 22 MINUTES 47 SECONDS WEST, A DISTANCE OF 4000 FEET TO A CAPPED REBAR (FAIRHOPE) ON THE WEST RIGHT OF WAY OF GREENO ROAD; CONTINUE THENCE NORTH 89 DEGREES 22 MINUTES 47 SECONDS WEST, A DISTANCE OF 326.49 FEET TO A CAPPED REBAR (SE CIVIL) FOR THE POINT OF BEGINNING; THENCE RUN SOUTH 00 DEGREES 18 MINUTES 37 SECONDS WEST, A DISTANCE OF 651.24 FEET TO A CAPPED REBAR (SE CIVIL); THENCE RUN SOUTH 89 DEGREES 51 MINUTES 49 SECONDS WEST, A DISTANCE OF 2258.70 FEET TO A CAPPED REBAR (SE Cl'v1L) ON THE EAST RIGHT OF WAY OF BALDWIN COUNTY HIGHWAY THENCE RUN NORTH 00 DEGREES 19 MINUTES 08 SECONDS EAST, ALONG EAST RIGHT OF WAY, A DISTANCE OF 1053.36 FEET TO A CAPPED REBAR (SE Cl~L); THENCE DEPARTING SAID EAST RIGHT OF WAY, RUN NORTH 89 DEGREES 39 MINUTES 06 SECONDS EAST, A DISTANCE OF 1292.26 FEET TO A CAPPED REBAR (FAIRHOPE); THENCE RUN SOUTH 00 DEGREES 17 MINUTES 44 SECONDS WEST, A DISTANCE OF 393.46 FEET TO A 1 INCH ANGLE IRON; THENCE RUN NORTH 89 DEGREES 45 MINUTES 49 SECONDS EAST, A DISTANCE OF 821.10 FEET TO A CAPPED REBAR (SE CIVIL); THENCE RUN SOUTH 00 DEGREES 02 MINUTES 50 SECONDS INEST, A DISTANCE OF 12.95 FEET TO A CAPPED REBAR (WOODLANDS); THENCE RUN SOUTH 89 DEGREES 22 MINUTES 47 SECONDS EAST, A DISTANCE OF 145.08 TO THE POINT OF BEGINNING. TRACT CONTAINS 46.04 ACRES, MORE OR LESS ~~\\\11\111111/tlf//q, /) -/J ff;~"!\. ~ k,;/= 0'5-~O-Z.021 ;g1<( N0.28014 \*\ DA'v1D E DIEHL AL. P.L.S. NO. 26014 DATE I \\~AL) I SURVEY NOT VALID WITHOUT ORIGINAL SIGNATURE AND SEA~~yJj_t~ '111111111~,il\\\\\~-,_ ______________ ...., 100.00· S89"51 '49"W 3. 4. 6. 0 7 ~-8. DATED THIS DAY OF ______ _ STATE OF ALABAMA COUNTY OF BALDVvlN GIVEN UNDER MY HAND AND OFFICIAL SEAL THE DAY OF _____ 20 MY COMMISSION EXPIRES MINIMUM FINISHED FLOOR ELEVATIONS SHALL BE 15" ABOVE THE HIGHEST GROUND ELEVATION AT PROPOSED BUILDING. SEE FAIRHOPE BUILDING DEPT. FOR SPECIFIC REQUIREMENT. "'-S89"51' 49 2665. 2· DEPF ! n'SWTSOCC,'° ' -~-I AUTHORIZED REPRESENTATIVE THE THE CERTIFICATE OF APPROVAL BY THE FAIRHOPE PLANNING COMMISSION THIS PLAT HAS BEEN SUBMITTED TO AND CONSIDERED BY THE CITY PLANNING COMMISSION OF FAIRHOPE, ALABAMA. AND IS APPROVED BY SUCH COMMISSION THE CITY OF FAIRHOPE PLANNING COMMISSION BY _________ DATE: ______ _ SECRETARY AUTHORIZED REPRESENTATIVE PROJECT ENGINEER FAIRHOPE DOWNS AUTHORIZED REPRESENTATIVE PLANS WHICH ARE CERTIFIED CONSIST OF PAGE ____ THRU AUTHORIZED REPRESENTATIVE AUTHORIZED REPRESENTATIVE PROPERTY LIES IN FLOOD ZONE "X" AS SCALED FROM FLOOD INSURANCE RATE MAP NUMBERS 01003C0759M AND 01003C0767M, COMMUNITY NUMBER 015000, PANELS 0759 & 767. SUFFIX "M", DATED APRIL 19, 2019 EACH OF WHICH BEARS MY SEAL AND SIGNATURE ____ _j ......_---10Q oo· " COUNTY ENGINEER AUTHORIZED REPRESENTATIVE ~/8"CRF (11\XOLA~S) PROPERTY IS UNZONED PER BALD'MN COUNTY PLANNING DISTRICT 17 THE NORTHEAST CORNER OF SECTION 17, TOWNSHIP 7 SOUTH, RANGE 2 EAST i) I I I;,, I": ~ I~ PROPERTY LINE" AS PE"R DffD(S)~ ~ ~ \':::=-~ I~ .... ' ' ' .... --5/B"CRF l.!"1 (W000LANDS) I ~ 10 i-1 I~ ~ I ~ I ~ 1TW'l1~ 1•.I/ 1i,i II ~ 100 200 I Fairhope Downs Fold Clear \, . -\ SITE DATA 20200791 PRELIM SEWER SHEETC120200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21N.T.S.SEALAFFIXREVISIONDATEGENERAL NOTESCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532NO "PROTECTED TREES" WILL BE REMOVED, DESTRUCTIVELY DAMAGED, MUTILATED,RELOCATED, DISFIGURED, DESTROYED, CUT DOWN, OR EXCESSIVELY PRUNED DURINGTHE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH ALL OF THE EXISTING CONDITIONSAT THE SITE; INCLUDING UTILITIES, SURFACES, ETC. AND SHALL BE FULLY RESPONSIBLE FOR ANY DAMAGES THEY CAUSE TO NEW AND EXISTING CONSTRUCTION, PROPERTY AND ANYUNAUTHORIZED DISRUPTION TO UTILITIES ON SITE AND TO ADJACENT PROPERTIES.PRIOR TO CONSTRUCTION, EXISTING UTILITIES AT PROPOSED CONNECTIONS AND CROSSINGSSHALL BE FIELD EXCAVATED TO VERIFY LOCATIONS, ELEVATION AND SIZE. NOTIFY THEENGINEER IMMEDIATELY WITH ANY DEVIATIONS OR CONFLICTS.CONSTRUCTION ACTIVITIES.14.15.CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING BUT NOT LIMITEDEXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED ORRELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN THE BASE BID.TO ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIREDFOR SITE WORK. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIESTHE DRAWINGS. CONCRETE FOR CURBING SHALL BE 3000 PSI.PAINTED STRIPING SHALL BE BRIGHT AND CLEAR. STRIPES SHALL BE PER PLAN AND PAINTEDCURBING SHALL BE FORMED AND POURED CONCRETE UNLESS OTHERWISE DETAILED WITHINHANDICAP RAMPS SHALL BE PER ADA REQUIREMENTS AND LOCAL REGULATIONS.ALL DIMENSIONS AND RADII ARE TO THE EDGE OF PAVEMENT UNLESS OTHERWISE NOTED.CONDITIONS SHALL BE VERIFIED TO BE TRUE AND ACCURATE PRIOR TO BEGINNING WORK.THE SURVEY OF EXISTING CONDITIONS IS SHOWN WITHIN THESE PLANS. ALL EXISTINGON CLEAN ASPHALT OR CONCRETE. NOTIFY CITY OF FAIRHOPE & BALDWIN COUNTY 24 HOURS BEFORE THE BEGINNING OF EVERY PHASE OF CONSTRUCTION.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED GOVERNMENTALA COPY OF THE APPROVED LAND DISTURBANCE PLAN AND PERMIT SHALL BE PRESENT ON SITEWHENEVER LAND DISTURBANCE ACTIVITY IS IN PROGRESS.ALL TRAFFIC CONTROL SIGNS AND MARKINGS USED ON THE SITE WILL CONFORM WITH THEMANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), FHWA, LATEST EDITION. REFERENCE THE SIGN CODES CONTAINED IN THE MUTCD FOR ALL TRAFFIC CONTROL SIGNS.NOTE THE COLOR AND SIZE OF ALL PAVEMENT MARKINGS, REFERENCING DETAILS IN ALDOT'SROADWAY AND TRAFFIC DESIGN STANDARDS WHERE APPLICABLE.SITE PLAN NOTESREGULATIONS AND CODES. ALL WORK AND MATERIALS SHALL COMPLY WITH CITY OF FAIRHOPE & BALDWIN COUNTY INSPECTIONS.SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID.1.2.3.4.5.6.7.8.9.10.11.12.13.1.2.3.REMOVE VEGETATION/PAVEMENT ONLY IN AREAS OF THE PERIMETER SEDIMENT BARRIERSINSTALL THE CONSTRUCTION EXIT PER DETAILS.INSTALL PERIMETER SEDIMENT BARRIERS PER DETAILS.CONSTRUCTION SEQUENCE - PHASE 14.5.6.REQUEST BMP & TREE PROTECTION INSPECTION PRIOR TO CLEARING (FROM QCP).ONCE INSPECTION IS COMPLETE AND APPROVED, CLEARING & DEMOLITION CAN BEGIN (PHASE 2).INSTALL TREE PROTECTION FENCING PER TREE PROTECTION ORDINANCE.4.5.6.INSTALL TEMPORARY SEEDING AND MULCH ON DISTURBED AREAS TO PREVENT EXPOSED SOILS.DURING ROAD AND UTILITY CONSTRUCTION, MAINTAIN TEMPORARY SEEDING.CONSTRUCTION SEQUENCE - PHASE 2GRADE THE SITE TO SUB-GRADE ELEVATIONS, PREPARING THE SITE FOR FINAL SITE WORK.PERFORM GRADING TO INSTALL POND AND SEDIMENT FEATURES. ESTABLISH PERMANENT COVER1.INSTALL STORM SYSTEM AND UTILITIES.ON AREAS NOT EFFECTED BY ROAD AND UTILITY CONSTRUCTION.2.1.2.CALL FOR AN INSPECTION FROM THE QCP.ONCE THE QCP HAS CERTIFIED THAT ALL AREAS ARE STABILIZED, REMOVE BMPS AND TREE PROTECTION.STABILIZE ANY AREAS DISTURBED BY BMP AND TREE PROTECTION REMOVAL.CONSTRUCTION SEQUENCE - PHASE 33.INSTALL FINAL LANDSCAPING.4.INSTALL CURBING, SIDEWALKS, AND PAVING. 7.AND CONSTRUCTION EXIT.DURING ROAD AND UTILITY CONSTRUCTION, INSPECT PERIMETER CONTROLS DAILY AND FIX ANY DEFICIENCIES.3.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OFEXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUSUTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THETHE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THECONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THERESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT 1.CLEARING AND GRUBBING SHALL BE LIMITED TO THE ROADWAY RIGHT OF WAY,THE SUB-BASE AND BASE SHALL BE TESTED IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS AND SHALL BE APPROVED BY BALDWIN COUNTY PRIOR TO LAYING ASPHALT.REQUIRED FOR CONSTRUCTION SHALL BE PRE-APPROVED BY THE OWNER.DRAINAGE EASMENTS, AND DETENTION PONDS. OTHER CLEARINGPAYMENT FOR TESTING WILL BE IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED TESTING WITH THE SOILS ENGINEER. DEPENDING ON FINAL GRADING AND SLOPES.DRAINAGE PIPE LENGTHS ARE APPROXIMATE, AND MAY REQUIRE ADJUSTMENT UNDER DRAINS SHALL BE INSTALLED AT LOCATIONS IDENTIFIED BY THE SOILS ENGINEER. CONSTRUCTION. RESTAKING WILL BE PERFORMED AT THE CONTRACTOR'S EXPENSE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN STAKING THROUGHOUT THE COUNTY SHALL BE NOTIFIED AT LEAST 24 HOURS PRIOR TO THE NEED FOR AN INSPECTION.UTILITY NOTESCOMPLIANCE OF ALL SYSTEMS WITH THESE CODES.WITH THE LOCAL CODES AND REQUIREMENTS AND SHALL BE RESPONSIBLE FOR THEALL NEW UTILITY SERVICES SHALL BE INSTALLED PER THE SPECIFICATIONS, DETAILS, ANDFITTINGS AND DEVICES SHALL BE IN ACCORDANCE WITH UTILITY COMPANY SPECIFICATIONS.THE PUBLIC UTILITIES PRIOR TO COMPLETION OF THE PROJECT. ALL PIPING, VALVES,CONTRACTOR AND CERTIFIED TO BE IN ACCORDANCE WITH PLANS AND SPECIFICATIONSTHE PROPOSED WATER SERVICE SHALL BE INSTALLED BY A LICENSED PLUMBINGCONTRACTOR TO PROVIDE SURVEYED AS-BUILT OF WATER SYSTEM ASINSTALLED PRIOR TO REQUESTING A PUNCH LIST.REQUIREMENTS OF THE UTILITY PROVIDERS. THE CONTRACTOR SHALL BE INTIMATEALL PVC PIPE INSTALLATIONS REQUIRE THAT METALIZED MARKER TAPE BE BURIED IN THEBACKFILL APPROXIMATELY 12 INCHES ABOVE THE PIPE. THE TAPE SHALL BE ATTACHED TOFITTINGS, VALVES, HYDRANTS, ETC. TO PROVIDE A LOCATION ABOVE GROUND TO TRANSMIT2.3.4.5.6.THE SIGNAL TO THE TAPE WITHOUT HAVING TO DIG DOWN TO THE PIPE.COMPANY PRIOR TO BACKFILLING AND TESTING.THRUST BLOCKING AND PIPE RESTRAINTS SHALL BE INSTALLED AND SIZED IN ACCORDANCEWITH NFPA-24. THESE RESTRAINTS SHALL BE APPROVED BY THE ENGINEER AND UTILITY7.8.16.17.18.19.20.A MINIMUM OF 2-4" PVC UTILITY SLEEVES SHALL BE INSTALLED ACROSS ALL STREETS TO WATER MAIN VALVES AND WATER SERVICE TAPS SHALL NOT BE LOCATED UNDER SERVE ISLANDS WITH IRRIGATION.THE PROPOSED PAVEMENT. 9.10.21.1.2.4.EROSION CONTROL NOTES5.ABSOLUTELY NO SEDIMENT SHALL BE PERMITTED TO LEAVE THE SITE DURING CONSTRUCTION.6.IF HEAVY RAINS OR UNUSUAL SITE CONDITIONS RESULT IN THE POLLUTION OF ROADWAYS ORALL DISTURBED AREAS SHALL BE TEMPORARILY AND PERMANENTLY SEEDED WITH "SOUTH"ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY THE GOVERNING OFFICIALS.IT IS THE RESPONSIBILITY OF THE GRADING CONTRACTOR TO BE INTIMATE WITH THE LOCAL EROSION CONTROL LAWS AND TO REFLECT THIS KNOWLEDGE IN HIS/HER ACTIONS AND7.8.FOR EROSION CONTROL, SEDIMENT CONTROL AND STORMWATER MANAGEMENT ON ALL VEGETATION SHALL BE PLANTED AND MAINTAINED PER THE ALABAMA HANDBOOKIMMEDIATELY AND RESTORE THE AREAS TO THE ORIGINAL CONDITION WITHIN 24 HOURS.ADJACENT PARCELS THEN THE GRADING CONTRACTOR SHALL CLEAN THE DISTURBED AREASTYPE SEEDINGS PER THE ALABAMA HANDBOOK. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OFEROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENTWITH LAND DISTURBING ACTIVITIES.11. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED DAILY AND ANYDEFICIENCIES NOTED WILL BE CORRECTED BY THE END OF EACH DAY. ADDITIONAL EROSIONCONTROL MEASURES WILL BE INSTALLED IF DEEMED NECESSARY AFTER ON-SITE INSPECTIONTHE EXISTING SITE IS UN-DEVELOPED.ALL SILT BARRIERS SHALL BE PLACED AS ACCESS IS OBTAINED DURING CLEARING. NO GRADING SHALL BE DONE UNTIL THE SEDIMENT BARRIERS HAVE BEEN CONSTRUCTED. CONTRACTOR SHALL REMOVE EROSION CONTROL DEVICES AFTER PERMANENT GRASSING IS IN PLACE AND ESTABLISHED.CONTACT JARED LANDRY, PE 251-990-6566.CONSTRUCTION SITES AND URBAN AREAS (ALABAMA HANDBOOK).QUOTATIONS.REFERENCE THE CONSTRUCTION SEQUENCE FOR THE RELATIONSHIP BETWEEN THEINSTALLATION OF EROSION CONTROL FEATURES AND GENERAL CONSTRUCTION.9.10.BY THE GOVERNING OFFICIAL OR ENGINEER OF RECORD.12.13.THE CONSTRUCTION EXIT PAD SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENTTRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANYSTRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR DISTURBED AREAS LEFT IDLE FOR SEVEN DAYS OR LONGER ARE TO BE MULCHED.SEDIMENT / EROSION CONTROL DEVICES MUST BE CHECKED AFTER EACH STORM EVENT.EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED1/3 OF THE CAPACITY OF THE DEVICE.MAINTENANCE OF ALL SOIL EROSION AND SEDIMENTATION CONTROL MEASURES ANDPRACTICES, WHETHER TEMPORARY OR PERMANENT, SHALL BE AT ALL TIMES THETRACKED FROM VEHICLE OR SITE ONTO PUBLIC ROADWAY MUST BE REMOVED IMMEDIATELY.14.15.16.RESPONSIBILITY OF THE OWNER'S CONTRACTOR.17.18.19.THE SITE IS TO BE CLEARED AND GRADED AS TO MINIMIZE THE AMOUNT OF SOIL EXPOSED20.AT ONE TIME.EROSION CONTROL MEASURES SHALL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATIONOF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONALEROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL ORTREAT THE SEDIMENT SOURCE.CONTRACTOR IS RESPONSIBLE FOR MONITORING DOWNSTREAM CONDITIONS THROUGHOUTTHE CONSTRUCTION PERIOD AND CLEARING ANY DEBRIS AND SEDIMENT CAUSED BY21.CONSTRUCTION.BMP'S SHALL BE INSTALLED AS PER THE ALABAMA HANDBOOK STANDARDS.22. BMP'S SHALL BE INSTALLED WITH MINIMAL CLEARING ACTIVITY.23. REFER TO THE LANDSCAPE PLANS FOR FINAL STABILIZATION MEASURES.24.NO DUST CONTROL IS ANTICIPATED. SHOULD DUST BE AN ISSUE, SITE WILL BE WATEREDTO MINIMIZE GENERATION OF DUST. DUST CONTROL IS ALSO ACCOMPLISHED BY MINIMIZINGTHE EXPOSURE OF BARE SOILS. UTILIZE TEMPORARY VEGETATION AND MULCHING TOCOVER BARE AREAS DURING CONSTRUCTION. UTILIZE PERMANENT VEGETATION TO CONTROLDUST FROM THE SITE AFTER CONSTRUCTION IS COMPLETE.25.WHERE LABELED FIP/CIP, FABRIC INLET PROTECTION TO BE INITIALLY INSTALLED ANDCONVERTED TO CURB INLET PROTECTION ONCE THROAT IS POURED.3.AREA TO BE DISTURBED=±16.11 ACRES.PIPE LENGTHS SHOWN ARE LINEAR DISTANCES BETWEEN CENTER TO CENTER OFSTRUCTURES. THE CONTRACTOR SHALL DETERMINE THE QUANTITY OF PIPE NEEDED FOR THEJOB, BASED ON SLOPE LENGTH AND WHOLE STANDARD PIPE SECTIONS.ALL STRUCTURAL FILL AREAS TO BE CONSTRUCTED UNDER THE DIRECTION OF A SOILSENGINEER. AREAS UNDER PAVEMENTS SHALL BE COMPACTED TO A MINIMUM 95% STANDARDGRADES NOT OTHERWISE INDICATED ON THE PLANS SHALL BE UNIFORM LEVELS OR SLOPESBETWEEN POINTS WHERE ELEVATIONS ARE GIVEN. ABRUPT CHANGES IN SLOPE SHALL BEWELL ROUNDED. ELEVATIONS REPRESENT FINAL GRADE.ALL SILT BARRIERS SHALL BE PLACED AS ACCESS IS OBTAINED DURING CLEARING. NOGRADING SHALL BE DONE UNTIL THE TREE PROTECTION, SAVE AREAS, SILT BARRIERINSTALLATION AND DETENTION FACILITIES ARE CONSTRUCTED.THE LAND DISTURBANCE PERMIT MUST BE DISPLAYED ON SITE AT ALL TIMES DURINGCONSTRUCTION AND IN PLAIN VIEW FROM A PUBLIC ROAD OR STREET.ALL O.S.H.A. CONSTRUCTION REQUIREMENTS SHALL BE STRICTLY ADHERED TO.CONTRACTOR IS RESPONSIBLE FOR MAINTAINING PROPER TRAFFIC CONTROL FOR PUBLICSAFETY ADJACENT TO THE CONSTRUCTION SITE.LIGHTS AND OTHER TRAFFIC CONTROL DEVICES IN CONFORMITY WITH THE FEDERALTHE CONTRACTOR SHALL FURNISH, ERECT AND MAINTAIN BARRICADES, WARNING SIGNS,HIGHWAY ADMINISTRATION MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETSAND HIGHWAYS, LATEST EDITION.PROCTOR (ASTM 1557).11.12.13.14.15.16.17.18.CONTRACTOR TO CLEAN OUT ACCUMULATED SILT IN THE STORM SYSTEM AT THE ENDOF CONSTRUCTION WHEN DISTURBED AREAS HAVE BEEN STABILIZED.19.TEMPORARY SEDIMENT BASIN FEATURES ARE TO BE CONSTRUCTED AND FULLY OPERATIONALPRIOR TO ANY OTHER CONSTRUCTION OR GRADING.20.ALL ELEVATIONS ARE REFERENCED TO NAVD 88 DATUM.21.22.JUNCTION BOX = TOP; THE TOP MOST PART OF THE RIM AND COVER CASTING.CATCH BASIN = THROAT; ELEVATION OF THE POINT AT WHICH WATER PASSES INTO THE BOX.DROP INLET = GRATE; THE TOP MOST PART OF THE FRAME AND GRATE.WEIR INLET = THROAT; ELEVATION OF THE POINT AT WHICH WATER PASSES INTO THE BOX.DEFINITION OF THE TYPE OF TOP IS AS LISTED:THE ELEVATION OF MANHOLE/INLET TOPS ARE TO BE AT THE FINISH ELEVATION SHOWN. THETHE CONTOUR INTERVAL IS ONE FOOT OR AS SHOWN.ALL DISTURBED AREAS NOT OTHERWISE COVERED BY PAVEMENT SHALL RECEIVE FOUR INCHESOF TOPSOIL AND STABILIZED PER THE LANDSCAPE PLAN.THE TYPE OF PIPE MAY BE ALTERED IF APPROVED BY THE ENGINEER.EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, ANDEXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. SLOPESSTORM PIPE SHALL BE AS FOLLOWS:GRADING & DRAINAGE NOTESSTANDARDS UNLESS APPROVED OTHERWISE BY THE ENGINEER. ALL STRUCTURES SHALL BE PRECAST CONCRETE PER ASTM C-478/C-913 AND ALDOTSTEEPER THAN 3:1 SHALL BE COVERED WITH CURLEX BLANKETS BY AMERICAN EXCELSIORALL CAST IN PLACE CONCRETE TO HAVE A MIN. 28 DAY COMPRESSION STRENGTH OF 3000 P.S.I.RCP, CLASS III PER ALDOT SPECIFICATIONS.COMPANY OR EQUAL.1.2.3.4.6.7.8.9.10. THE CONTRACTOR SHALL PROVIDE TO THE ENGINEER RECORD DRAWINGS OF AS-BUILT CONDITIONS FOR THE DEVELOPMENT OF THE SITE.CONTRACTOR SHALL PROVIDE A VIDEO OF THE STORM SYSTEM. 36" FOR ALL INTERNAL STREET INTERSECTIONS 36" FOR ALL INTERSECTION WITH EXISTING COUNTY, STATE AND FEDERAL ROADSR1-1 STOP SIGN- DIAMOND GRADE- MINIMUM 0.080" THICKTRAFFIC SIGNAGE SHALL MEET STANDARDS IN ACCORDANCE WITH THE LATEST EDITION OF THE"MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD): 6" TALL WHITE ALL-CAPITAL LETTERING ON GREEN BACKGROUND BRACKETS- VULCAN TYPE VS-8 VANDAL PROOF OR APPROVED EQUALSTREET NAME SIGN- 9" ALUMINUM EXTRUDED BLADE, HIGH INTENSITY PRISMATIC,ALL OTHER SIGNS- HIGH INTENSITY PRISMATIC OR BETTER- MINIMUM 0.080" THICK EMBEDDED NOT LESS THAN 3 FEET BELOW THE FINISHED GRADE ELEVATIONPOST FOR ALL SIGNS- #2 GALVANIZED U-CHANNEL OF APPROPRIATE HEIGHT23.26.SITE INSPECTIONS TO BE PERFORMED WHEN 3/4" RAIN EVENT OR GREATER OCCURS.DISTURBED AREAS LEFT IDLE FOR FOURTEEN DAYS OR LONGER ARE TO BE SEEDED AND MULCHED.24.25.26.27.STANDARDS FOR NEW ROAD CONSTRUCTION (APPENDIX 4).ALL WORK AND MATERIALS WITHIN THE SITE SHALL COMPLY WITH BALDWIN COUNTY DESIGNBALDWIN COUNTY HIGHWAY INSPECTOR TO BE NOTIFIED ACCORDING TO BENCHMARK INSPECTION LIST.22.DETAILS AND LOCATIONS OF UTILITIES SHALL COMPLY WITH CITY OF FAIRHOPE & BALDWINCOUNTY UTILITY MANUAL. IF ANY MODIFICATIONS ARE MADE, THE CONTRACTOR SHOULD11.ALWAYS BE IN COMPLIANCE WITH MANUAL.PVC WATER MAINS UNDER 4" SHALL CONFORM TO THE REQUIREMENTS OF ASTM D2241.PIPE SHALL HAVE A MINIMUM PRESSURE RATING OF 250 PSI, SDR 18 OR HEAVIER.WATER MAINS 4"-12" SHALL CONFORM TO THE REQUIREMENTS OF ASTM D2241 FOR PRESSURE PIPE WITH IRON PIPE OUTSIDE DIAMETER OR AWWA C900. PIPE SHALL BE A MINIMUM CLASS 250FOR ASTM D2241 OR SDR 18 OR HEAVIER FOR AWWA C900.ALL PVC WATER PIPE SHALL BE MARKED USING A TRACER WIRE BURIED BETWEEN 3 AND 6INCHES ABOVE THE TOP OF THE PIPE. TRACER WIRE SHALL BE NO. 12 COPPER WIRE WITH PLASTIC COATING. WIRE SHALL BE CARRIED UP THROUGH VALVE BOXES AND TERMINATED AMINIMUM OF 2 FEET ABOVE THE GROUND TO PERMIT CONNECTION OF LOCATING EQUIPMENT. NONMETALLIC BLUE MARKER TAPE SHALL BE BURIED APPROXIMATELY 15 INCHES ABOVE THE TOP OF THE PIPE. TAPE SHALL BE A MINIMUM OF 3 INCHES WIDE AND ON THE OWNER'S LIST OF MATERIALS AND APPROVED MANUFACTURERS.AND STATE AND FEDERAL E.P.A. GUIDELINES FOR THE NPDES PROGRAM. ALL EROSION CONTROL MEASURES SHALL BE PER THE DIRECTION OF THE ENGINEER 2000255010050 SCALESHEETC220200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALREVISIONDATERKnow what'sbelow.before you dig.CallCLEARING, GRUBBING &DEMOLITION PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532LEGENDCLEARING LIMITSAFFIXI ~I 9 1~10 I I I I I ~~.~~~ ~~,~~~~~~~~~~~~~~~~~~~~~~~==~~=~~ 1::1:,I '\ ''\: ~~ I, 1 r: : ~ 33 34 ! \ 36 \~1 37 38 39 r\ 40 41 43 I ::u/: j :~ : ~, I I\ ,oL~ ~~~~~~~~~~~~1..loo~\ ~~~~~~~~,,.~~o ~~'~'~"•L..-lo ~~--.---L-~~~~ : Un I-'",~~~--+'-"'---~~~~~~~~~~~~~=~======~=====~ N Cm SHEETC320200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCLEARING, GRUBBING &DEMOLITION PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532LEGENDCLEARING LIMITS2000255010050 SCALE\ \ \ \ \ \ \ \ McKENZIE INS 1752616 ITT7 L____ill N SHEETC420200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallGRADING & DRAINAGE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365322000255010050 SCALESWCB/DWCB/WEIR INLETS SWCB/DWCB/WEIR INLETS Structure Name Structure Details Structure Name A2 THROAT= 68.46 A16 INVERT= 57.00 A3 THROAT= 68.46 A17 INVERT= 62.00 A7 THROAT= 67.46 A18 INVERT= 63.75 AS THROAT= 67.46 A19 INVERT= 64.00 A10 THROAT= 66.25 A20 INVERT= 63.00 A11 THROAT= 69.01 B2 INVERT= 65.50 A12 THROAT= 69.01 B3 INVERT= 64.25 A13 THROAT= 70.38 B4 INVERT= 66.00 A14 THROAT= 69.78 B5 INVERT= 66.50 A15 THROAT= 70.77 B7 INVERT= 67.00 Pipe Table (RCP) Pipe RCP(Dia.) Length Shape Slope 100 (1) 30 232 Circular 1.7% 100 30 232 Circular 1.7% 101 (1) 24 28 Circular 0.9% 101 24 28 Circular 0.9% 102 (1) 24 55 Circular 4.9% 102 24 55 Circular 5.0% 103 36 120 Circular 0.8% 104 30 188 Circular 1.1% 105 18 114 Circular 0.7% 106 18 27 Circular 0.9% 107 30 44 Circular 0.6% 108 24 168 Circular 0.4% 109 30 374 Circular 0.5% 110 18 28 Circular 1.8% 111 24 249 Circular 0.7% 112 24 172 Circular 0.3% 113 24 68 Circular 0.7% 114 24 268 Circular 0.6% 115 18 39 Circular 0.6% 116 18 27 Circular 0.9% 117 18 37 Circular 0.7% 118 18 28 Circular 0.9% 200 36 281 Circular 0.7% 201 18 27 Circular 1.9% 202 30 291 Circular 0.8% 203 18 27 Circular 0.9% 204 30 316 Circular 0.8% 205 30 380 Circular 0.5% 206 24 28 Circular 1.8% 207 24 300 Circular 0.6% 208 18 27 Circular 0.9% 209 24 287 Circular 0.5% 210 18 35 Circular 0.7% 211 18 34 Circular 0.5% 212 18 27 Circular 0.9% 213 18 37 Circular 0.7% 302 24 228 Circular 0.3% 303 24 49 Circular 0.3% 400 18 93 Circular 0.5% 500 18 71 Circular 0.7% Pipe Table (ARCP) Arched Pipe (Height) Arched Pipe (Width) 36.2 36.2 Length Shape 27 Arched 220 Arched Inv. (IN) 57.00 57.00 62.00 62.00 68.00 68.00 60.01 62.00 63.75 64.00 62.25 63.00 64.25 65.50 66.00 66.50 67.00 68.53 69.00 69.25 69.50 70.00 55.00 59.00 60.00 61.50 62.50 64.25 65.50 66.00 66.75 67.32 70.00 67.50 68.75 69.25 56.64 56.80 75.50 75.50 Slope 0.4% 0.4% Structure Details THROAT= 73.16 INVERT= 68.53 THROAT= 72.03 INVERT= 69.00 THROAT= 72.03 INVERT= 69.25 THROAT= 73.25 INVERT= 69.50 THROAT= 73.16 INVERT= 70.00 THROAT= 63.08 INVERT= 55.00 THROAT= 63.08 INVERT= 59.00 THROAT= 66.12 INVERT= 60.00 THROAT= 66.12 INVERT= 61.50 THROAT= 69.22 INVERT= 64.24 Inv. (OUT) 53.00 53.00 61.75 61.75 65.26 65.23 59.00 60.01 63.00 63.75 62.00 62.25 62.25 65.00 64.25 66.00 66.50 67.00 68.75 69.00 69.25 69.75 53.00 58.50 57.75 61.25 60.00 62.50 65.00 64.25 66.50 66.00 69.75 67.32 68.50 69.00 56.00 56.64 75.00 75.00 Inv. (IN) Inv. (OUT) 56.00 55.90 56.80 56.00 SWCB/DWCB/WEIR INLETS Structure Name Structure Details B8 THROAT = 69.22 INVERT= 65.50 B9 THROAT= 70.70 INVERT= 66.00 B10 THROAT= 70.70 INVERT= 66.75 B12 THROAT = 73.33 INVERT= 70.00 B13 THROAT = 72.60 INVERT= 67.50 B14 THROAT= 72.60 INVERT= 68.75 B15 THROAT= 74.18 INVERT= 69.25 C3 THROAT = 61.50 INVERT= 56.80 C5 THROAT= 59.81 INVERT= 56.80 JUNCTION BOXES Structure Name Structure Details A5 RIM= 69.96 INVERT= 60.00 A6 RIM= 71.00 INVERT= 62.00 AS RIM= 70.75 INVERT= 62.25 B6 RIM= 71.59 INVERT= 62.50 B11 RIM= 73.89 INVERT= 67.32 C2 RIM= 59.50 INVERT= 56.00 C4 RIM= 60.88 INVERT = 56.64 MITERED END SECTIONS (MES) Structure Name Structure Details A1 INVERT= 53.00 A4 INVERT= 68.00 B1 INVERT= 53.00 C1 INVERT= 55.90 D1 INVERT= 75.00 D2 INVERT= 75.50 E1 INVERT= 75.50 E2 INVERT= 75.00 N SHEETC520200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallGRADING & DRAINAGE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365322000255010050 SCALEPROPOSEDEXISTINGGRADING & DRAINAGE PLAN LEGENDSTORM SEWER PIPINGJUNCTION BOX (JB)CONTOURSXXXXXXTYPE "S" 2- WING INLET (DWCB)WEIR INLET (WI)TYPE "S" 1- WING INLET (SWCB)MITERED END SECTION (MES)\ \ \ \ \ SWCB/DWCB/WEIR INLETS Structure Name A3 A7 AB A10 A11 A12 A13 A14 A15 Structure Details THROAT = 68.46 INVERT= 57.00 THROAT = 68.46 INVERT = 62.00 THROAT= 67.46 INVERT= 63.75 THROAT= 67.46 INVERT = 64.00 THROAT = 66.25 INVERT = 63.00 THROAT= 69.01 INVERT = 65.50 THROAT= 69.01 INVERT= 64.25 THROAT = 70.38 INVERT = 66.00 THROAT= 69.78 INVERT = 66.50 THROAT= 70.77 INVERT= 67.00 59 I ( I SWCB/DWCB/WEIR INLETS SWCB/DWCB/WEIR INLETS Structure Name Structure Details Structure Name Structure Details A16 THROAT= 73.16 INVERT= 68.53 A17 THROAT = 72.03 INVERT= 69.00 A18 THROAT= 72.03 INVERT= 69.25 A19 THROAT = 73.25 INVERT= 69.50 A20 THROAT= 73.16 INVERT= 70.00 B2 THROAT= 63.08 INVERT= 55.00 B3 THROAT = 63.08 INVERT= 59.00 B4 THROAT= 66.12 INVERT= 60.00 B5 THROAT= 66.12 INVERT= 61.50 B7 THROAT = 69.22 INVERT= 64.24 57 56 53 ( WETtOND #21 I 53 55 \ BB B9 B10 B12 B13 B14 B15 C3 cs I 61 \ THROAT= 69.22 INVERT = 65.50 THROAT= 70.70 INVERT = 66.00 THROAT= 70.70 INVERT = 66.75 THROAT= 73.33 INVERT = 70.00 THROAT= 72.60 INVERT= 67.50 THROAT= 72.60 INVERT = 68.75 THROAT= 74.18 INVERT = 69.25 THROAT= 61.50 INVERT = 56.80 THROAT= 59.81 INVERT = 56.80 McKENZIE INS 1752616 I I INSTALL OUTFALL ( ( STRUCTURE. SEE DETAIL. ( I JUNCTION BOXES Structure Name AS A6 A9 B6 B11 C2 C4 Structure Details RIM= 69.96 INVERT= 60.00 RIM= 71.00 INVERT= 62.00 RIM= 70.75 INVERT= 62.25 RIM= 71.59 INVERT= 62.50 RIM= 73.89 INVERT= 67.32 RIM= 59.50 INVERT = 56.00 RIM= 60.88 INVERT= 56.64 MITERED END SECTIONS (MES) Structure Name Structure Details m A1 INVERT = 53.00 □ ■ A4 INVERT = 68.00 □ ■ B1 INVERT = 53.00 C1 INVERT = 55.90 C'-,,. c:::::::,. D1 INVERT = 75.00 L'.I::h L1:l:,,. D2 INVERT = 75.50 E1 INVERT = 75.50 1=1 1-1 E2 INVERT = 75.00 N PIERCE INS 1626798 [!] ' rm Pipe Table (RCP) Pipe RCP(Dia.) Length Shape Slope Inv. (IN) lnv.(OUT) 100 (1) 30 232 Circular 1.7% 57.00 53.00 100 30 232 Circular 1.7% 57.00 53.00 101 (1) 24 28 Circular 0.9% 62.00 61.75 101 24 28 Circular 0.9% 62.00 61.75 102 (1) 24 55 Circular 4.9% 68.00 65.26 102 24 55 Circular 5.0% 68.00 65.23 103 36 120 Circular 0.8% 60.01 59.00 104 30 188 Circular 1.1% 62.00 60.01 105 18 114 Circular 0.7% 63.75 63.00 106 18 27 Circular 0.9% 64.00 63.75 107 30 44 Circular 0.6% 62.25 62.00 108 24 168 Circular 0.4% 63.00 62.25 109 30 374 Circular 0.5% 64.25 62.25 110 18 28 Circular 1.8% 65.50 65.00 111 24 249 Circular 0.7% 66.00 64.25 112 24 172 Circular 0.3% 66.50 66.00 113 24 68 Circular 0.7% 67.00 66.50 114 24 268 Circular 0.6% 68.53 67.00 115 18 39 Circular 0.6% 69.00 68.75 116 18 27 Circular 0.9% 69.25 69.00 117 18 37 Circular 0.7% 69.50 69.25 118 18 28 Circular 0.9% 70.00 69.75 200 36 281 Circular 0.7% 55.00 53.00 201 18 27 Circular 1.9% 59.00 58.50 202 30 291 Circular 0.8% 60.00 57.75 203 18 27 Circular 0.9% 61.50 61.25 204 30 316 Circular 0.8% 62.50 60.00 205 30 380 Circular 0.5% 64.25 62.50 206 24 28 Circular 1.8% 65.50 65.00 207 24 300 Circular 0.6% 66.00 64.25 208 18 27 Circular 0.9% 66.75 66.50 209 24 287 Circular 0.5% 67.32 66.00 210 18 35 Circular 0.7% 70.00 69.75 211 18 34 Circular 0.5% 67.50 67.32 212 18 27 Circular 0.9% 68.75 68.50 213 18 37 Circular 0.7% 69.25 69.00 302 24 228 Circular 0.3% 56.64 56.00 303 24 49 Circular 0.3% 56.80 56.64 400 18 93 Circular 0.5% 75.50 75.00 500 18 71 Circular 0.7% 75.50 75.00 Pipe Table (ARCP) Pipe Arched Pipe Arched Pipe Length Shape Slope Inv. (IN) Inv. (OUT) (Height) (Width) 300 22.5 36.2 27 Arched 0.4% 56.00 55.90 301 22.5 36.2 220 Arched 0.4% 56.80 56.00 SHEETC620200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallEROSION & SEDIMENTCONTROL PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365322000255010050 SCALEFIPSBCEPLEGEND:MUTSPSECBOPDVCIPFIPCIPW0 COISIRIICIION EXIT PAD 0 ,.,_, BARRIER 0 FABRIC DRIP '"" PR01EC11(1j 0 MIJLCIING 0 """""" SEEl>lll 0 PERMANENT SEEl>lll 0 EROSIClrlCONlRU. "-"'KET 0 OOTlET PROlECTION 0 """""' 0 QJRBIILET PROlECTION 0 SlRAWWATn.ES CDFABRICa:OJRB 1"'1PR01EC11(1j N SHEETC720200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallEROSION & SEDIMENTCONTROL PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365322000255010050 SCALEFIPSBCEPLEGEND:MUTSPSECBOPDVCIPFIPCIPW0 ""'1RUC11DI EXIT PAD 0 5EllllEIIT ""'''" 0 ""''"""" N£T PROTEC11"' 0 ........ 0 """""" ""'"' 0 PERMANENT ""'"' 0 EROSl<Jrl<XlNlRO... IUNKET 0 OOll£T PROlEClKII 0 """""' 0 OJRBIILrT PROlEClKII 0 SlRAW WATUS CDFABRICt:aJRB 111.ETPROlECllON N SHEETC820200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallUTILITY PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532UTILITY PLAN LEGENDVALVEWATER METEREXISTINGGFIRE HYDRANT ASSEMBLYMANHOLEWATERTHRUST BLOCKGASPROPOSEDGOHPOVERHEAD POWEROHPWWWVCLEAN OUTWWC.O.SFHSANITARY SEWER STUBSS2000255010050 SCALE: ~, I / ; EXISTING OVERHEAD POWER I EXISTING OVERHEAD POWER I EXISTING OVERHEAD POWER I EXISTINGPOWERPOLE 71 LINE&POLETOREMAIN ~ I LINE&POLETOREMAIN \ I LINE&POLETORE~AIN I TO REMAIN IN PLACE -.:.._ --l ~ ~ 11+00 12+00 13+00 14+00 I 15+00 1e+oo 11+00 I 18+00 19+00 20+00 I ..,,,__ ________ _.;;:::....~--..... ._----I.-.....----"""'~====ci= - -~ -~~ -_o.w:J= - -~ - -=-IJtle.. - -="-- - -: , 1 0 -: !-~--=---~ --y • -C -( ~ ---r = ~ -r -:a--::--1 1 -"-::-C 1::-::-::" ::_---=y-=---_:-=-'-f -~ -----T = = ~ -" CARNLEY INS 0958613 I I I INSTALL FIRE DIRECTIONAL BORE INTO EXISTING 6" I ?; I : INSTALL TWO (2)-•• PVC! 2 I , 1 ~uHYDRANT;SSEMBLY : : & 16~ HDPE ENCASEMENT (30 LF). INSTALL '-' I FAIRHOPE WATER MAIN W/8" WATER MAIN t I I / / SLEEVES (25 LF EACH) 3 4 5 I I 6 7 8 9 10 I I INSTALL WATER I I I I I INSTALL FIRE TAPPING SLEEVE & VALVE. CONTRACTOR I d INSTALL a· 22 50 I I TOVERIFYLOC~;';i~:T~~~~6~ I f I~ .. I ~ I /BENDW/ME~;;~~~~~T~E~A~~~~GALUGS& t'1 ~;;~~~1::SEMBLY TOBERELOCATED r---...10j00(!) I I II/ r,•uu -----------............______ /s/1~:~w~====w '!f_ h~o~==~=lr"'1•~'~00 w= -EXISTING POWER POi~LE I I I '-~· ---I WI/SERVICE,TYP I l INSTALLSEWER I INSTALLB"PVC I JlHYDRANTASSEMBLY S / SERVICE, TYP. W W WATER MAIN S S S S + 1~=-~==irr-~16"o"'o~=w-- -17~ .• '=.=La;....!=---'=w=~~,"S,'c+ f',w=~~=~o --w ?n+=1=~=w-=-:;; ----I > r :::::: 7 11 +--------------'--1 I ! , ~.:'.-> l II ------JTT7'.lt.::"~t"="i'i' ---+LONGMEADOWLANE--t-----t-----1--~f--1----+ --------+-----+-----+-f--+---+-----1---t--1--i' > 1' ~. Jr -~~":;~~~..::-' ~ l~~~ rr1 Is ' ' MtSSMH#A9 ~ I b _,_,,Ml,,,jM=""'--\_-:=;L,-:0%~ •• ""'PV"':~,,,b1""'b"""-' :1~~~t~~ '~ : i -1 l m;;., .. ,, ,-1eir~~-++--!+-I -+t---'-i/~~~~1 ' i 20 ! r~~: ' 18 ! 17 ' :~ I I I I I I IM I I I ----tis--:_ ' -s s 237LF -8" Pvc...J @0.40% I I 15 I EXISTING POWER POLE i II ~ Ii -----~[ 111 ~.:'. ~ ;-·" ------~ LI TOREMAININPLACE I ~"'~ : 28 ,, ~ I 22 I l ___ _J _____ L _l ____ J L ___ l ~ I '<--( a EXISTING6"FAIRHOPEWATER -H I LI I ~ MAIN CONTRACTOR TO VERIFY r--PRIOR TO CONSTRUCTION I (!) "-1 1 I I:!:: -------_______'.'c ~ EXISTING FAIRHOPE GAS MAIN. 3:,: I ~ w ~ CONTRACTORTOVERIFYPRIOR ~ t t o TO CONSTRUCTION. t--._ -r-29 I~ 23 I b I I-I !'I EXISTING OVERHEAD I I ,-1 II t r---ssMH#A14 POWERLINE ~t_ I a.I I INSTALLFIRE F. ~~60i-~~0.86(S) EXISTINGPOWERPOLE ~ [t----...6;, _ HYDRANTAS•m:L~..J I ~ -----I ~ I ,oa_n_O I ,' II "'<T,i,eC~11i--30 ii l i' 24 --HON AH LEE , INSTALL8"PVC I I t INS 0766864 I I WATERMAIN~ t I I -";-----tt---t--tt----lt-' INST ALL SEWER : 'J, i------~! t: '.('-""':_ ---! EXISTINGPOWERPOLE J ~ ! ~i1 31 ~ L 25 1 TO REMAIN IN PLACE I............... 1$ II : ' I he t, ___ --~ ~ t r,; :~':.if" PVC : DIRECTIONAL BORE INTO EXISTING 6" FAIRHOPE WATER MAIN W/8" WATER MAIN & 16" HDPE ENCASEMENT (30 LF). INSTALL TAPPING SLEEVE & VALVE. CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION. I 'I 1 ---7! l 1" -----7 I O (2) M J GATE VALVES ( I --·--·--·-r. --;,_-WETLAND BUFFER -• - - . - - . --/ 30 r1. __ _ ( / / / ,,---/ --------------·--·--·--INSTALL FIRE HYDRANT ASSEMBLY ------EXISTING POND #1 (NON-JURISDICTIONAL PER WETLAND SCIENCES) ---------------·-INSTALL FIRE ✓ HYDRANT ASSEMBLY --·--·--,---1 : I " ,i,~1 I INSTALL8"TE~~EGALUGS&~: I 26 : $'. I INSTALL FIRE ~ + (/) INSTALL SEWER j , 1 " , HYDRANT ASSEMBLY l) rr \ "' SERVICE. TYP \ !;l I r 10+foo'', ·1 I 11+00 ,_..)fl'J~ I ~,, ·"+nn =-w =;r,_-1',L==aid:i.,,n~==,"",""+o""-o wc=~==w=-16+~·~====1'f+OO -=w - -~ 19+00 =w= --~----=---=--.------w--~ I ~ -~ T 'it---I-----+ ----+-i-½-----+------+---+'---I ~ + --------+ ---rrf AVELERS COURT ---+------+--t-~ -1---+ ---1--f-+ ---+ -/ I I ..-'LJ "--0 0 -..u \ - -" " F " J ____§_ __ ='',..._=~1s---=1ss---;,, =c•..;,,:,1=,-,,,~,ess----ss "F=='i=:-,.,,_._." I 1/,., M ~INST:LLTW0(2:4~Pvc 1"' SSMH#A13 •1s 295LF-B"PVC MTM sRslMM~7•1A.6129sls MIM\ I SLEEVES (33 LF EACH) RIM=74.21 @0.41% I INSTALL WATER I EXISTING 6" FAIRHOPE WATER DI I tlb s~s t 400LF -8" PVC t --•~,,,_11=-=,,-......... S S MM SSMH#A11 MAIN. CONTRACTOR TO VERIFY $'. PRIOR TO CONSTRUCTION. ~ I o, I " EXISTING FAIRHOPE GAS MAIN. I I I CONTRACTOR TO VERIFY PRIOR TO CONSTRUCTION. I ~ I EXISTING OVERHEAD ----;,.,__ I ! I 33 I I INV IN=64.31{N) I I INV IN=63.00(W) 1 i SERVICE, lYP. [ I INVOUT=64.21(E) I I INVOUT=62.90(E) I 34 35 36 37 38 39 I @0.40% I I ~~~~~65,\o{W) I I I INV OUT=61.20(E) I 40 I 41 42 43 I I I I POWER LINE I --.......... ......... t" I -----.. I I I I I I I I I I I 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 f----___ 1_ ----- -__l_ - ----_1_ ---- -______L_ - -----_1 ___ --___ 1_ ----- -__l_ - ----_I_ ---- -______L_ - -----_, ___ -----~ i ~r~--+--------+-----+-----+------+--r--~---r~--+------+-----+-----+------+--r--~---r~--+ G) q:, I I ---- ------------ -----A • ~ 0 • 0 8 □ □ □ □ 0 • N ' ~ \ ;c ~ 2 I I I I I C z m """""""""" SHEETC920200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallUTILITY PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365322000255010050 SCALEUTILITY PLAN LEGENDVALVEWATER METEREXISTINGGFIRE HYDRANT ASSEMBLYMANHOLEWATERTHRUST BLOCKGASPROPOSEDGOHPOVERHEAD POWEROHPWWWVCLEAN OUTWWC.O.SFHSANITARY SEWER STUBSS___ 21+00 _____ 22+00 __ 2d•50 ---f----1 -----I -i---7 ,--: N [!]! ------------1 ---11 l ' 263LF -8" PVC @0.40% I I I • I I SSMH#AS RIM=70.32 INV IN=60.95(N) INV OUT-=60.85{8) I 219LF -8" PVC @0.40% I I -'~'--s s 312LF-8" PVC @0.40% 44 12 I INSTALL 8" TEE W/MEGALUGS & (2) M.J. GATE VALVES INSTALL FIRE HYDRANT ASSEMBLY, VALVE, 18 LF D.I. &CAP I 29 62 --61 INSTALL 8" TEE W/MEGALUGS & (2) M.J. GATE VALVES 60 INSTALL 8" PVC WATER MAIN 25+00 ----+ -59 • 0 0 □ □ 0 58 I INSTALL FIRE HYDRANT SSEMBL Y, TYP. • McKENZIE INS 1752616 57 INSTALL 8" 90° BEND W/MEGALUGS \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I \ \ \ \ \ \ \ \ I I 1-------r---------7 I PIERCE I PIERCE 1:1 INS 1626798 INS 1626799 -\+------T---1----"Th --'Th -\ I \ I \ I \ \ \ \ \ \ \ \ ". I "--"----t------" "--I "-"--I "-"-"-" Retained by Owner " *NOT INCLD.* COMMERCIAL 5.0AC " " "------------------~ ---~---"-I INSTALL 4' PVC FORCE ' ~s ~ S=""'®:TI ~s 50'x50'GRAVELPAD I ssMH#: sis------M1M--_/_,_II: IM -----sis --MIM---FORLIFTSTATION I SSMH#A3 SSMH#A2 118LF -8" PVC RIM=72.08 388LF 8"PVC INSTALLSEWER 300LF-8"PVC @040% 53 MAIN (SEPARATE '-DRAWING SET) -...._ -...._ INV IN=59.97{N) -RIM=SB.14 RIM=62.58 \ • INV IN=59.95{W) @ 0.40% i SERVICE. TYP. i IN~6~NT==s:a~~~l @ 0.40% INV IN=56.99(W) ':;;=598>jE) 46 4 7 48 49 50 INV;;5689(NE) 52 \\ I : I I I I I I I I I I I I I I I I I I \ I _ 21~00 ______ J__ _____ is+~ _____ _± ______ 2:+~ _ _ 2•~00 ______ ±__ _____ w+~ _____ _J ______ 30•00 \ 31•00 ______ ~ 2!43 -----+------+-------+------+----f-----, ---f------, ----+ -----+------+-------+------+----f-----, ---f------, ----+ -----+------+-------+------+----------------------,--------------------------------------------- ---------- --------------------- SHEETC1020200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallSIDEWALK, STREET LIGHT& SIGNAGE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365322000255010050 SCALEI I I I I I _____ 11+00 _____ 12+00 ______ 13+00 _ _ 14+00 _ L_ __ 1s+oo _____ 16+00 _____ 11+00 __ J._ _1a+oo _ _ 19+oo ______ 2~ __ --+--f------, ---f-------, ---+------+--------+----------+-----+--f------, ---f-------, ---+------+--------+----------+-----+--f------, : -----i----1-----r----1----1 1---i-----, ----1----, -----I INSTALL STOP & I I I I I I I I I I I I STREET SIGNS, TYP. I 1 ' 2 3 ' 4 5 i I s 7 ' a 9 ' 10 I __ _ INSTALL SPEED LIMIT SIGN, TYP. 27 28 INSTALL STREET LIGHT, TYP. 30 31 I ___ _ 32 INSTALL STREET LIGHT, TYP. 1 t t t r INSTALL SPEED LIMIT SIGN, TYP. INSTALL STREET LIGHT, TYP. INSTALL 5' CONCRETE SIDEWALK AT TIME OF ROAD CONSTRUCTION. INSTALL STREET LIGHT, TYP. -+ LONGMEADOW LANE+---t-----I ---t----1 -----+ ---+---t-----t-------+------t-----I ---t----1 -21 INSTALL CONCRETE RAMPS (SEE DETAIL) 22 -----23 -----24 -----25 26 INSTALL CONCRETE RAMPS (SEE DETAIL) -7 I ~ -~ I 7 INSTALL CONCRETE RAMPS (SEE DETAIL) INSTALL STREET LIGHT, TYP. 20 19 I I INSTALL STREET LIGHT, TYP. 18 17 16 I I INSTALL STREET LIGHT, TYP. 15 ____ l __ _J ____ L __ l ___ J L ___ l ---.---/ r ---;; FT~ WETLAND-BUFFER / ,r--/ / (. / YSTALL WETLAND i ( ;r.;:::;,::o, --------------INSTALL STREET LIGHT, TYP. l -:>::.-·--. -=WETLAND ---• -: --BUFFER SIGNS SPACED@ 100' O.C. EXISTING POND #1 (NON-JURISDICTIONAL PER WETLAND SCIENCES) -------------,,._ -~ ----+-----+----+----1---+ ---1---+ ---TRAVELERSCOURT----+-----+----+----1---+ ---1---+ INSTALL STREET LIGHT, TYP. INSTALL 5' CONCRETE SIDEWALK AT TIME OF ROAD CONSTRUCTION. INSTALL STREET LIGHT, TYP. 21 1 '--'--11 33 34 35 36 37 38 39 40 41 42 43 I I I I j ,,L ,JJO ,Jo ,,L Joo "L ,,L ,.L ,.L 20+00 L____ _____ I _______ ___l__ ______ I ______ ___l_ _______ I ________ I _______ ____L__ ______ 1 ______ ___l_ _____ -_, ____ _ f------f-------, -------+ -----+--------+----------+-----+--f------, ---f-------, -------+ -----+--------+----------+-----+--f------, ---f-------, ---+------------------------------------------ ---------- --------------- ---------- -------N ! Q C z m SHEETC1120200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532SIDEWALK, STREET LIGHT& SIGNAGE PLAN2000255010050 SCALE___ 21+00 ---_ _ 22+00 __ 2~+50 ---f--------l ------+--------, -i---7 ,--: 11 I r J_ I I I 12 I I I I INSTALL 5' CONCRETE SIDEWALK AT TIME OF ROAD CONSTRUCTION. INSTALL CONCRETE RAMPS {SEE DETAIL) ======,;;::::;t~--~H5~~~\~~1~~~GN .... I INSTALL STOP & STREET SIGNS, TYP. INSTALL CONCRETE RAMPS (SEE DETAIL) I INSTALL 6" CONCRETE FLUSH HEADER CURB INSTALL CONCRETE RAMPS (SEE DETAIL) McKENZIE INS 1752616 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I I I >-0.~-1-NST,;:;:L;;.R~' • --------------------------------------------------+--~~-\ \ 64 I \ \ \ \ \ \ \ \ \ \ I I F-------1 ------------1 PIERCE INS 1626798 -\+-------T---' I \ I \ I \ INSTALL STREET LIGHT, TYP. \ ---I ---• ---I I I I 1 INSTALL STOP & STREET SIGNS, TYP. INSTALL STREET LIGHT, TYP. \ \ \ \ \ \ \ \ ~ \ \ 62 INSTALL STREET LIGHT, TYP. ,-- - --7\ J----T--__ T ___ -T---7 I __ ___JI 55 .i:_. '\,.,_ I I I I BUFFERSIGNS/ '\"' '-I '---"---t"" '---I "-'---I --61 INSTALL STREET LIGHT, TYP. INSTALL CONCRETE RAMPS (SEE DETAIL) 60 INSTALL STREET LIGHT, TYP. 59 INSTALL 5' CONCRETE SIDEWALK AT TIME OF ROAD CONSTRUCTION. 58 INSTALL STREET LIGHT, TYP. 57 1 SPACED@ 100' O.C. '\ '-II I 56 54 \ ~ -------" : I '\'' "I"'-... INSTALL STREET LIGHT, TYP. I '-... L _ ___:::.. --------~ ------Ll ,,,--INSTALL 5' CONCRETE SIDEWALK AT TIME OF ROAD CONSTRUCTIO~ 3 I 44 45 46 41 48 49 50 51 52 \ I : I I I I I I I I I I I I I I I I I I I I \ I I _ 21~00 ______ ~ _____ 2S+-O _____ A ______ 2=+~ _ ~+~ ______ ±-_____ 25+-0 _____ A ______ 30•00 \ 31•00 ______ ~ 3L ----+---+----+----+----f-~---f--------l------+-----+---+----+----+----f-~---f--------l------+-----+---+----+----+----~, -----------~-------------------------------------------~--N SHEETC1220200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/211"=50'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532POND PLAN & OUTFALL DETAILSPLAN8"8"9'-0"39'-0"16'-0"20'-0"17'-4"10'-0"SCALE: NTSOUTLET CONTROL STRUCTURECONCRETE KEYCONCRETE KEYSCALE: NTSLEVEL SPREADER - PROFILE VIEWTOP OF WEIR = EL. 62.001.0' MIN.1.0' MIN.POSITIVE DRAINAGETO STILLING BASINPOND 2NOTE:TOP ELEV 58.00 SHALL BE MAINTAINED AROUNDTHE ENTIRE STILLING BASIN (LEVEL SPREADER).BOTTOM EL.=57.00TOP EL.=58.00TOP OF BERM = EL. 62.010'10.0' MIN.BACKFILL W/SELECT BORROWEXISTINGGROUND3' MIN.CORE MATERIAL TOBE DETERMINED BYGEOTECHNICAL ENGINEERSECTION1313NOTE: POND SIDE SLOPES TO BE SOLID SOD ABOVENORMAL WATER POOL. POND BOTTOM AND BELOWWATER POOL TO BE SEED/FERT/MULCH.SCALE: NTSSTILLING BASIN DETAILPOND BOTTOM3:1 3:1CORE MATERIAL3:1 4:1SCALE: NTSTYPICAL BERM DETAILPOSITIVEDRAINAGESPILLWAY = EL. 57.008"8"16'-0"WEIR BOTTOM = 57.00'4'-0"SECTION A-ASCALE: NTSOUTLET CONTROL STRUCTURETOP OF BERM=62.00'OVERFLOW WEIRELEV=59.25'CONCRETE KEYOVERFLOW WEIRELEV=60.40'6'-0"4'-0"6"6'4'139.5'115.4'NORMAL WATER ELEV10.0'68.0'0 80 120 ------f----POND2 TOP OF POND•62.00 NORMAL WATER EL.=5?.00 BOTTOM OF POND=53.00 DHW (25-YR)•B0.95 DHW (100-YR)•61.67 • -I -7_ --, -111 =111=TTT-=I I 2000255010050 SCALESHEETPP120200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(ROADWAYS)0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'I I : I j1i :1: I : I I 11 ,~ I 1 I ;: I I I I I ;: Ill :11 I I Ii I [\\!,l;: I I', ____ i 9+50 9+50 II\ ,:[/jll I 11 I II I I I II ll I PVI STA: 10+80.00 PVI ELEV: 77.23 K: 47.33 LVC: 100.00 HSD· ??? 10+00 10+50 11+00 10+00 10+50 11+00 11 50 11+50 'lt---tt---'---+-, - -~(-J I I 22 \ I PVI STA: 11+99.95 PVI ELEV: 73.49 K: 39.76 LVC 10000 12+00 12+00 12 50 13+00 12+50 13+00 \ ) 13+50 14 00 13+50 14+00 PVI STA: 14+50.00 PVI ELEV: 72.00 K: 3726.36 LVC: 100.00 HSD ??? 14+50 14+50 15 00 15+00 15+50 I 15+50 I I 6 STATION 16+00 16+50 17+00 17+50 16+00 16+50 17+00 17+50 PVI STA: 18+40.77 PVI ELEV: 69.56 K:68.93 LVC· 10000 LOW PT. STA: 18+46.30 LOW PT ELEV: 69. 70 8+00 18+50 18+00 18+50 9+00 19+50 20+00 19+00 19+50 20+00 20+50 21+00 21+50 22+00 20+50 21+00 21+50 22+00 PVI STA: 22+25.22 PVI ELEV: 71.48 K: 12.29 LVC· 50 00 HSD: ??? r~VCS: 22+00.22 J ~VCE: 71.36 EVCS: 22+50.22 EVCE: 70.59 HIGH PT. STA: 22+06.37 HIGH PT ELEV: 71.37 22+50 23+00 22+50 23+00 \ N 23+50 24+00 23+50 24+00 2000255010050 SCALESHEETPP220200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(ROADWAYS)2000255010050 SCALE0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'/ / > LOW PT STA: 10+42.12 LOW PT ELEV: 73.34 PVI STA:10+30.00 PVI ELEV:73.24 K:7.59 LVC:35.00 BVCS: 10+12.50 BVCE: 73.92 EVCS: 10+47.50 EVCE: 73.36 m r m ~ -I 6 z 9+50 9+50 10+00 10+50 z EXISTING GRADE PROPOSED GRADE 11+00 11+50 12+00 12 50 12+00 12+50 c.v 0 PVI STA: 12+99.68 PVI ELEV: 75.15 K:68.72 LVC: 100.00 13+00 13+00 ~ N c.o STA ION 13 50 13+50 14+00 14+50 15+00 14+00 14+50 15+00 LOW PT STA: 16+22.17 LOW PT ELEV: 72.78 PVI STA:16+33.00 PVI ELEV:72.66 K:12.28 LVC:40.00 BVCS: 16+13.00 BVCE: 72.81 15+50 15+50 16+00 16+50 9+50 :J 10+0( STA= 10+00.00 ELEV= 71.79 10+50 11+00 EXISTING GRADE PROPOSED GRADE 12+00 O') c.v -~--\· 12+50 \ \ PVI STA: 13+28.50 PVI ELEV: 68.93 K:67.52 LVC· 10000 LOW PT. STA: 13+35.16 LOW PT ELEV: 69.11 STATION 13+00 13+50 > 14+00 14+50 15+00 15+50 l STA= 16+73.11 ELEV= 71.26 STA= 16+64.11 ELEV= 71.0Bl 16+00 16+5( z 17+00 11?0 74 .1=1~::::t:::t::~::::t:::t::t:::t:::t::::J:::t:l::::t:::::tt:t:l:::::j:::j lj~::::j:::j:::j::::j::::t::j:::\:::t:::t::::J::::t::11::::t:::t::!=1~::::t:::t::t:::t:::t::t::t:::t:::t::::J:::t:l::::t:::t::!=1~::::t:::t:: lj::::j:::::j:::j:::j::::j::::t::::J:::t:l::::t:::t::!=1\::t::::t:::t::~ 72 ·0.84% 0.64% 70 -2.00% M L= 661-H---t--t--t--t-1-H---t--t--r-t-1-H---t--t--t--t-1-t-H--t--t--t-1-t-H--t--t--t--t-t-H.---t--t--/=",-H--t--t-t--t-1-H--t--t--r-t-1-H--t--t--r-t-1-H---t--t--r-t-1-t-rr--t-t :~ !=tj=1=t=t1=!=tjt1=!=t1=!=tjt1=!=t1=!=t=t1=!=tj=!=t=t1=!=tj=j=t=t11l~tj:lA2=~· 1=t1=!=tjt1=!=t1=!=t=t1=!=tj=!=t=t1=!=tj=j=t=t1=!=tjtj=!j 60 -++-+--f-+-++-+-t-+-+-++-t--t-+-++-+--1-+-++-+--1f-+-++-+--f-t-++-+-t-+-+-++.lf-t-+-++-t--1f-+-++-+--t-+-+-+-+-t-+-+-++-t--1-+-++-t--1-+-++-+--f-+-++-+-+ 58 +-t--1--+-+-+-+-+-t--le-l-+-+-+-+-l--'f-+-+-+-+-+-+-f-+-l·-+--+-+-+-l--+-+-+--+--l-+-l--+--l--+-+-+-1--+-+-+-+-+-·l-t--l--+-+-l-+-+-t--1--+-+-+-+-+-t--1--+-+-+--l-+-t--1f-+-I--+ 56 -+-+-+-+-1--+--+-+--+-+-+-1--+--+-+-+-+-+-1--+--+-+-+-+-+-t--11--+-+-+-+-+-1--+f-+-+-+--+-+=1--+1-+-+-+--+-+-+-1--+-+-+--+-+-+-1--+-+-+--+-+-+-1--+--+-+--+-+-+-1--+--+-+-+-+-+-1--+ 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 2000255010050 SCALESHEETPP320200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(ROADWAYS)0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'm r ~ 0 z 9+50 10+00 0+50 33 PVI STA: 10+93.26 PVI ELEV: 77.19 K:73.14 LVC· 100 00 11+00 34 PVI STA: 12+19.32 PVI ELEV: 74.20 K 6850 LVC: 100.00 37 PVI STA: 14+99.32 PVI ELEV: 71.66 K·27202 LYC: 100.00 38 r EXISTING GRADE PROPOSED GRADE 40 PVI STA: 18+47.50 PVI ELEV: 69.78 K:96.36 LVC: 100.00 LOW PT. STA: 18+49.52 LOW PT ELEV: 69.91 1+50 12+00 12+50 13+00 13+50 14+00 14 50 15+00 15 50 16+00 16+50 17+00 17+50 Hft-00 18+50 41 1 00 19+50 \ \ 42 \ STATION 20+00 20+50 43 21+00 44 21+50 22+00 PVI STA: 22+93.00 PVI ELEV: 72.00 K·3075 LVC: 100.00 HIGH PT. STA: 22+58.31 HIGH PT ELEV: 71.79 2+50 23+00 3+50 80-+-H-++-H---l:-±7tt-+-H-++-H-+--tH1-++-H-+tl::::t--+-H-++-H1-+-ti-+---t1-++-H-+ti-+-+-H-++-H-+-ti-++-H-++-H1rt-H-++-H-+-ti-+-+-H-++-H-tt-H-++-H-++--Ht--+-H-++-H-+-ti-++-H-++--H-+-H-++-H-+-ti-+-+-H-+-tt-H-+-ti-++-H---tt-H m ~-I I 76 1 I -2.37% 74 +-+-f----+-+---<500 /I 72 70 68 813 I I t r B11I 89=-.---I I I 1---1 -0.54% I I : \ I 62 {13 f 211 I 2()~ I'1B7 I 60 1814µ -(212 y \207,_, / 1786 sa+-+-H-+-++++-H-+-++++-H-+-++++-1-C;.!.'.!.f:++---l-"T~HH-++++-+-H-+-+++-+-H-+-+++-+-H-+-+++-+-H-+-++++-H-+-+++'Y1H-+-++++-H-+-++++-HH-++++-HH-++++-+-H-++--l1-,12,,.0--,5.f-_,l+++-H-+-++++-H--+-++++-HH-+-=F=f-+-HH-ll--+++-H 5g6q::::l=1=:::j::::::j=t==l==l==l=l=1=:::j::::::j=t==l==l==l=l=1=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=+';;,::.2l=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l==l=l=l=:::j::::::j=t==l==l=l+=j:::::::j:::=l=t=1 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 ~~ ~~ r:: l2 r:: 12 17+50 18+00 18+50 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 ~i~ :g., ~a ~ !,' ~;::: le ~ i2 23+00 ~ ffi 23+50 N 2000255010050 SCALESHEETPP420200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(ROADWAYS)0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'61 \I PVI STA: 22+93.00 PVI ELEV: 72.00 K: 30.75 LVC 10000 HIGH PT. STA: 22+58.31 HIGH PT ELEV: 71.79 \ \ \ 46 \ PVI STA: 24+49.03 PVI ELEV: 67.70 K: 54.86 LVC· 100 00 \ 47 \ PVI STA: 27+49.32 PVI ELEV: 64.91 K:250.84 LVC: 10000 31+00 +-tH--+-+-+-+-+-H--+--+t-+-+-+-H-+-+-+-+-+-HH-+-++-+-HH-+-+-+-+-t-H-+-+-+-+-t-H-+-+-+-+-+-H-+-+-+-+-+-H-+-+-+-+-+-H--+-+-+-+-+-H--+-+-+-+-+-HH-+-+-+-+-t-f-80 +-+H--+-+-+--+-+-+-<--+----H-+--+-+-+-<f-l--+-+--+-+-+-<f-+-+-+--l-+-+-<f-+-+-+--+-+-+-f-+-+-+-+-+-+-f-+-+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+--1-78 +-+H--+-+-+--+-+-+-<--+----H-+--+-+-+-<f-l--+-+--+-+-+-<f-+-+-+--l-+-+-<f-+-+-+--+-+-+-f-+-+-+-+-+-+-f-+-+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+-<--+-+-+--+-+-+--1-76 +-H--4--+-+-+--+-■-+-<--+----H-+--+-+-+-<f---t-+-+--+-+-l---+f-+-+-+--t-+-+-,f-+-l--+--+-+-+-l---+-+-+-+--l-+-f-+-+-t--+--+-+-l-l-+-+-+--+-t-+-,--+-+-+--+-+-+-<-l-+-+--+-+-+-<--+-+-+--I-+-+-<--+-+-+--+-+-+-!-74 2+50 23+00 3+50 24 00 24+50 25 00 25+50 26+00 26+50 27 00 27+50 28 00 28+50 29+00 29+50 30+00 30+50 -2.75% f1B6 z I 22+50 23+00 23+50 \. 204) ' 24+00 -' 24+50 I I 25+00 25+50 72 I 10 --0.9:3"%.t:::t:::::H---t,,,,t---1-t,,,,H-t-1-,,,,--,,,,-rrH,,,,,-r-t,,,,,H---t,7"68 12021--' 26+00 26+50 27+00 27+50 28+00 28+50 -1.33% 29+00 29+50 30+00 30+50 66 64 62 60 58 sg5 31+00 z 0 ~ w ...J w N 2000255010050 SCALESHEETPP520200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(DITCHES)0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'm r m ~ 6 z ST A= 10+00.00 ELEV= 75.77 9+50 10+00 10+50 11+00 I ALBA INS 1741638 FRANC INS 1180967 I I I I I I I L_ 15+00 _.@_16+00 -=---17+00 _J_ 18+00 ---+--70 --4 71 7 ~ I ~ I I 5 I I 6 I-F-------------------=--------+ -+-I I ~70 i "-I ~ I I ~I I 7 1~ 8 STATION 11?0 12+00 12?0 137°0 13+50 14?0 14+50 15+00 15+50 16?0 16+50 17+00 17+50 18+00 I 82 I 80 \ -t-t-+-+---++-+-+-+--+-+--o--+--+-+-7r-+-+-+-+--+-+--+:-+-+1--+--+-+-n-~l~Tl~G ~~□~-:--1:--+--+-+-,r-+-+--+-->--+ll-+--+-+-+--+--+-+--o--+--+-+-,r-+-+-+-l>--+l-+--+-->---+--+--+-+--o--+--+-+-,r-+-+-+-+--+-+-+-+--+--+c:_:_~c:_:~~rl-f-~t::_:~~-:-::,t::_-:-::,-i:__-:-::,:-:~+V~f-~~+:-;f-;+1;2-~~f-;-+2=~1=~1-;_/~1=:1~/+P--4R-OP+O---,S~-□+G-RAf-D+E-++-t-+-ri~~:;~3?~~~800-++-+---t-++-+----j-++-+-t-+---t-r-:~~:;=156+9~~800-++-t-+-++-+---t-++-+----j-++-+-t-+-I I I I I I -16.99% 78 SrA = 11+so.oo 76 _1 -74 I -1.98% --+-t-+-+-+-lal=!c++-+---t-++-+----j-+_-+-/+-t-+-+-+-t-+-++--l'-t-++-+H-++-+1-+-+-t-+-+-+-,\--t-++-+---t-+-+-+----j-+-+-+-t-+-+-+-t-+-++-+---t-++-+----j-+-+-+-f-+-+-+-t-+-+-+-+---t--f---r"'T7----"i' ELEV= 69.39 72 70 68 66 64 62 9+50 10+00 10+50 11+00 11+50 12+00 -0.78% 12+50 ~~ I I I I I I 13+00 13+50 I I -0.50% ---0.70% ---~ 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 I I REED I REICH LEY INS 1691344 I INS 0762341 I I I I I I : 19+00 _______ ,J _____ ,:::-~-__ ~ __ ·~ I ------±----~ -DITCH 1 ----j E-----i-------i ~67 ---------::--~ \ 18+50 18+50 I 1 ~ I ~---:7 ~--:"\ I I '\! ~ I ~ I I ~I ~ I '-I \I I 9 t~ 10 I "s_t-2 I ~\ 12 'L, \ I I I I 21+50 22+00 22+50 23+00 -0.60% I I I 19+00 I --t--19+50 20+00 20+50 -0.96% ;:: ~ cci (D w w 21+00 \ I\ 21+50 I I I I 82 I I 80 I I 78 r STA=22+20.10-76 ELEV 66.69 74 -~ ,~ 72 70 o.,1L I 68 66 64 62 ~~ IB i:8 22+00 22+50 23+00 <l\ \ 1%, \ \ \ z 0 ~ w ....I w I I N ~ ~ \ \ I I I SHEETSEALAFFIXREVISIONDATECivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566PP620200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(DITCHES)2000255010050 SCALERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'm r-m ;; -I 0 z Ir ! i! i ~ 33 i \ 34 i \~5 i 36 \l 37 I' ilLJ:,L ___ ,,h\ ___ j~~~J. ___ j~ I I ~ 1----E-------3 / =------+-15 ---+-~ ------+----------+----14 -----,, I I µ_--=-..'.!!·----' --------------------.::: I In I J ' I I I I / lilil / I I \I / ',I ' STA= 10+00.00 ELEV= 76.02 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 84 I 82 I I I I 15+00 I E 15+00 38 I I I 16+00 I DITCH 2-----+-73 SHERLING 39 RPB 803 PG 1279 15+50 / EXISTING G~DE 80 I -6.78% 78 j I -1-+-,--+--+--t--+-+--+-1---1--+-+-,--+--1-+-+-+--+---+--+-+-+-1--+-+-+-+--1---<--+--+-+-+-+--+---+--1-+-+--+--+-1--+-+-+-,1-1-_,,_+-+---<1-1 P~oioiEDIG~~ 76 74 ---1--1--I 72 70 68 66 84 62 60 9+50 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 }1 40 41 I~ I I --..___ I I " I 17+00 '-..._ 18+00 ____[__ '--I --+--,, 17+00 17+50 18+00 18+50 r------1--1--"---17+00 17+50 18+00 18+50 I 19+00 ___j_ ---1 19+00 19+50 20+00 43 -----+-----,, STATION 20+50 21+00 21+50 I 22+00 ____[__ I I I 22+00 22+50 I I 23+00 23 i--r-----o.s3%:=f'=aj--H-+-+-H-++-t--+++-t==l==l=-H±±-l-+_--t1--+--t1-+ __ -t_-++_-+-_+~-+-H-++-H-+-1 19+00 19+50 20+00 20+50 21+00 21+50 22+00 22+50 23+00 23 I I I N \ \ ·""""'""'"'· """'""'"""" I SHEETSEALAFFIXREVISIONDATECivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566PP720200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532PLAN & PROFILES(DITCHES)2000255010050 SCALERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'25050100GRAPHIC SCALEHORIZONTAL SCALE: 1" = 50'i i i -MATCHUNE STA•23t50 ~1-~'··=~----l-t-l-++++-+-+-t-+++l-t g 67.96 ++--+-,-1-1--++-+--+-,-+--I-I-g ~ -hl ~l-~67~.69-----,-+-+-+-/,-/J-+-l-+-+-++-+~i 0*1--"'·=·26____,-+-+-+&-+--+-,-+-+-++-++~ 67.43 ~--+-+-HH++-+-+-+-1-+-+f g ~'---~,•~·w-----,-t-H,~f+-+'-t-t-+++-++-~• OJ; ' 67•16 !jj=tttt~tt:tjj=tttt g: r--~~~ m -'-'----1-'-1-1-1-+++ ~ +-+-+--i 1---"::=::'-----+-++-+-l±l-.._+-++ ~ 0~ -l--1-----1--1-1-+-'~--l-G) +-+-t--G) ~ ~~~ ~ +-t-r--t-t-t-~ +-+-+-+--+-++ g: I 1-=::=:~~'-----+-++-+1-+-1-~ 67.96 ++--+-,~-+-+-+-+-+-+--+-H hl gl-=ss.~36----1-+-l--¾+++-+-+-+-+++l-~ ~1-=67.=79------f--1--1-1-+--l--+-+-+-l-+-++I-~ 0 66.10 ~-+-+-,-+-+-++-+-+-,-+--I-I-g: -~~ 1-11-1-+--l--+-+-II--I---H-!1---"67-".16____,f--t-r~-l+-f.·S~Th~==282+s~O.OTO+-++~ 0 65.57 +--+-+-tt+I +-+E+LEV-+=--+6---<5.5_7 1-+-+f g: II S:l 66.90 I N 81-=ss=.,s-----,-+--1-1+1+++-+-+-+-++-++i Oi1-='6=.23:_1-~+~~et-+-+-+--+-,-+-+-+--1-1~0. 64.78 1--1-*-+-+-++++-+-+-++ !1---=::=:------f-+-lHf-+-+-+-+-+-+-++++~ ~~ -IH-l-+-+--1--+-/--lf--H-g O~i-=65.=13------f-+-l-++-~S~Th~-=30~•5~0.0~0++-4---~ ,,. 64.00 ++-H-+-E+-LEV+-=-+-6-'+4.0c:.JO -+-1--1-1-g: w -w ~l-=63.~31------f-+-tt-+-++-+--t-+-t-+-++l-g -w-+-1-+-++-+-+--+-l--l-l-oi 1--s=6~~=s, -----1-~~ ~ -f-lll-lf--1-+-+-++-+--+-,-+--H-g: -~1--------H-+-~+-++-+--+-,-+-+++-++~ ~ g: ~l-++-+-+-l-r+H-+-l-r--1-1 I ELEVATION ---> > MATCHUNE STA•23t50 I $ I ~~ ~a ' en z NOTE:CONSTRUCTION JOINTS ARE REQUIRED BETWEEN ALL POURSSEPARATED BY MORE THAN 30 MINUTES TIME.PLACE LONGITUDINAL CONSTRUCTION JOINT AT CENTERLINE OF ROADWAYS WHEN PAVEMENT IS WIDER THAN 12'.TEN FEET (10') SPACING BETWEEN CONTRACTION JOINTS OR AS SHOWN ON PLANS.FILL JOINTS TO WITHIN 1/8" OF SURFACE WITH JOINT SEALER.1. 2.3.4.tt/41/4"BROOM FINISH (TYP.)1.25t5'THICKEN EDGE WHERE-EVER EDGE IS SUBJECT3/8" PREMOLDED EXPANSIONJOINT FILLER ADJACENT TO ALL STRUCTURES OROTHER CONCRETE.tSAWN CONTRACTION JOINTISOLATION JOINTTO WHEEL LOADS.JOINTING AT STRUCTURESSTRUCTURE OR CASTING5.WHEN A JOINT FALLS WITHIN 5' OF A MANHOLE, LIGHT POLE BASE, OR OTHERSTRUCTURE, SHORTEN ONE OR MORE PANELS ON EITHER SIDE OF STRUCTURETO ALLOW CONTROL JOINTS TO FALL AT STRUCTURE.LONGITUDINALJOINTTRANSVERSEJOINTISOLATION JOINTSEENOTE 5.AND SEALDOWELED JOINT1/4"1"tSAWCUTTIED LONGITUDINAL JOINTTIE BAR#5 X 36"@ 24" O.C.t/2t/2ONE SIDE @ 12" O.C.14" LENGTH, LIGHTLY GREASESMOOTH DOWEL, 3/4" DIA.,SCALE: NTSCONCRETE PAVEMENT JOINTS DETAILS6.CONCRETE PAVEMENTS SHALL BE CONSTRUCTED, JOINTED, REINFORCED, ANDFINISHED TO MEET ACI GUIDELINES.1/4"1"AND SEALSAWCUT1ST POUR2NDCONSTRUCTION JOINTSEALANTRESERVOIRAND SEALPOURHALF ROUND KEY JOINT.2tAND SEALSAWCUTRKnow what'sbelow.before you dig.CallSHEETD1JDLDRAWN:DATE:SCALE:JOB No.:N.T.S.SEALAFFIXREVISIONDATECONSTRUCTION DETAILS(SITE & PAVEMENT DETAILS)TYPICAL SIDEWALK DETAILALL SIDEWALKS SHALL BE 4" THICKCONTRACTION JOINTS SHALL BE SPACED AT 5'-0" FOR SIDEWALKS 5' WIDE ANDFOR SIDEWALKS 5' TO 8' WIDE, SPACINGOF CONTRACTION JOINTS SHALL BE EQUALFOR SIDEWALKS OVER 8' WIDE, SPACE CONTRACTION JOINTS AS SHOWN ON DRAWINGSCONTRACTION JOINTS SHALL BE 1" DEEP AND EDGED WITH 1/8" RADIUS.PROVIDE 1/4" EXPANSION MATERIAL WHERE SIDEWALK ABUTS CONCRETEA LAYER OF #15 FELT IS REQUIRED BETWEEN WALK AND ADJACENT50' MAX. SPACING BETWEEN EXP. JOINTSCONTRACTION JOINTSLESS.TO WIDTH.STRUCTURE, EVERY 20 FEET AND ALL PC & PT.PARALLELING CONCRETE CURB.8.7.6.5.4.3.SCALE: NTSNOTES:CURB OR PAVEMENT1.2.1/4" EXP. JOINTBUILDING PAD12"SEE NOTE #63'-0"4"1/4" EXP. JOINT1/2" EXP. JOINTCONCRETE.FOR SIDEWALKS 10' OR GREATER OR WHEN SIDEWALKS ABUT PARKING WHERE THEREIS NOT A CURB, THICKEN WALK TO 12" IN 3'.1. 424-A SUPERPAVE BITUMINOUS CONCRETE WEARING SURFACE LAYER, 1/2" MAXIMUM AGGREGATE SIZE MIX, ELAS RANGE B (220 LB/SY)2. 401-A BITUMINOUS TREATMENT, TYPE 'A' (0.25 GAL/SY) (IF MOISTURE CONTENT REQUIRES PRIOR TO PAVING)3. 825-B COMPACTED BASE COURSE TYPE "B", MINIMUM 4" COMPACTED THICKNESS4. 825-B COMPACTED BASE COURSE TYPE "B", MINIMUM 4" COMPACTED THICKNESS5. 24" THICK GRANULAR SAND SUB-BASE MATERIAL COMPACTED TO 100% OF THE STANDARD PROCTOR (AASHTO T-99) (SEE GEOTECHNICAL REPORT)6. STRIP EXISTING TOPSOIL, THICKNESS VARIES (SEE GEOTECHNICAL REPORT)7. TOPSOIL FROM STOCKPILE, 4" MIN. THICKNESS8. 6" PERFORATED UNDERDRAIN PIPE W/ SOCK (AS DIRECTED BY GEOTECHNICAL ENGINEER) SEE DETAIL.9. UNDERCUT REQUIRED (AS DIRECTED BY GEOTECHNICAL ENGINEER)*CONTRACTOR TO REFERENCE GEOTECHNICAL REPORT PERFORMED BY GEOCON FOR ADDITIONAL SOILS & COMPACTION INFORMATION.TYPICAL ROADWAY SECTIONSCALE: NTS50' RIGHT OF WAY12"24"1325'-0"RIGHT OF WAY9'-0"12"24"CENTER LINE & PROFILE GRADE LINE139'-0"TYPE "A" GUTTER2'-6"25'-0"RIGHT OF WAYCENTI-PEDESOD16"8' SHOULDER5'-0" SIDEWALK@ 1/2" FT./FT.MAX. 1/4" FT./FT.SEED,FERTILIZE &MULCH6"@ 1/2"FT./FT.CENTI-PEDESOD16"SEED,FERTILIZE &MULCH8' SHOULDER5'-0" SIDEWALK@ 1/2" FT./FT.MAX. 1/4" FT./FT.SEED,FERTILIZE &MULCH6"@ 1/2"FT./FT.EXISTING GROUNDEXISTING GROUNDTYPE "A" CURB2'-6"SEED,FERTILIZE &MULCH1/4" PER FT.1/4" PER FT.7678543276789ALL SIDEWALKS SHALL BE INSTALLED BY THE DEVELOPER DURING SUBDIVISION CONSTRUCTION. 9.10.SEE PLAN FOR LOCATION OF SIDEWALK & HANDICAP RAMPS. 11.ALL HANDICAP ACCESS AREAS SHALL COMPLY WITH ADA REGULATIONS. 12.TRUNCATED DOMES ON RAMPS ARE REQUIRED. 13.Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-65662020079105/19/21Fairhope DownsFairhope, Alabama 365321SIDEWALK TO HAVE MAX. CROSS SLOPE=2%, RUNNING SLOPE=5%.14.CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI. *RAMP SLOPES SHALL MEET ADA REQUIREMENTSPER ADA- TRUNCATEDDOME SURFACEDOME SURFACE AREACOLORATION TO BE FEREALCOLOR #2010912" PERFORMEDEXPANSION JOINTMATERIAL12:1 MAXSLOPETRUNCATED DOMESURFACE PER ADA5" THICK CONC.PAVINGGUTTERVALLEYGUTTER4" THICKCONCRETESIDEWALKTYPICAL HANDICAP RAMPSCALE: NTSPLAN VIEWNTSAAISOMETRIC VIEWNTS12:1 MAXSECTION "A-A"NTS*2% MAX CROSS SLOPE, 8.3% MAX RUNNING SLOPETYPICAL ROADWAY SECTION - ENTRY ISLANDSCALE: NTS12"24"1316'-0"12"24"CENTER LINE & PROFILE GRADE LINE1316'-0"TYPE "A" GUTTER2'-6"RIGHT OF WAYCENTI-PEDESOD5'-0" SIDEWALKSEED,FERTILIZE &MULCH6"@ 1/2"/FT.CENTI-PEDESOD6"@ 1/2"/FT.EXISTING GROUNDEXISTING GROUNDTYPE "A" CURB2'-6"61/4" PER FT.1/4" PER FT.767854321778975'-0" 5'-0"TYPE "N" CURB16"16"50' RIGHT OF WAYMAX. 1/4" FT./FT.8' SHOULDER@ 1/2" FT./FT.SEED,FERTILIZE &MULCHSEED,FERTILIZE &MULCH8' SHOULDER5'-0" SIDEWALK@ 1/2" FT./FT.MAX. 1/4" FT./FT.RIGHT OF WAYSEED,FERTILIZE &MULCH_Jj,, . 1'--0" L +++++ + +++++++ ..... , ... , .. , ... , ... , ..... .. , ... , ...... , ...... , ., .. ., .. ,,.. ., .. ,, .. , ... , .. , ... , .. ,, .. , ... , ... , .. ,, .. , ... , ...... , ... , .. , ... , ..... , .. .. , ...... , ... , .. ,, .. , ., .. , .. , ... , .. , ... , .. ,, .. ,, .. , .. ,, .. , ... , .. ,, .. , ... , .. ,, ... , .. ,, .. , ... , .. ,, '' , .. , .. ,, .. ,, .. ,, .. , .. ,, .. , ... , .. ,, ... ,, .. ,, .. ,, .. , .. ,, .. , ... , .. ,, .. , ... , .. ,, . ... , ..... ,. ,, .. ,,. , .. ,, ..... , .. , .. ,,.,, .. ,, .. ,,.,, .. ,, .. ,, .. ,,.,,,.,, .. ,, .. ,,.,, .. ,,.,, .. ,, .. ,, .. ,,. ..,, .. ,, .. ,,., .. ,, .. ,,.,, .. ,,.,, .. ,, .. ,, .. ,,.,, .. ,, . .. , ... , .. ,, .. , .. ,, .. ,. .,, .. ,,.,, .. ,, .. ,,.,, .. ,, .. , .. ,, .. ,,. ,.,, .. ,,.,,,.,, .. ,,.,, .. ,,,,,,.,,,.,, .. ,,.,,,.,,.,,,. , .. ,,.,, .. ,, ... ,,,.,, .. ,,.,,,.,, .. ,,. ,,,.,, .. .... , ... , ......... , ..... , .. ,. ' .. , .. , ... , ...... , ... , ... , ...... , ... , ... , ...... , ... , .. , ... , ...... , ... , ... ,.. ., .. , ... ,.... , ... , ...... , ... , . .. , ...... , ... , .. ,, .. , ., .. , .. , ... , .. , ... , .. ,, .. ,, .. , ' , .. , ... , .. ,, .. ,, .. , .. ,, .. , ... , .. ,, .. ,, .. , .. ,, .. , ... , .. ,, .. ,.. , .. ,. , .. ,, .. , .,, .. ,, .. ,, .. , .. ,, .. , ... , .. ,, .. , ... , .. ,, . . ,, .. , ... , .. ,, .. , ... , .,, .. ,, ,, .. ,,. , .. ,, .. , .. , .. , .. ,,.,,,.,, .. ,,.,, .. ,, .. ,,.,,,.,,.,,,.,, .. ,,.,,, ,,,.,,,.,,.,,,.,,.. ,.,,,,,,.,,,., .. ,,.,,,.,, .. ,,.,,,.,,,,,,.,,,.,, .. ,,.,,,.,, .. ~ • ~ ~.• .. ~ . \.'t···'-: •• '• •. _.• ~¥"0~~ ..... ·.· ............ ·........... .. '<;,<, /.,1//, /,Y/ .. ,, .. , .. ,, .. ,,.,, .. ,, .. ,, .. .. ,, .. ,, .. , ... , .. , ... , ... , .. , ... , . .. ,,.,,,.,, .. ,, .. , .. ,, .. ,, .. , .. ,, .. ,, . ... , .. , ... , ... , .. , ... ,. <«<«<~~~~ ~~~~~~~ -<-<.,«,,,::<,;,«,-..;_ , ~ ~ RKnow what'sbelow.before you dig.CallSHEETD2SEALAFFIXREVISIONDATENOTE 1: CLEARANCE BETWEEN PIPE AND TRENCH WALL SHALL BE ADEQUATE TOSEE NOTE 1EXCAVATION LINEBEDDINGHDiENABLE SPECIFIED COMPACTION BUT NOT LESS THAN Do/6MIDDLE BEDDINGLOOSELY PLACEDUNCOMPACTED BEDDINGEXCEPT FOR TYPE 4Do/3FOUDATIONDoOVERFILL OR BACKFILLSW, ML, OR CLHAUNCHLOWER SIDEDo (MIN.)OUTER BEDDINGMATERIAL ANDCOMPACTION EACHSIDE, SAMEREQUIREMENTSAS HAUNCHDo/6 (MIN.)BEDDINGHDiMIDDLE BEDDINGLOOSELY PLACEDUNCOMPACTED BEDDINGEXCEPT FOR TYPE 4Do/3FOUDATIONDoOVERFILLSW, ML, OR CLHAUNCHLOWER SIDEDo (MIN.)OUTER BEDDINGMATERIAL ANDCOMPACTION EACHSIDE, SAMEREQUIREMENTSAS HAUNCHEMBANKMENT INSTALLATIONTRENCH INSTALLATIONTYPE 1Do/24 MINIMUM; NOT LESSTHAN 3". IF ROCKFOUNDATION, USE Do/12MINIMUM; NOT LESS THAN 6".95% CATEGORY I90% CATEGORY I,95% CATEGORY II, OR100% CATEGORY IIIUNDISTURBED NATURAL SOIL WITH FIRMNESSEQUIVALENT TO THE FOLLOWING PLACED SOILS:90% CATEGORY I, 95% CATEGORY II, 100% CATEGORY III, OR EMBANKMENT TO THE SAME REQUIREMENTS.INSTALLATIONTYPEBEDDINGTHICKNESSHAUNCH ANDOUTER BEDDINGTRENCH INSTALLATIONLOWER SIDEEMBANKMENT INSTALLATIONLOWER SIDETYPE 2Do/24 MINIMUM; NOT LESSTHAN 3". IF ROCKFOUNDATION, USE Do/12MINIMUM; NOT LESS THAN 6".90% CATEGORY I, OR85% CATEGORY I,90% CATEGORY II, OR95% CATEGORY IIIUNDISTURBED NATURAL SOIL WITH FIRMNESSEQUIVALENT TO THE FOLLOWING PLACED SOILS:85% CATEGORY I, 90% CATEGORY II, 95% CATEGORY III, OR EMBANKMENT TO THE SAME REQUIREMENTS.95% CATEGORY IITYPE 3Do/24 MINIMUM; NOT LESSTHAN 3". IF ROCKFOUNDATION, USE Do/12MINIMUM; NOT LESS THAN 6".85% CATEGORY I,90% CATEGORY II, OR95% CATEGORY IIIUNDISTURBED NATURAL SOIL WITH FIRMNESSEQUIVALENT TO THE FOLLOWING PLACED SOILS:85% CATEGORY I, 90% CATEGORY II, 95% CATEGORY III, OR EMBANKMENT TO THE SAME REQUIREMENTS.85% CATEGORY I,90% CATEGORY II, OR95% CATEGORY IIITYPE 4NO BEDDING REQUIRED,EXCEPT IF ROCK FOUNDATION,USE Do/12 MINIMUM, NOTLESS THAN 6".NO COMPACTIONREQUIRED EXCEPTIF CATEGORY III, USE85% CATEGORY IIINO COMPACTIONREQUIRED EXCEPTIF CATEGORY III, USE85% CATEGORY IIINO COMPACTIONREQUIRED EXCEPTIF CATEGORY III, USE85% CATEGORY IIIRCP STORM PIPE BEDDING DETAILSCALE: NTSAS REQUIREDJDLDRAWN:DATE:SCALE:JOB No.:N.T.S.CONSTRUCTION DETAILS(SITE & PAVEMENT DETAILS)6"5"8"2'-6"R18"1'-3"1'-3"R8"3000 PSICONCRETE6"5"6"2'-6"R18"1'-3"1'-3"NOTE:ALL HANDICAPPED RAMPS SHOULDCOMPLY WITH ADA REGULATIONSADDITIONAL CURB INFORMATION1. 3/4" EXPANSION JOINTS WITH BITUMINOUS SEALANT AT 30 FEET INTERVALS AND AT ALLRADII AND AT DRAINAGE STRUCTURES.2. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI.3. LIGHT BROOM FINISH ON ALL SURFACES, ALL RADII TO BE TRUE ARCS.4. PROVIDE (2) #4 BARS, 10' LONG, CENTERED OVER ALL TRENCH CROSSINGS.5. PROVIDE (2) #6 X 2.5' LONG BARS TO CONNECT EXISTING AND NEW CURBS.6. GUTTER SHALL PITCH AS REQUIRED TO CONVEY DRAINAGE.TYPE 'A' VALLEY GUTTERSCALE: NTSMODIFIED CURB RAMPSCALE: NTS3000 PSICONCRETECONCRETE GUTTER#5 DIAGONALBARS(LENGTH 2'-9")4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)SEE PLAN &PROFILE FORFLOWLINEELEVATION8"TOP OF CURB4"5' CURB TRANSITIONVULCAN FOUNDARYV-1810-4 MANHOLE RING AND COVERTOP OF INLET 3" ABOVE CENTERLINE#5 DOWELL6" PVC PIPE FILLEDW/CONCRETE(2 REQ'D FOR DOUBLE WING)6" TYP.6"6" TYP.6"EDGE OF PAVEMENT2'-6"BACK OF CURBLOW POINT OF GUTTER5' CURB TRANSITIONA#5 DOWELLBA8'-0"B4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)PRECASTCONCRETE BOX#5 DIAGONALBARS(LENGTH 2'-9")4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)SEE PLAN &PROFILE FORFLOWLINEELEVATION8"TOP OF CURB4"5' CURB TRANSITIONVULCAN FOUNDARYV-1810-4 MANHOLE RING AND COVERTOP OF INLET 3" ABOVE CENTERLINE#5 DOWELL6" PVC PIPE FILLEDW/CONCRETE(2 REQ'D FOR DOUBLE WING)6" TYP.6"6" TYP.6"EDGE OF PAVEMENTLOW POINT OF GUTTERA#5 DOWELLBPRECASTCONCRETE BOX5' CURB TRANSITION4"5' CURB TRANSITIONLOW POINT OF GUTTER#5 DOWELLTYPE "S-1" INLET PLAN (SWCB)SCALE: NTSSECTION A-ASECTION A-ATYPE "S-2" INLET PLAN (DWCB)SCALE: NTS#5 BARS @ 6" O.C.E.W. TYP.CASTIRONRING4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)SEE PLAN & PROFILEFOR THROATELEVATIONSSEE PLAN & PROFILEFOR THROATELEVATIONSGROUT TOFLOWLINEELEVATIONNOTE: SLOPE ON TOP OF SLAB SHALLBE THE SAME AS THE CENTERLINEGRADE.BACK OF CURB5' CURB TRANSITION8'-0"4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)#5 BARS @ 6" O.C.E.W. TYP.CASTIRONRINGSEE PLAN & PROFILEFOR THROATELEVATIONSNOTE: SLOPE ON TOP OF SLAB SHALLBE THE SAME AS THE CENTERLINEGRADE.SEE PLAN & PROFILEFOR THROATELEVATIONSGROUT TOFLOWLINEELEVATION4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)2'-0"6"4"9"3'-6"PRECASTCONCRETE BOXSEE PLAN & PROFILE FORINVERT ELEVATIONEDGE OF PAVEMENTSEE PLAN & PROFILEFOR THROATELEVATIONS10"8"6"BACK OF CURB5 1/4"4"/37 1/2"6 1/2"4"18"1 1/2"2" WEEPHOLESCAST IRONCOVER4'-6" (15"-30" PIPE)7'-0" (36"-54" PIPE)2'-0"6"4"9"3'-6"PRECASTCONCRETE BOXSEE PLAN & PROFILE FORINVERT ELEVATIONEDGE OF PAVEMENTSEE PLAN & PROFILEFOR THROATELEVATIONS10"8"6"5 1/4"4"/37 1/2"6 1/2"4"18"1 1/2"2" WEEPHOLESCAST IRONCOVERCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566PERFORATED UNDERDRAINPIPE W/ SOCKCOARSE GRAVEL ON AGGREGATE SHOULD BEUTILIZED IN THIS ZONE IN EXPECTEDCONSTANT FLOW AREAS. SAND FILLIS SATISFACTORY IN RAINFALL LEACH ZONES.1'-0" PLUSPIPE DIAMETERMINIMUMTYP. UNDERDRAINSCALE: NTS2020079105/19/21Fairhope DownsFairhope, Alabama 36532CONCRETE GUTTER2'-6"3000 PSICONCRETEADDITIONAL CURB INFORMATION1. PROVIDE #6 X 18" LONG, SMOOTH DOWELS AT ALL EXPANSION JOINTS.2. 3/4" EXPANSION JOINTS WITH BITUMINOUS SEALANT AT 30 FEET INTERVALS AND AT ALLRADII AND AT DRAINAGE STRUCTURES.3. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI.4. LIGHT BROOM FINISH ON ALL SURFACES, ALL RADII TO BE TRUE ARCS.5. PROVIDE (2) #4 BARS, 10' LONG, CENTERED OVER ALL TRENCH CROSSINGS.6. PROVIDE (2) #6 X 2.5' LONG BARS TO CONNECT EXISTING AND NEW CURBS.TYPE 'N' CURB DETAILSCALE: NTS2"8"6"2"PAVEMENT6"R2" RKnow what'sbelow.before you dig.CallPIPEREQ'D. MIN. 1 1/2 INCH BITUMINOUSCONCRETE PATCH WEARINGSURFACE (MIX 429)EXISTINGASPHALTPAVEMENTEXISTINGBASE COURSEREQ'D. SS1 ORSS1h TACK COAT 1'1'REQ'D: SAW CUT(TYP. )BACKFILL MATERIALMIN.MIN.MIN.MIN.TRENCHWEARING SURFACE1'BASE MATERIAL1'REQ'D. 6 INCHMIN. THICKNESS OF BASE MATERIALPAVEMENT PATCHSCALE: NTSSHEETD3SEALAFFIXREVISIONDATE18"MIN.18"MIN.JOINTOVERLAP 1/3 CIRCUMFERENCE18"18"MIN.MIN.PIPE SECTIONISOMETRIC VIEWFILTER FABRICFILTER FABRICSTORM PIPE JACKETSCALE: NTSOF THE PIPEBREAK-A-WAY TYPEU-CHANNEL POST TYP.7'-0"4"24"12"SCALE: NTSSIGNAGE DETAILR1-136"X36"SPEED LIMIT - R2-13:1 MAX5'-0"3:1 MAXGRASSED WATERWAYTO BE SODDED WITHBERMUDA ROLLS AND PINNEDSCALE: NTSGRASS LINED SWALE DETAILVARIESOUTLET PROTECTION (RIP RAP)PLANCOMPACTED SUBGRADESCALE: NTSMIRAFI 140NFILTER FABRICOR APPROVEDEQUAL18"OUTFALLALDOT CLASS 2 RIP RAPSECTIONSEE PLANOPRIP RAP FLUSHWITH GROUNDSEE PLANALDOT CLASS 2 RIP RAPJDLDRAWN:DATE:SCALE:JOB No.:N.T.S.CONSTRUCTION DETAILS(SITE & PAVEMENT DETAILS)REQ'D ASPHALTPAVING1/4"3000 PSI CONCRETEREQUIREDOVERLAPPING ASPHALTSCALE: NTSCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-65662020079105/19/212'-0"JUNCTION BOX FRAME AND COVER24"Ø HEAVY DUTY COVERNOTE:BOX SIZE SHALL BE ADEQUATE TO ACCOMMODATE SIZES AND ANGLES OF ENTRY OF ALL PIPESENTERING STRUCTURE WITH AMINIMUM WALL THICKNESS OF 6"BETWEEN PIPES.SCALE: NTSJUNCTION BOX (JB) DETAILTO CREATE A WATER TIGHT SEALPRECAST REINFORCED CONCRETEMANHOLE SECTIONCONFORMING TO LATESTREVISION OF ASTM C913REINFORCED CONCRETE COLLARSAS NEEDEDFLEXIBLE JOINT SEALANT - TO FILLAT LEAST 75% OF JOINT CAVITYSET FRAME IN FULLBED OF MORTAR6"3'-0" MIN.8"MINREINFORCED TO MEETH-20 LOADINGOUTSIDE OF PIPE+2" CLEARANCEMIN. 0.14 SQ. IN. STEEL PERVERTICAL FOOT, PLACEDACCORDING TO ASTM C913SPECIFICATIONSSTEPS ON ALL STRUCTURESOVER FOUR FEET TALLREFER TO SPECS3" CLEARMORTAR ALL JOINTSIMPRINTED WITH "STORM"AGGREGATE FOUNDATION6" COMPACTED GRADEDEXISTINGBASEEXISTING ASPHALTSMOOTH & EVEN JOINTSAWCUT WHERE NECESSARY(SUBSIDARY OBLIGATIONOF WEARING SURFACE LAYER)PROPOSED ASPHALTSCALE: NTSBUTT JOINT DETAILPROPOSEDBASENOTE: FOR ALDOT R.O.W., FULL DEPTH SAW-CUT ISREQUIRED FOR ACCESS & TURN LANE ADDITIONSPLAN VIEWSCALE: NTSWEIR INLET (WI) DETAILPRECAST CONCRETE ONLY.THIS STRUCTURE SHALL BEAGGREGATE FOUNDATION6" COMPACTED GRADEDREINFORCE STRUCTURE IN ACCORDANCEWITH CURRENT ASTM C913 STANDARDINTO STRUCTUREPEDESTALS CAST6"X6"X6" CONC.2%SLOPEELEVATIONTOP OF BOXON ALL SIDESWEIR OPENING6"6"36" MIN.36" MIN.6"JUNCTION BOX FRAME AND COVEREJIW 1337 W/ "STORM" CASTED IN COVER OR APPROVED EQUALNOTE:BOX SIZE SHALL BE ADEQUATE TO ACCOMMODATE SIZES AND ANGLES OF ENTRY OF ALL PIPESENTERING STRUCTURE WITH AMINIMUM WALL THICKNESS OF 6"BETWEEN PIPES.Fairhope DownsFairhope, Alabama 365320 RKnow what'sbelow.before you dig.CallLIMIT OF PAYMENT TRENCH WIDTHS AND PAVING CUT- BACKS468101214151618202430364248404244464850515254566066727884NOMINAL PIPE DIAMETER (INCHES)TRENCH WIDTH (INCHES)TRENCHWIDTHNOTES:THE JAGGED EDGES OF THE EXISTING PAVEMENT ALONG THE TRENCH CUT SHALLBE SQUARED AND CUT TO A NEAT LINE WITH AN APPROPRIATE SAW ALONG STRAIGHTLINES PARALLEL TO THE CENTER OF THE PAVEMENT CUT.PAVINGCUT- BACKPAVINGCUT- BACKVERTICAL SIDEWALLS PROPERLYSHEATHED ANDBRACEDDIA. OFPIPESCALE: NTSALL STRIPING MUST BE REPLACED WITH THERMOPLASTIC.SHEETD4SEALAFFIXREVISIONDATETYPICAL HYDRANT AND VALVESCALE: NTS25' MAX.10' MIN.MIN. COVERUNDISTURBED MATERIALBACKING AGAINSTCLASS "C" CONC.AS REQUIREDROTATE HYDRANTBOX AND COVERADJUSTABLE VALVEM.J. FITTINGS (TYP)6" GATE VALVETEEMAINWATER(1 EACH SIDE)2 TIE RODS (TYP)GRAVEL BEDDINGDRAIN HOLESAT LEAST 6" ABOVERUN GRAVEL TOSTONE OR BANK1/2" TO 1" CRUSHED PROVIDE 7 CU. FT.UNDISTURBED MATERIALBACKING AGAINSTCLASS "C" CONC.UNDISTURBED EARTHFINISH GRADETO GRADE AS REQUIREDHYDRANT TO BE ADJUSTEDTO BE MUELLER CENTURIANFIRE HYDRANT ASSEMBLYTHREE WAY, 5 1-4" VALVE 3'-0"JDLDRAWN:DATE:SCALE:JOB No.:N.T.S.CONSTRUCTION DETAILS(WATER DETAILS)PVC WATER BEDDINGSCALE: NTSOF PIPESPRING LINE6" LAYERS COMPACTEDBEDDING, IF REQ'D.PIPE12"12"8" MIN.3' MIN.COVER12"TO 85% STANDARD PROCTORLAYERS COMPACTEDHAUNCHING, MAX. 6",TO 90% STANDARDPROCTORLAYERS COMPACTEDINITIAL BACKFILL, MAX. 6",TO 95% STANDARDPROCTORMAX. 6" LAYERS COMPACTED TO 100%BACKFILL WITH SELECT MATERIALSTANDARD PROCTOR (TOP 24"OF FILL TO BE COMPACTED TO 95%MODIFIED PROCTOR UNDER STRUCTURES AND ROADWAYS)MATERIAL SHALL BEANGULAR STONE(3/4" MAX. DIMENSION),GRAVEL OR SANDCLASS 1B MATERIAL, MAX. MAXMAX50 CU. FT.21.1 CU. FT.9.3 CU. FT.16 CU. FT.9.8 CU. FT.4 CU. FT.VERT. THRUSTTYP. BENDSEE SCHEDULECONC. THRUST BLOCK#3 REBARSUNDISTURBED SOILCONC. THRUST BLOCKSEE SCHEDULETYP. BENDVERT. THRUSTD.I. CROSSUNDISTURBED SOILTHRUST BLOCKSEE SCHEDULECROSS THRUST BLOCK DETAILTEE THRUST BLOCK DETAILSEE SCHEDULED.I. TEETHRUST BLOCKUNDISTURBED SOIL2" DIA.PIPE LINE4" DIA.PIPE LINE6" DIA.PIPE LINE8" DIA.PIPE LINE1.01.93.65.81.02.65.08.21.42.74.41.01.01.42.251.01.01.01.20.5 CU. FT.0.8 CU. FT.1.0 CU. FT.1.5 CU. FT.NOTE:THRUST BLOCK BEARING AREAS SHALL BE INCREASED INPOOR TRENCH CONDITIONS AS DIRECTED BY THE ENGINEERDESIGN CRITERIA:TEST PRESSURE - 150 PSISOIL BEARING PRESSURE - 1 TON PER SQ. FT.1.0THRUST BLOCK BEARING AREAS(SQ.FT.)VERTICAL ANCHORBLOCK VOLUMESHORIZ. THRUSTTYP. BENDSEE SCHEDULECONC. THRUST BLOCKUNDISTURBED SOILBLOCK DETAILBLOCK DETAILBLOCK DETAILMECH. JT. DUCTILE IRON WITH RETAINERGLANDS OR CLOW "SUPER-LOCK" JOINTPIPETRANSITIONSLEEVE10 L.F. MIN. PVC PIPEFITTING AS REQUIRED (DUCTILE IRONMECH. JT. W/RETAINER GLAND.)THE 2.5' MIN. COVER SHALL BE FROM THE LOWESTELEVATION OF THE DRAINAGE STRUCTURE INVERT.THIS ELEVATION SHALL BE MAINTAINED NO LESSTHAN 10' EACH SIDE OF THE CROSS DRAIN REGARD-LESS OF THE GROUND (ELEVATION WHICH MAY RESULTIN COVER DEPTHS SIGNIFICANTLY GREATER THAN THE2.5' MIN.)DUCTILE IRONDUCTILE IRONDUCTILE IRON2.5' MIN.COVERFITTING AS REQUIRED (DUCTILE IRONMECH. JT. W/RETAINER GLAND.)CONCRETE WATER MARKER WITH SIGN"WATER LINE" REQUIRED AT EACH ENDAND AT 50' C. TO C. OF DUCTILE IRONSTREAM CROSSINGS.CROSS DRAIN(NEW OR EXISTING)DETECTOR WIREREQUIREDTYPICAL DRAINAGE PIPE CROSSINGSCALE: NTSDUCTILE IRON10 L.F. MIN. DUCTILE IRONR.O.W. LINE±5'NOTE:1. SEE PLAN AND PROFILE SHEETS FOR LOCATION OF WATER SERVICES.2. LOCATION OF THE WATER SERVICE LATERALS SHALL BE MARKED IN THECONCRETE GUTTER WITH THE LETTER "W" FOR WATER SERVICE.3. ALL UTILITY LINES SHALL BE A MINIMUM 30" UNDER SHOULDER & 48" UNDERPAVEMENT.WLOT LINEWATER SERVICEWATER SERVICE LATERAL PLANSCALE: NTSLOT LINELOT LINECivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566WSIDEWALK±5'OPENING, A-4232020079105/19/21Fairhope DownsFairhope, Alabama 36532SIZE ?UJ~TE~[ 90' 45' 2iE~2· 11rifu40 45" VERT. 22-1,~0VERT. GATE BEND BEND BEND VALVE _j / 1. .1 l!J SERVICE SADOLE: ROMAG 202 NS NYLON COATED DUCTILE IRON SERVICESAOOLEWI STAINLESS STEEL DOUBLE STRAP WITH NEOPRENE GASKET OR EQUAL (IF REQUIRED) CITYOF FAIRHOPE I m I :u_ ___ r T ___ j_ ; ~~<·/::~',: :·~~~~··~> ~~ .~.>~:;·:.~::-.·~·-_,~~. =?~:}_-~.--~:,·-~:>?->~· ::~ :;;~;:_-:: .../ t.1" AJ',IO, 2" SERVICES SHALL BE TYPE K COPPER TUBING (SEAMLESS WITH NO BENDS, JOINTS OR COMPRESSION COUPLINGS) BALLCORP FB1000 (SEE NOTE NO ,, CITY OF FAIRHOPE PUBLIC UTILITIES 555 SOUTH SECTION STREET FAIRHOPE, ALABAMA 36S32 251.928.8003 ELEVATION VIEW N.TS WATER METER MATERIAL SCHEDULE 1. CURB STOPS SHALL BE DESIGNED FOR MINIMUM PRESSURE OF 175 PSI ANO SUITABLE FOR SERVICE P1PINGAND SHALL BE FORD 843-332 RGW.NLOR EQUIVALENT. CURB STOP $HALL HAVE PADLOCK WING ANO "365" DEGREE VAJ.VE OPERATION WITH NO STOPS. 2. CORPORATION STOPS WHERE REQUIRED OR DIRECTED, SHALL HAVE STANDARD CC CORPORATION STOP THREAD ON INLET AS SPECIFIED BY AWWAC800. ANO COPPER TUBING SIZE 0.0. OUTLET SUITABLE FOR SERVICE PIPING. CORPOR.\TION STOPS SHALL BE FORD BALL CORP FB-1000 SERIES WITH GR!P NUT OR APPROVED EQUIVALENT. CORPORATION STOPS SHALL BcTA.PPED INTO WATER MAINS ONLY BY MEANS OF A SERVICE SADDLE l WATER METERS WILL MEET OR EXCEED TliE REOUIREMENTS OF AWWASPECIFICATION croo. LATEST REVISION. A.ND AN AFFIDAVIT OF COMPLIANCE ANO CERTIF!CA TE OF TESTING FOR ACCURACY WILL SE FURNISHED. METERS MAY BE EITHER NUTATING DISC =~V:R~;;~~M,!,~· ~To;Ec~~11~b1STON REGISTERS SHALL BE HERMETICALLY SEALED. MAGNETIC DRIVE. Willi STRAIGHT READING IN US. GALLONS. SERIAL NUMBER WILL BE IMPRINTED ON THE CASE AS WELL AS ON TliE REGISTER BOX LID. MATERIALS USED FOR METERS SHALL BE AS SPECIFIED ~-METER BOX ANO COVER A BOXES WILL BE PLASTIC WITl1 IRON READER LIDS OR CONCRETE WITH CAST IRON LIDS. BOXES WILL BE SUFFICIENT SIZE TO HOUSE THE METER ANO CURB STOP. WATER DETAILS 12-07-20 TYPICAL l~ WATER SERVICE METER DETAIL W-l SHEETD5SEALAFFIXREVISIONDATEJDLDRAWN:DATE:SCALE:JOB No.:N.T.S.CONSTRUCTION DETAILS(SEWER DETAILS)Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-65662020079105/19/21Fairhope DownsFairhope, Alabama 36532CITY OF FAIRHOPE NOTES 1-DISTANCE BETWEEN INVERT OF PIPE AND OUTSIDE OF BELL DETERMINES THE ~~~~TION OF TOP OF 8" CONCRETE 2 MANHOLE STEPS SHALL BE STEEL ROOS ENCASED IN POLYPROPYLENE PLASTIC AND SHALL BE TYPE "PS·1·B" AS MANUFACTURED BY MA INDUSTRIES INC., OR AN APPROVED EQUAL. " 3 ALL PIPES IN OR OUT OF MANHOLE :~~Lo~i.FLUSH WITH INSIDE WALL OF 4 FOR DEAD ENO MANHOLES THE FLOW ~~:~~LH~~~L EXTEND THE WIDTH OF 5 MANHOLES WITH A FORCE MAIN DISCHARGE SHALL BE LINED IN ACCORDANCE WITH SECTION 405 OF THE STANDARD SPECIFICATIONS SECTION C-C --------w.rs -NOTE: RUNNING BOARD ~• WHERE REO'D. (SEE DETAIL) SHOULDER REQ'D.ONLY WHEN RUNNING BOARD USED ALL MANHOLES SHALL HAVE A FLAT 6~PL~:S~RE TOTAL DEPTH IS 4-FT MANHOLE WITH THREE OR MORE PIPES AT INVERT N.T.S. (/) w CITY OF FAIRHOPE PUBLIC UTILITIES 555 SOUTH SECTION STREET ~~'i~~~&.~o~!fBAMA 36532 a' ;!; STANDARD SANITARY SEWER DETAILS ll/25/20 PRECAST MANHOLE DETAILS PIPE DIAMETERS LESS THAN 24-INCH 5-1 wilo SpN:ial N:ote I. Al -..igtn alld dirnert!iion!. •e •prodiiatt!-and should not be u~ ii'§ euct rougtt-.i -dmell$iOM WILOUSALlC Tel: {811)96'8n Web:-.wilo-ilY.COIIII I' L rf>f'~'t-' -~◊ ~---~~ .. '--l of FA/f?f..J, PICK HOLES ~ I~ 1 ~ ~ JnJ • "•• ~/!}, ~· "Ss _.,,<fa-,> ,----~------RANGE OF WEIGHTS FRAME· 230 LB (MIN). 260 LB (MAX) COVER TOP VIEW COVER-118 LB (MIN)-130 LB (MAX) N.T.S TOTAL· 348 LB (MIN). 390 LB {MAX) RING TOP VIEW N.T.S t------25"'------t------23'''------20 3/4"'--------, "' ___ L__ __ --4 I ,-----------_JLJ~14• f------25"'------..a c---------:36"'-------______j RING SECTION VIEW N.T.S. t-----22 3/4'''-____ __, COVER SECTION VIEW N.T.S. CITYOF FAIRHOPE CITY OF FAIRHOPE PUBLIC UTILITIES SSS SOUTH SECTION STREET FAIRHOPE, ALABAMA 36532 251.928.8003 STANDARD SANITARY SEWER DETAILS PRECAST MANHOLE DETAILS STANDARD MANHOLE FRAME AND COVER Suction Port OischMgePort Location ...... Pump Size!MOIOr AnfdeNumbef ~ DRWN CHKD APllt) Wilo Quotation System 21.1.3 _o-ion~ WellT)1)l' Wtl:Pit ' w ' ,._,. 21.99 11.11 ..,, 13.39 , ... w u.n 121 rn '-'' 11.11 '-" ,.,, 11.05 ,.,. U2 ... DitMMions RltH![Mmf,ta Prn!iureRliing Rl~Dianw,~ PNtO SiH3 PN10 EMU FAOS.52Wwith Molot"Ttl--U16KEJc EMUFAOl-52WwithMotorT17~6Ku; REV OATEISSUW 11/25/20 5-3 PERMANENT SEEDINGSCALE: NTSPSSPECIESSEEDING RATE/ACRENORTHCENTRALSOUTHSEEDING DATESBAHIAGRASS, PENSACOLA40 LBS--MAR 1-JULY 1FEB 1-NOV 1BERMUDAGRASS, COMMON10 LBSAPR 1-JULY 1MAR 15-JULY 15 MAY 1-JULY 15BAHIAGRASS, PENSACOLA30 LBS--MAR 1-JULY 1MAR 1-JULY 15BERMUDAGRASS, COMMON5 LBSBERMUDAGRASS, HYBRID (LAWN TYPES) SOLID SODANYTIMEANYTIMEANYTIMEBERMUDAGRASS, HYBRID (LAWN TYPES) SPRIGS 1/SQ FT MAR 1-AUG 1MAR 1-AUG 1FEB 15-SEPT 1FESCUE, TALL40-50 LBSSEPT 1-NOV 1SEPT 1-NOV 1--SERICEA40-60 LBSMAR 15-JULY15 MAR 1-JULY 15 FEB 15-JULY 15LIME RATE:1 TON PER ACRE ON LIGHT-TEXTURED, SANDY SOILS (IF THE COVER WILL BE TALL FESCUE AND CLOVER USE 2 TONS/ACRE.)2 TONS PER ACRE ON HEAVY-TEXTURED, CLAYEY SOILSFERTILIZER RATE:GRASSES ALONE: 400 LB/ACRE OF 8-24-24WHEN VEGETATION HAS EMERGED TO A STAND AND IS GROWING, FERTILIZE WITH 30 TO 40 LBS/ACRE OF 28-0-0MULCH RATE:PER MULCHING DETAILSERICEA & COMMON BERMUDAGRASS40-60 LBSMAR 15-JULY15 MAR 1-JULY 15 FEB 15-JULY 1510 LBSGRASS-LEGUME MIXTURES: 800 TO 1200 LB/ACRE OF 5-10-10 OR THE EQUIVALENTLEGUMES ALONE: 800 TO 1200 LB/ACRE OF 0-10-10 OR THE EQUIVALENTTEMPORARY SEEDINGSCALE: NTSTSSPECIESSEEDING RATE/ACRENORTHCENTRALSOUTHSEEDING DATESMILLET, BROWNTOP OR GERMAN 40 LBSMAY 1-AUG 1APR 1-AUG 15APR 1-AUG 15RYE3 BUSEPT 1-NOV 15 SEPT 15-NOV 15 SEPT 15-NOV 15RYEGRASS30 LBSAUG 1-SEPT 15 SEPT 1-OCT 15 SEPT 1-OCT15SORGHUM-SUDAN HYBRIDS40 LBSMAY 1-AUG 1APR 15-AUG 1APR 1-AUG 15SUDANGRASS40 LBSMAY 1-AUG 1APR 1-AUG 1APR 1-AUG 15WHEAT3 BUSEPT 1-NOV 1SEPT 15-NOV 15 SEPT 15-NOV15COMMON BERMUDAGRASS10 LBSAPR 1-JULY 1MAR 15-JULY 15 MAR 1-JULY 15CRIMSON CLOVER10 LBSSEPT 1-NOV 1SEPT 1-NOV 1SEPT 1-NOV 1LIME RATE:1 TON PER ACRE ON COARSE TEXTURED SOILS3 TONS PER ACRE ON FINE TEXTURED SOILSFERTILIZER RATE:APPLY 8-24-24 FERTILIZER PER MANUFACTURER'S RECOMMENDATIONSWHEN VEGETATION HAS EMERGED TO A STAND AND IS GROWING, FERTILIZE WITH 30 TO 40 LBS/ACRE OF 28-0-0MULCH RATE:PER MULCHING DETAILMULCHINGSCALE: NTSMUMATERIALRATE PER ACRE &NOTESSTRAW WITH SEED1 1/2 - 2 TONSSPREAD BY HAND OR MACHINE; ANCHOR WHEN(70 LBS-90 LBS)SUBJECT TO BLOWINGSTRAW ALONE (NO SEED)2 1/2 - 3 TONS(115 LBS-160 LBS)WOOD CHIPS5-6 TONS(225 LBS-270 LBS)TREAT WITH 12 LBS NITROGEN/TONBARK35 CUBIC YARDS(0.8 CUBIC YARDS)CAN APPLY WITH MULCH BLOWERPINE STRAW1-2 TONS(45 LBS-90 LBS)(PER 1000 SF)SPREAD BY HAND OR MACHINE; ANCHOR WHENSUBJECT TO BLOWINGSPREAD BY HAND OR MACHINE; WILL NOT BLOW LIKESTRAWPEANUT HULLS10-20 TONS(450 LBS-900 LBS)WILL WASH OFF SLOPES. TREAT WITH 12 LBSNITROGEN/TONUNDISTURBED GROUNDLENGTH - 5' MIN. SPACED 10' MAX O.C.44" TYPE "A" GEOTEXTILE FABRICCONFORMING TO AASHTO M288DISTURBED NOTE:OVERLAP JOINTS IN FABRICAT POST TO PREVENT LEAKAGEOF SILT AT SEAM.COMPACTED BACKFILLFLOWSCALE: NTSSILT BARRIER TYPE "A"STEEL "T" POST 1.3LB/FT MIN.TRENCHFABRICFRONT VIEWSIDE VIEWSBSILT FENCE ROLL 1ROLL JOINT FOR JOINING TWO SILT FENCE SECTIONSSTEEL POSTGROUND(WOVEN WIRE FENCE BACKING)10' MAX. OC6"32"36" MIN.24" MIN.32"6"6"24" MIN.W/ WIRE BACKSILT FENCE ROLL 2POSTS (ONE POST APPLICABLE FOR TYPES A & B FENCE)ROLL THE ENDS OF EACH SECTION OF FENCE ONEOR MORE TIMES BEFORE INSTALLING THE POSTSRKnow what'sbelow.before you dig.Call4'4'2'WOOD STAKESTAKE WITHIN 2' OFTHE END OF WATTLE8" STRAW WATTLEEMBEDDED IN A2'CROSS SECTIONSCALE: NTSWATTLE INSTALLATION DETAIL2" DEEP TRENCH8" STRAW WATTLEEMBEDDED IN A2" DEEP TRENCHSHEETD6SEALAFFIXREVISIONDATEPLANSCALE: NTS3. FRAME TO BE WRAPPED WITH WIRE BACKED SILT FENCEFABRIC DROP INLET PROTECTIONSIDE VIEW & NAILED TO THE FRAME @ 6" O.C.1. THE SEDIMENT BOX TO BE MADE OF 2"X4" P.T. BOARDS 2. THE MAX. POST SPACING IS 2'.2"X4" P.T. POSTS TYP.COMPACTED GRADEBRACINGINLET2"X2" P.T. CROSSFIPTYPE"A" SILT FENCEINSTALLED SECURELYAGAINST THE EXTERIORSURFACE OF THE INLETW/ WIRE BACKINGTYPE"A" SILT FENCEW/ WIRE BACKINGINLET2' MAX.TYPE"A" SILT FENCEW/ WIRE BACKING12"12" MIN.30" MAX.FABRIC BURIED 12"W/ COMPACTED EARTH FILL2"X4" P.T. POSTS TYP.INSTALLED SECURELYAGAINST THE EXTERIORSURFACE OF THE INLETJDLDRAWN:DATE:SCALE:JOB No.:N.T.S.CONSTRUCTION DETAILS(EROSION CONTROL DETAILS)Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-65662020079105/19/21Fairhope DownsFairhope, Alabama 365320---0---0---\ \ "· .. 7 r 0---0--- RKnow what'sbelow.before you dig.CallSHEETD7SEALAFFIXREVISIONDATE50' MIN.ALABAMA HIGHWAY DEPARTMENTCOARSE AGGREGATE GRADATION NO. 1NON-WOVEN CLASS IVHARD SURFACEPUBLIC ROAD12" MIN.20' MIN.SCALE: NTSCONSTRUCTION EXIT PADCEPREPAIR ASNEEDEDGEOTEXTILE UNDERLINERSCALE: NTSSECTION B-BCURB INLET PROTECTIONPAVEMENTGUTTERFLOWFLOWCATCH BASIN9" DIAMETER WATTLE PLACED TO ALLOWCATCH BASINOVERFLOW OF LARGER STORM EVENTSBFLOWCURBINGPAVEMENTBCIPPLACE SANDBAG BETWEEN THETHROAT AND THE WATTLE TOPROVIDE AN OVERFLOW POINTPLACE SANDBAG OVERWATTLE TO PREVENT MOVEMENTPLACE SANDBAG OVERWATTLE TO PREVENT MOVEMENTJDLDRAWN:DATE:SCALE:JOB No.:N.T.S.CONSTRUCTION DETAILS(EROSION CONTROL DETAILS)25' MIN.16'16'10'x10'MINIMUMINSTALL SILTFENCEVEHICLE PADGRAVEL 6" THICK3:13:13:13:1131310'1'INSTALL SILTFENCEVEHICLE PADGRAVEL2%6"INSTALL SIGNSECTION VIEW10 MIL PLASTICLINING SECUREDWITH SANDBAGSAROUND THEPERIMETER10 MIL PLASTIC LININGSECURED WITH SANDBAGSAROUND THE PERIMETERSCALE: NTSCONCRETE WASHOUT DETAILCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-65662020079105/19/21Fairhope DownsFairhope, Alabama 36532i 0 0---0----,7>;:y>:.-») .L " ,'T SHEETSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'501020GRAPHIC SCALEHORIZONTAL SCALE: 1" = 10'Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566XS120200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532CROSS SECTIONS(LONGMEADOW LANE),--,------,----,----,--,----,----,---,---,,-,----,----,--,---,----,----,--,--,---,----,----,---,-,---,----,--,---,--,,,, ,oo.o 100.0 . r -t--1 97.5 T -o• 51"1--11++-+-+-+--+----j-t-t-t-+-+-+-++-+-+-+--+----i----ir-t-t-t-t-+--t---t---t 97.5 95.0 95.0 92.5 92.5 90.0 90.0 q ~ ..... ~ 87.5 '1 ,q-~ 87.5 85.0 +-+-+--+--+-+-+--t :le;'-· -+-+--+--+--+--+1-H~r-r-i !•·--+----t----t--+---t-tK"--+--+C---C---+-+-+---+ 85.0 82.5 I I I 82.5 80•0 -2.0% I I -2.0% I 80•0 77.5 77.5 75.0 75.0 72.5 72.5 70.0 70.0 67.5 67.5 65.0 65.0 -40 -30 -20 -10 10 20 30 40 100.0T---,r_---,_-r1-,--,---,----,----,---,-,-,-,-,--,-,,-,--,---,-,---,---,----,,,,,-,,,,100.o 97.5t-t-+1tt1vA,A-t1-J--J-+-+-+-+--J--Jf-l-l-l-+-+-+++-+-+-+-+-+-f-f-j-t-+-++--+97.5 95.0 95.0 s2.s +-+-+-+-+-+-+-+-+--+----j-f-j-j-+-+-+-++-+-+-+--+----ir-r-f-t-t-t--t--t---t---t s2.s 90.0 90.0 87.5 I'.::-o N-o 87.5 ~~ ;~ re~ 85.0 85.0 a2.s +-+--l---l---l---l--+-+~,,ft:;l\~H--,f-f-+-+-W't-+--l"i::>f4l--+-+-t-t--,--<OI 4~ ~1J--1---1---1--+--1--1---1 a2.s 80.0 80.0 77.5 -2.0% -2.0% +--I--IJ.--l--+-+-+--l--,-f-177.5 75.0 75.0 12.s I 12.s = I = = I = 65.0 65.0 -40 -30 -20 -10 10 20 30 40 100.0T---, r_--,_-rl--,--,---,----,---,--,-,-,----,---,---,-,-,-,---,---,-,--,-,-,,,r,-,,,,100.0 =111-1 = 95.0 95.0 92.5 92.5 90.0 90.0 87.5 g ~ ~ 87.5 85.0 'S. 85.0 ~ .. ::,: a2.s 1rl O m m a2.s = I = ;::: ,-+--t--t-_33,'?,°io ______ I___ I -2.0% -2.0% ;::: 12.s I 72.5 = I = = I = 65.0 65.0 -40 -30 -20 -10 10 20 30 40 100.0,-,,--,-,,,-,-,-,,-,,,,-,,,,,,,-;-,r,,,T-,,,, 100.o =r~~l = -1-,-1 = 92.5 92.5 90.0 90.0 87.5 87.5 ! 0~ 85.o re a;>~ :;~ :;lq g~ 85.o 82.5 +-+-+-+--+--+--+ILi ~e-t-'tI: (t LL~' -f-f-t-+-+---1---1-ft ~,...+--+--+--+82.5 80.0 l ufL....-1--1-0 iii-1--L....-t i-ow 80.0 = I I = 75.0 +-+-+-+--+-.:?,?,.?.0(0 -2.0% I-I--2.0% -6.3~ 9.3%-+-+-t--l 75.0 = I I = = I = = I = 65.0 65.0 -40 -30 -20 -10 10 20 30 40 =r~-1 = 90.0 ~.-'=¼ 1==l-,= -.,1'-+--+-+--l---l__j-f-J--l--l--+-+-++-+-+-+--+----jf-f-t-t-+-+-+-+-+-+-t-90_0 87.5 87.5 85.0 ~ .. ,~.. s g ~ g :); 85.0 = t = ··wlf-1-~+-+-+-~ il--i l 0 80.0 4-+--+--+-+-•p III ijj+-1-0 iii O a> 80. 77.5 •-+-+-+-+-+ _j__j_f-J--+-+--U=l--++-+-+-+--++l-f-1-1-+-+--+I-++-+-+-+--+ 77.5 75.0 •-+-+-+-+-+_?,?,-?,o~-+--l--,f-f-+--H-_+_-: .. ~-0%+--l--+:?:-,0%+_-__ +_➔+--t--,-t-t-t-~33_~~--75.0 72_5J--l--l-+-l=#~"'l'""f=t=i~l""1se~~~~~~~a~M1=J='j='jl=t=='i=t-t-++--t72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 92.5 r t+-h 92.5 90.0 -1-'1=l'= -icc-=1='1'-l--l---l---l__j_f-J--1-+-+-+-++-+-+-+--+--+f-f-t-l-+-+-+-+-+-+-+-+ 90.0 87.5 87.5 85.Q ~N "<t ct'? O~ M 85.0 82.5 +-+--1--1---l-_;;~,i,li'l-+-+--+--+---l---ml'I ~L_L_L._~ ~-_L_ ~ ~,-e-+-+-+-+-111~•'-. f-l-+-+-+--l 82.5 80.0 +--+--+--+-+-~''i",4-t-+-+--+--+-t ~1--L....-~~ ~ -1--~ ~ C wt-+-+-+-+-+ 80.0 77.5 77.5 75.o .?,?.-?,~lo -2.Q~4 ------2.0% ---~3.3¾..__ 75.o 72.5 I • I 72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 92.5j-i-+,rf---+-Hi~-,flh++-+-++++-+-t-H-+-t-++++-+-t-H-+-t-t-+-++-+-H 92.5 9o.o I 1-I 9o.o 87.5 87.5 85.o +-+-+-+-+-+mo-l:l--l-+-f-l-l-+-,ai-+-l---krt--+-+-,!-+f-f-t-1-1--i,::;;;~. -+--it-t-H 85.o 82.5 i.ri1N ~•;3 ; 82.5 80.0 +--+--+----t--+-tt:--'·, ~--l--,-f-+-+-£1c,1---+--+~· ·1 > ~ ~ ~w· ·+-+-+-+-+--+ 80.0 Ow ~ !5~ [ij 77.5 77.5 75.0 -~-?,~" '1,?,.?,o/o 75.0 72.5 _-,2:_.Q%. -__ .=2Jl¾._ -==-72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 92.5 -+---t-n e2.5 90.o ~-=l=i==ic1==! v'=-J+-+-+-+-+-+++++++++-+-+-+-+-++-+-+-+-+-+-+-+-+-~ 90.o 87.5 l--l---l--l---l-+-+-+-+-+f--f-l-1-+-+-+-l-+-+-+-+-+-+-t-1-1-t-+-+++-I 87.5 85.0 85.0 +-+--+--+--+--r<"l:L_j--j-f-1-~-Bt;'l-++'?oleO+-+--tl.t::f----if-t-r-t-t--tl:,!;lf. 'l~----iC-C-f-t--+ 82.5 r. or:-: ~;! 82.5 80.0 +-+--+--+-+-+IH~-+-+--+f--t-0cl :1--+-+,.c-l,~i/;~-l--+-hr.l '"l:-f-+-+-+-+-➔~J'l--+-+--+--+-+ ao.o 77.5 Ow 77.5 75.0 75.0 72.5 33•30,, -2.0.%. ..2.0: ~.?,O/o 72.5 70.0 70.0 ITT.5 ITT.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 _c--'-n 92.5 I 5.,C()•1A-~Jl--l---l--l--l--+-+-l--+-+-+-+-+-+-+-+-+-+-+-+-+-+-+-+--+--+--+--+--+--I 92.5 90.0 90.0 87.5 87.5 85.0 ~ ;:j=i O tq :'::! ~ 85.0 82.5 82.5 80.0-l---l--+---l--+-•'ltil---l--l-f-l-+---!o;> ;L__L._~ :_ -1--~ ~'-C---+-+-+-+-+:1± w-+-+-+-+--'-80.o 77.5 Is ~ ~I~ tt~ oi:l 77.5 75.0 75.0 72.5+-+-+-+--J.---·133•3.%. __ ------· ---:---, +-4,Q-%1--1---2:G%-J,"lo 72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 r--, = 92.5 I v Iv> I 90.0 90.0 87.5 t-+-+-+-++-+-+-+--+----j-f-j-j-+-+-+++-+-+-+--+----i--,-r-t-t-t--t--t--t---t B7.5 85.0 :l!~ -ill ~ 85.0 82.5 -82.5 80.0 -'--'--+--+-+-,u: 14w· ·,+-t--l---l---l--+-+'J,~,1--1---1-:;.;.1 ~-L-L_ :; ~1--1-+-+-+--+-_,_ 80.0 ~ t ~ ft~ ft~ ~ 77.5 77.5 75.0 j 75.0 72.5 --33·1%.__ 1 4:8%-b.-.-. b-.... -2:-0%-' -•. ----1,'1,..?,o/o --+--+-+--+--+ 72.5 70.o I 70.o 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 r~~l = 92.5 I V 1v, I 90.0 90.0 87.5 t-+-+-+-++-+-+-+--+----j-f-j-j-+-+-+++-+-+-+--+----i--,-r-t-t-t--t--t--t---t 67.5 85.0 t~ 00 co ~ 85.0 ::.:: .... : .... : .... ::::-,,,j,,11,~,_::-::.:--~t--~t---=,-t-_-::.:-=•~,_-.-, g e---1--1-~ ~H--+-h;;". ~":--+--+-t--t--+-+-: ::: 77.5 ~I~ ltt ~ ft~ ft~ ~ 77.5 "I 75.0 75.0 72.5 -!3 . .J-% --------,---~ --... -2:a% ~ I= '=i:0%_-_._.._,_r l ___ +_-__ c!c,--+--+--+-'tl,?,O/o 72.5 7o.o I 1 7o.o 67.5 I 67.5 65.o I 65.o 62.5 I 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 _r7~7 = oo.o -l--=t l=;-'=;v.,1-l--+-l--+--l--,-f-l-+-+-+--l---l--+-+-+-+-+--1--,t-t-+-+-+-+--+--+--+-t-90.o 87.5 87.5 85~ ~~ g 850 82.5.,_+-+--+--+-~ ~ ~ _L_L.._§~-l---L--1-g-_ ~r:,.--+-,-C---+-+-+-,i;'J'_.' ~+-+--+--+--+82.5 80.0 +--+--+--+----t-,rt>:·-+-+-+--t--t-+--,"l1ca---+--+~ll',;-f.-+--l"'l"-+--+--+--+-+-+-u,i1crrt--+-t--+-t-80.0 77.5 .1-t-t--l---l-tt_Ql•'"JLl--l--t--i--l----jf-"!ei •• l*-+-+-l""!J. i;;;:;...f-f-!e,JLL ~:~C-C---+-+--l-+--'Fl'ai..._-+-+-+--+77.5 O ow 0~ 92.5!-l-./-1r-ti,oo-+1+++-+-+-+-+-+-t-t-t-t-+-+++-+-+-t--t--i---it-t-t-t--t--t--t92.5 90.0 90.0 87.5 87.5 85.0 85.0 ~ ~ ~~ 82.5 r:-:-iit. l=!ci ~6 ~~ Nl'.;j 82.5 80.0 +--1---+--+-hc:ll--+-+-+-+-+--+--;,!~,.1 :,"-· .t-t-+-c~.s,-++-!oil'f-, -+-+-t--t----ir-Hlf:'·1,rc;:,-+-+-+--t-80.0 77_5.,_+-+--+--+o ~-l--+--J----jf-f-l-1t-1U/l---1-+lt ~-L....--it,,~,_· -+-+-+-+_,_,----j,,o,,,w,,_+-+--t--+77.5 ()[Il Ow Ow 75.0 75.0 72.5 _ _,.,3a,.a%-_ --I --·::z:0%" ------·:2]J%"--~---___ I ___ ---·------~"_1,/•J ,cJ-+-+-+-➔72.5 = I I = 67.5 67.5 ~ I ~ = I = 60.0 60.0 ~ ~ ~ ~ 10 m 90 ~ r~~, = 92.5 I 'IV' I 90.0 90.0 e7.5 t-+-+-+-++-+-+-+--+--+----j-f-j-+-+-+-+-+++-+-+--+----i-r-f-t-t-t--t--t--t87.5 85.0 85.0 82.5 -~ ffi F a2.5 aa.o+-+-+-+-1,C:~·•*-+-+-+__,-t-+-·t ~-L_-~ ~---~·~-C---+-+--1-+-+,i i-+-+-+-+80.0 77.5 ~ m O ijj m 77.5 75.0 75.0 72•5 a,,,..,, ____ -----2.0% ----1-2.0% -·-·-----1 -;-----I-'>.,,.,.. 72.5 70.0 70.0 = I I = 65.0 ' I I 1 65.0 62.5 62.5 60.0 60.0 ~ ~ a ~ 10 m 90 ~ SHEETSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'501020GRAPHIC SCALEHORIZONTAL SCALE: 1" = 10'Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566XS220200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532CROSS SECTIONS(LONGMEADOW LANE)92.5 r--=--t--l 92.5 9o.o+--"'11""1-,=-·F"l'-+-+-+--+--+--+e-l-+-+-+-+-++'-+-+-+-+--+--+-e-+-+-+-+-+++'-+-+9o.o 87.5 87.5 85.0 85.0 82.5 F~ ;1j otcl 82.5 80.0➔--+--+--+-+-•10:,>+---+--+--+--+f-f-+--i.,:1 ~--~ ~-t---~,---,t-t-+-+-+--+--+--+-+-+--+->80.0 77.5+-+-+-+-""· ult-+--+--+---t--+-+-~lw--i-----J.1-w-i--------~ 77.5 75.0 ~ul ~u:l W 75.0 ;:.: <-+-+--+--H-i,..,,,.r ___ ---, ------r----r ---2.0% -------2.0% -~ --1--------------,,;,,~ ::.: 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 4 ~ ~ ~ w m ~ • 92.5 r--=--i-": 7 92.5 90.o +-'=I 1""1-,= --F'l'-+-+-+--+--+--+e-l-+-+-+-+-+++-+-+-+--+--+-e-+-+-+-+-+++'-+-+90.o 87.5 87.5 85.0 85.0 82.5 ~ 0 82.5 80.0+--+--+--+-:.,·. +-+-+-+--+--+-+---i::,-:i,:a-: --+--+-:8-1 ~,-+-+---l'el"',.,-.·,--+--+---++-+-+-+-+--+--+-+-+ao.o 77.5 ~hiaJ'it--t--t-:s~··116i;,--t----t----tiilaJirr--t--t---t----t----t---t--t--t---i-t-t-t77.5 = I = 12.5 3J-3%-_______________ ---~ ____ 2_o%r--___ :.2~o%--_ -r---~---_________ -~~.:J:.-12.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 4 ~ ~ ~ w m ~ • -t-7 92.5 -9-0,--1 -11--t--+-+----t---+--+--+-t-+-+-+--+--+---t---t--+----t-----t---+--+--+f-t-t-+-+--+--+---t----t 92.5 90.0 ~-==1==1==1='--1---+-+--+--+--+--+--++-+-+-+-+--+--+-+-+-+--+--+---++-+-+-+-+--+--+-+-+ 90.0 87.5 87.5 85.0 85.0 vS 82.5 00 ,..: ~ ~ ~, 82.5 80.0 ~ rt:,,,_+-+-+--+--+--+--~ --r-~"~,-· +-+---t'cr~:---,t-t-+-+-+--+---+sr,;-----i-----t-----t--t-80.0 77.5 tf: ~ E1w1---+--+--tH··i..>,-t--+--#•l>ii>·:--➔--+-f-t-t-t--l<:::91_·"'"l--+_f-t-t77.5 75.0 ~ ~ irl ~ 75.0 72.5 _ _fa.a..%----__ _ __________ L _ ---2:o%j ______ :2:rr%"-_ { ·----~---___ 1 ______ ~?,J!J" 72.5 70.0 70.0 = I = 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 4 ~ ~ ~ w m ~ • 90.0 T--r ,-----r_----;h-,-,---,---,--,--,-----,---,---,---,----,-----,-,-r-;-r---.---.---.----.---.---.---.------,----,-,, 90.0 =~-I = ~ •o = = 80.0 ,-+--+--+--+-~ :,·•·;~: +-+--+--+--+--+--lt--~H:--,1s;~1-+-+-+--+-_,,,,~_ .. • --+-f-1--+-+ 80.0 77.5 c· w } 0 w W 77.5 = •o 72.5 _?,?,.?J"i? -2.0% -2.0% ~3-~~--72.5 :~.: I I ;;: -•o = = 60.0 60.0 = = 55.0 55.0 4 ~ ~ ~ w m w • 90.0 T-; ,_-,_-,h-,-,-,---,-,-,--,---,----,---,---,---,--,-,-,-,---,-,--,---,----,----,---,---,-,-,, 90.0 = ·-1 = ~ •o 82.5 ?.q -; 0 d 82.5 80.0 4-+--+--+--,g/rs0c+-+--+--+--+--+-+---f•l'-'<---+--+~6, ~--1-~l'i~--+l-+-+-+--+--+-·~"1wi11•.,~. +-+-+-+--I-80.0 I'.> •·cfi ftti'.i ~~ ~l[u ;::: Q m v W O ~ C W :::: 72.5 _?,'?J,?,"/o I -2.0% t--t---2.0% --·---•------.~33.a% 72.5 = I I = = = -•o = = 60.0 60.0 = = 55.0 55.0 4 ~ a ~ w m w • 90.0 r-T._-,_-,h-,-,-,---,-,-,--,---,----,---,---,---,--,-,-,-,---,-,--,---,----,----,---,---,-,-,, 90.0 87.5 -1-5(--jl-+--+--+--+-+--+--+--+-f-l-+-+-+--+--+--+--+-+-+--+--+--+-l-+-+-+-+--+--+87.5 ~ •o ::.: ~ ~ ~ ~ ~ ~ ~~-'q ::: LLGj u.:(t ft:a'.i : 77.5 t-+-+--+--+-+-+--+--+--t--+f-f-lf;lc,.,tt---+--+-o~laJl-+-+--tl'slm~--+--+f-+-+-+-+-+ l"lcj-+-+--t--t77.5 75.0 -l-+--+--+--+--+-+--+--+--+--+f-l-H-+-+--+--1--+--+-+-l+--+--+--+-f-+-+-+ l--+-+--+--+75.0 72.5 _?,'3'],"/o -2.0%t--t---2.0% -aa.3%1-+-+-+--+72.5 70.0 __ ---~-------_ _L I 70.0 = = -•o = = 60.0 60.0 = = 55.0 55.0 4 ~ a ~ w m w • 92.5 -i-tt 1!'1--1,1-!'ifl _n--t-r--t-+--t--t---t---t----t--+--+---t---+--+----1r--r--+--t--t--t---t----t----t--+--+---t-----t--+-r-t92.5 9o.o -.--.--.-----.---.---.---.---.---.---,-r-.----.----.--,---.-----.----.---.---,----.---.---,----,r----.----.--,---.----.-----.---.-.-90.o 9o.o ,-i-9o.o 81.5 r ::-":" 7 81.5 87.5 87.5 85_01--'c,t,i--=lc,=t ~·,,.l+-+-+-+-+-+--+--+--+--++-+-+-+-+--+-+-+-+-+--+--+---++-+-+-+-+--+-485_0 85.0 1-+--+--+--+--+-----t---+--+--+--+-+-+-+-+--+--+--+--+--+--+--+--+-t-f-t-+-+-+--+--+--+----t85.0 82.5 t--t--t---t---t----t----t--+--+--+----t--+f-~t-t-+-,,tm---t---t--+=::!.l'----t---t--+--+-f-t-t--t--t--t---t---t82.5 a2.5 82.5 80.0 e> o ~ ~ o 80.o 80.0 ~ g ~ g ;; 0) 80.0 77.5 +-+-+--+--+--+--+-+-+--+-t--+f-,~ ~ OU: ~ ~ 77.5 rl~"j··=--~~1~-t--I~ ow ... UJ 77.51-+--+--+--+--?Slrm-t---+--+--+--+-t-Q w' f"7s m-+--+~-llaj,,_+-+-+--t--t--+-el;ii-t--t----4-f----+77.5 75.0 j 75.0 75.0 75.0 72.5 72.5 72.5 72.5 70.0 ~-?,•/n -2.0% -2.0% ~aa.3% 70.0 -33'-~-----. ----, ---~--L ---..-2:e-%;------·2:0% . .L -~~•/o --10.0 I I 10.0 67_5 67_5 67.5 67.5 65.0 65.0 65.0 65.0 62.5 62.5 62.5 62.5 60.0 60.0 60.0 60.0 57.5 57.5 57.5 -1-+--+--+--+--+-+-+--+--+--+-1-+-+-+--+--+--+--+--+-+--+--+--+-t-1-+-+-+--+--+--+---➔-57.5 55_0 +-+-+--+--t--+-<---+--t--+---++-+-+-+-+--+--+--+-<---t--+--+--+--++-+-+-+-+-+--+--+-+55_0 55.0 +-+--+--+--+---+--+--+--+--+--+>-f-+-+--+--+--+--+---+---+--+-.--+--+--+f-t-.--+-+--+--+---+--+ 55.0 -40 -30 -20 -10 10 20 30 40 -40 -30 -20 -10 10 20 30 40 90 0 r:===--r-.---,---,---,--,-,-,--,---,-,-,--,--,---,---,---,--,-,-,-,--,---,-,--,--,, 90.0 a;_s r~n 87.s 85.o +-'=F,~=i==I'-·=-+ 1++-+-H-+-+-+-+-+-H-+-+-+-+-+-H---+-+-++-+-H---+-f85.o 82.5 ~•-• ,--t--+-f-t-t-ic ~i'l";;et. ----t--+--:cgtli'::;t-. t-t--t-8:-_ "';;--+----1f-f-t-t-fir9---t----t----t--+---t82.5 80.0 -t-+-+--+--+--+-•1,-.--+--+--+--+-t-Wl'+-+--+-ol~!-+--lcils;-+-+-+-+-+--l'"kf--+---++-+-+ 80.0 u: W [I;'( u: cf; u.:I~ ft 77.5 oW o Q1w oul 77.5 75.0 75.0 72.5 __ _,.:J,_?J-?,"/o __ ---~---.---l -. __ -2.0%.,._ _ __ .:2.0.%..-__ J_ ,-------.---~-----~'30/a __ 72.5 70.0 70.0 = I = 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 4 ~ a ~ w m w • =1-,-J = 90.o ~=F=F=F+-+-+--+--+--+---++-+-+-+-+--+--+-+-+--+--+--+--+f---++-+-+-+-+--+-+-+90_0 87.5 87.5 85.0 85.0 82.5 82.5 80.0-j--j---t---t---,,,.'l--+--t--+--+-f-t-:8 ~-1--0 r--~ 80.0 77.5 re1~ ¥ ~ ~ ~ re~ 11.s 75.0l-+-+--+---l",-~IS>--+-+-+--+--+--+-l~lii~it--t-+,il:91 •• ,a--f-t--til±~· iil--t---t---t--+-+-+oftlii~H--+-f-t-t75.0 72.5 j 72.5 10.0 -t--+--+--+---+-:_3?,.?J0/0 -2.0¾ - --2.0% ~aa.3%-+--+-+-+-e10.o 67.5 _ ... ----I I 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 ='-~~ = 90.o +-=; 1·""1-,= ~·Fl'-+-+-+-+--+--+-e-+-+-+-+-+++-+-+-+--+--+--+e-l-+-+-+-+-+++-+90_0 87.5 87.5 85.0 85.0 82.5 82.5 80.Q ~t-+--+-+--+---l---8k-.. ~-l-§l~ ~N !f 80.0 ;::: l-+-+-+-+-l:a,:11"J~w· .t-+-+--t---t---t--,~~-ll"i>t-t-+ltl~>I-. +-+--li~±I· • f'l~---1-l-+-+-+--l'~\·I ;;J-++-+-+--+:::: Oirl ow ou1 72.5 72.5 = -~-·---~ = 67.5 ._.... -------2•0½ -_.::iJl.%.. 67.5 6s.o I I 6s.o 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 I I I I SHEETSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'501020GRAPHIC SCALEHORIZONTAL SCALE: 1" = 10'Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566XS320200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532CROSS SECTIONS(FIELD POINT DRIVE)100.0 ,-r-;,_--ir_---,,,---,--,---,--,-,-,-,-,--,-,---,---,---,--,-,---,---,--,-,-,-,-,-,--,-,---,--,---, 97.5 t-H1ttafl--t1++-+-+--t---t---t-l-l-t-t-+-+-++-+-+--+--+---t---tl-l-t-t-+-+-++-f 95.o 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+--+--+--+--+--+--+--+--+--+---t-f-+-+-+-+--+--+--+--+---+--+--+---t---tf-f-+-+-+--+--+--+-----1-62.5 t-+--+--+--+--+--+--+--+---+---t-f-t-+-+-+--+--+--+--+--+--+--+---t---tf-1--+-+-+--+--+--+-----t 60.0 +--+--+--+--+--+--+--+---t----,f-+-+-+-+--+--+--+--+--+--+--+--+---t+-1--t-+-+--+-+--+--+--+-+ 100.0 97.5 95.0 92.5 90.0 87.5 85.0 82.5 80.0 77.5 75.0 72.5 70.0 67.5 65.0 62.5 60.0 -40 -30 -20 -10 10 20 30 40 100.0 r'-97.5 -n l I v, J 95.0 92.5 90.0 87.5 85.0 82.5 80.0 77.5 75.0 ---l---lf-f-~-~o~rn-+--+---+-f-l-+--~~11,~,~++0~1~ ~ I w I-I-i---t---t-f-t-t--,'F'-1-+--+--+-+-+ I -2.0% i---t---2.0% 72.5 70.0 -l----l----l----l-+----l-----1----l---l-f-~+=+=+=++++=+=+:::'::+===i=----l-f-l-l--l---l----l----l----l-+----l-67.5 +--+-+--+--+--+--+--+--+--+---t-f-+-+-+-+--+--+--+--+---+--+--+--+---tf-l--+-+-+-+--+--+-----1-65.0 •-+--+--+--+--+--+--+--+---+---t-f-t-+-+-+--+--+--+--+--+--+--+---t---tf-l--+-+-+--+--+--+--1-62.5 t-+--+--+--+--+--+--+--+---+---t-+-t-+-+--+--+--+--+--+--+--+--+---t---t+-1--+-+-+--+--+--+-----t 60.0 +--+--+--+--+--+--+--+---+----,f-+-+-+-+-+--+--+--+--+--+--+---+---t+-I--+-+-+--+-+--+--+--+--+ 100.0 97.5 95.0 92.5 90.0 87.5 85.0 82.5 80.0 77.5 75.0 72.5 70.0 67.5 65.0 62.5 60.0 -40 -30 -20 -10 10 20 30 40 100.0 r'--:-97.5 -n I -_, I 95.0 92.5 90.0 87.5 85.0 or:-: N_ 82.5 80.0 77.5 75.0 I I -2.0% -2.0% 72.5 70.0 67.5 +--+-+--+--+--+--+--+--+--+---t-l--+-+-+-+-+--+--+--+---+--+--+---+---tf-l--+-+-+-+--+--+--1-65.0 t-+--+--+--+--+--+--+--+---+---t-+-t-+-+--+--+--+--+--+--+--+--+---t---t+-1--+-+-+--+--+--+-----t 62.5 t-+-+-+--+--+-+-+-+--+---t-f-l-t-+-+-c+--+--+--+-+-+--+---t---tf-f-t-t-+-+-+--+---+ 60.0 +--+--+--+--+--+--+---t---+----,f-l--+-+-+-+--+--+--+--+--+--+---+---t+-l--1--+-+--+--+--+--+--+--+ 100.0 97.5 95.0 92.5 90.0 87.5 85.0 82.5 80.0 77.5 75.0 72.5 70.0 67.5 65.0 62.5 60.0 -40 -30 -20 -10 10 20 30 40 100.0 97.5 r+--::-:n I ,--I 95.0 92.5 90.0 87.5 00 85.0 82.5 ·> lrn 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'i'!,..,.3010 75.0 = I = 87.5 87.5 85.0 M 1\-.. 85.0 82.5 ~ ~ 0~ gi~ 82.5 80.o+-+-+--+---+goa~,·--+--+--+--+--+--+----!~ ~i---r-: ~--i---: ;--+-f-+-+-+-+---H* ~--+--+--+-+80.0 77.5 77.5 75.0 75.0 72.5 -3.'.t..:i'!. ---------------~ --:2.0¾" ..::: := -:2.□%----------------------"""3l~~ 72.5 70.0 70.0 70.0 70.0 67.5 67.5 67.5 67.5 65.0 65.0 65.0 65.0 62.5 62.5 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 60.0 60.0 -40 -30 -20 -10 10 20 30 40 10907.0,5 r-:-:-i-": 100.0 1-•-1 = 95.o !-='1==!==1='++-+-+--+--+--+-e----e----+-+-+-+-+-+-+-+-+--+--+--+-e----+-+-+-+-++--l 95.o 92.5 92.5 90.0 90.0 87.5 87.5 = ~ ~ ~ ::.:➔--+--+--+--+; IS~t-· -+--+-+---+--+--+--+il:c1.I ~,t-+-+-•h-+--+--H; ;---+f-t-+-+-+--+--+-'~ ::.: 77.5 77.5 75.0 75.0 72.5 33...i.%----------------~ ~ -2.0% -·--2.0% ~-----------------?,~"J.o 72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 100.0 ,---,-,--,---,---,--,--,------,,----,-----,-,----,--,----,------,-----,---,-,----,--,---,-,-,-----,--,-,---,----,---,--,--,100.o 97.5 r-i------1 97.5 u ;u, 95.0 +-=FF=F--+--+-+-+--+--+----t-f-t-t-+-+-+--+--+-+-+-+---l---l----t-f-t-+-+-+--+--+--t 95.0 92.5 92.5 90.0 90.0 87.5 87.5 85.0 85.0 82.5 a;i ~ 0 ci 82.5 80.0 +-+-+--+----j!~ ~--+--+---+---+f-1--t--l'-I --~ ~~-+--+----l"'mlcN._· -+-+--+--+---+---+f-f-t-+-+-+--+80.0 77.5 .._ ~ 8:: ~ 77.5 = , = 72.5 3-'.!~. -2.0% i== := -2.0% ~------------~-------'t!i'!_"-k 72.5 = I = 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 92.5 1.-:--i-": 92.5 90.o-1---=11==a-•= --_,l---1-----1----1----1---1---1t-t-+-+-+---l-----l----l-----l-----l-----l----l----l---l-t-t--1----1-----1-----1----1----1-----1-----1-90_0 87.5 87.5 85.0 t-+-+-+--±,-+-+-+--+--+----t-f-t-t-+-+-+--+--+-+-+-+--+---+----t-f-t-+-+-+--+--+---+ 85.0 = I~ = 80.0 +--+--+--+--,, ~+--+--+--+--+--+--+----t~'""'*. ---,-----,~: } i-------1,:,-· -+---+--+---t--+-----1f-t-+--+-+--+-;-80.0 77.5-l-+-+--+--++--+--+-+--+---+---+-f-""'. ~f-+--Hlo++--+----,..+-'i--+f-+-+-+-+-+--+--+--+--+-+--+77.5 = , = 72.5 3J.J. 0 -£0%-r= -2.D% -------~$'3'!/a. 72.5 = I = 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 925 1.-=-r-:: 92.5 • I •--I 90_0 ~--==1==1==1=---1-----1----1----1---1---1t-t-l----l----l-----l-----l----l-----l-----l-----l----l----l---l-t-t--l----l-----l-----l----l----l-----l-----l-so.o 87.5 87.5 85.0 t-+--+--+----+--+--+--+--+--+-f-+-+-+-+--+--+--+--+--+--+--+--+--+-f-+-+-+--+--+--+---t 85.0 82.5 ~ ~ 0 ~ 82.5 ao.o +--+--+--+-·e-i~ ~>+-+-+--+--+----t-f-W,ll;:l'+--+-+-<Sl<,;-+--+----1<>gW. 0'i-+-+-+--+--+-+-+--t---l----t----tf-+ ao.o 77.5t-+-+-+--l--+-+-+--+--+----t-f-~l"~n----t--t--!<~d-, ;-r--ci "ll·--+----t-f-t-+-+-+-+--+--+-+---+77.5 75.0 75.0 72.5 3..1.a,;+-+~-+--+-+-+H--_-+2.-0%-+, 1----tf-t--_2-_0+-%-++t--t"""'I-FF¥-,-?:,~'l/t,.--72.5 70.0 70.0 = I = 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 92.5 +-'H-'l~'<}='ifl-17+-+-+-+-+-H-+-+-+-+-+-H-+-+-+-+-+-H--+-+-+-+-+-H--+--+92.5 90.0 90.0 87.5 87.5 85.0 85.0 ::_:+--+---+--+--+-+--+--+---+-f---+-+-..,,~i-------~ ~ d ::: > u.;12.'i I~ 77.5 u:J 01w ~ 77.5 75.0 75.0 72.5 -l-+--+--+---'.~-"d%"-l----+---l----l-----l---+---l--l-+-_-+2.-0%-+--+-+_2-,0+-,%--+++----t-ll----l-.... +-+~?:,~'"'"3-+--+-+---+72.5 70.0 70.0 = I = = I = 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 ·"'"'""''"""· I I I I SHEETSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'501020GRAPHIC SCALEHORIZONTAL SCALE: 1" = 10'Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566XS620200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532CROSS SECTIONS(TRAVELERS COURT)100.0 T--, rr:----,_--,h--,-.--,-,-,---.---.---.---,---,--,--,--,,-,-,-.--,---.--.--.---.---,----,---,--,--,-,-----, 100.0 =1,--I = 95.0 95.0 92.5 i-+--+--+--+--+-+--+--+-----+-----+f-f-t-+-+--+--+--+--+-+-+--+--+-----+-f-+-+-+-+--+--+--+--+92.5 90.0 90.0 87.5 87.5 85.0 85.0 82.5 g~ oC! 0 ,. 82.5 :::➔-+--+--+--+--+-+--+--+-----+-----+f-f-c>1',: ~r--~~I; -r-~ ~-----t-----+f-+-+-+-+--+--+--+--+-+-t-;;: 75.0 ~ u1 om om 75.0 72.5-1---+---+---+--+~~/4·~. +-+-...-+-+-+---il!-+-+-_2+-.0-%...--+-+-_2__,.os_,-+-~l+-+-+-+-++-+c?,?l~ 72.5 70.0 70.0 = I I = 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 ---t-h 92.5 (li5( ,-11-+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+--+--+--+--+--t---t---t---t---t----+--+--+-,. 92.5 90.o-l-"=l==l==l='-l--+-+-+---1---1---11--1--...--+-+-+--l--l--l--+-+---l---l-f-+--l--+-+-+--l--l--l--+90,o 87.5 87.5 85.0 85.0 82.5 :-1 82.5 f .. d o +-+--l'"~·l'ol-· -+-+-+--+---+---+~ ~--+-----+t-t--t-·-t-80.0 ~--+-----+-----+t-t--t-i£ ~i-----i-----~ ~ ~el··--+--+-f-+-+--l':::'l'i'9--l--+f-t-+---t 80.0 ;::: pw L 0~ :::: 72.5+-+-+--+--+--➔~3.3% _'l'_.,.2.Q¼.,. _____ ""2.0.%.-,-;---__________ --~·?,0/},.-_-_+-+--+-+--+72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 ~ ~ a ~ m w m • r~-n 92 5 r:--:-h 92 5 92.5 l IV : J 92.5 90.0 +-"'I l==lFV"F'-+l-+-+--+--+--+--+l-+-+-+-+-+++-+-+--+--+--+---+1-+-+-+-+++-+-+ 90.0 90.0 +~=i==i==i=+-+-+-+--+---+---+---+f-+-+-+-+-+--+--+-+-+-+--+---+----++-+-+-+-+--+--+--+ 90.0 87.5 87.5 87.5 87.5 85.0 85.0 :::: :::: 82.5+-+-+--+--+---'e,o+---+--+---+---+-f-<>,~e------i--------s. ~-1-----o ~---+---+----++-+--'1,'·•· 'l--+--+--+--+--+82.5 gr--: 0 ~ 0..... 80.0+--+--+--+--+---+l~+-+--+--+--+--+---+''I ~--~ ; •. -...-+--+O2>·11:"1---+1-1-+-...-+---l'"'I-J-f-+-+-+-+80.o 80.0+-+--+--+--+--+--+--+--+-----t-----+f-l-r~r---~~ -r-~~l-l-t-+-+-+--+--+--+--+--+--+--+80.0 77.5 U.:1~ LLi~ tt:w ILi~ l{ 77_5 77.5+-+--+--+--+--+-+--+--+-----+-----+f-l--i~r--1~ -r-g~--+-----+f-t--t-+-+-+--+--+--+--+_,.77.5 75.0 , I.... ur i 75.0 75.0 75.0 72.5 +-+-+--+--+-_--c __ ?,?i•?,"~-------2.0% e--e---2.0% -33 3~--+-+-+--+--t 72.5 72.5 ~396 --------- -----72.5 ' • ---70.0 ! J_ -21.0% -2.0% l_ ! ?,?>•-;,;,,,,-70.o 7o.o I 7o.o = I I = = = 65.0 65.0 65.0 65.0 62.5 62.5 62.5 62.5 60.0 60.0 60.0 60.0 57.5 57.5 57.5 +-+--+--+--+--+-+--+--+---+---+f-f-+-+-+-+--+--+--+--+--+--+---+---+-f-+-+-+-+--+--+--+-_.57.5 55.0 +--+--+--+--+--+--+--+-----+---+>-+-+-+-+--+--+--+--+---+--+--+-----+---+f-+-+-+-+--+--+--+--+--+---+ 55.0 55.0 +-+--+--+--+--+---+--+--+-----+---+f-+-t-+-+--+--+--+--+--+--+--+--+-----+-f-+-+-+-+--+--+--+--+ 55.0 -40 -30 -20 -10 10 20 30 40 -40 -30 -20 -10 10 20 30 40 rr:---h 92.5 i-tt 1,fl _slfl_fl-t1+-+-+--+--+--t--tf-t-t-+-+-+++-+-+-+--+--+---,-f-t-+-+-++++-+92_5 90.0 90.0 87.5 87.5 85.0 85.0 ::.:1--t----i-----i------i-----t--t---t--t---t----1r-r-ll>ol ~.:;:;i-. --t--t,8,.1 l"e~o---i-----t--te ~-----t-----+f-t--t-+-+--+--+--+--+-+-t-::: 77.5 ·: ~ ; m 77.5 75.0 75.0 ;:_: ,Jt-a,,; ----__ T___ -1 --~i0% ------:2~0% I --------1-----~~~ ::: I I 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 ,----+-:-n 92.5 t-tt 1,l'l _'il'1fl_--t1---i-----t--t---t--t---t----1r-t-t-t--t---t----i----t---t---t--t---t--t----1-r-t-t-t---t----i-----i------i-----t92.5 90.0 90.0 87.5 87.5 :::: ~ ~ -q :::: 80.0 ➔-+--+--+--SS'1;,--+--+--+--+--+--t-lR>I. ,._cit--+-+-~ lg_ -r-~!Sa!-1-t-+-+-+--+--+-,: ;-+---+--+-t-80.0 77.5+-+-+--+----¥-['l"f--+-+--+---+---+---+f-~ ~r--Jt ~ ~ j ~ u1 77.5 75.0 1"' Ow Oiijl 75.0 72.5f!;t_~¾. --- ------1 -----i--T ---:.2.0% -2.0% -___ I ___ ---~:J;...t~•-I-+-+--+--+72.5 70.0 70.0 = I I = 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 92.5 r±:--::h 92.5 I,---I 90.0 ~-=+==1==1=+-l--+-+-+---l---l---lf-+-...-+-+-+--l--1--1--+-+-+---l-f-+--l--+-+-+--I--I--I-90.0 87.5 +-+--+--+--+--+-+--+--+--+-----+f-l-t-+-+-+--+--+--+--+--+--+--+-+-f-l--+-+-+--+--+--+--+87.5 85.0 85.0 = ~ = 80.0 R ci § 112 l'l--+--+--+--+--+-----+~-n•' ~:+-+-+-+--t-80.0 77.5 ~ :1~ ~ ~ 77.5 75.0 75.0 72.5 _ 33:..."!%-:~ __ t-_-_t--t-+-+---iTH-_t-_-__ -+-. c+_-__ -l_-__ +S!_,ff¾ ____ H-t-_-_+,_-__ +_-__ -t_-__ H,_-__ +-___ ~?,0~e-l_----+t-t-+72.5 70.0 70.0 = I I = 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 925 ,-r:-'7 92.5 9o.~ +--=+ 1==1'= v,Fl'-+-+-+-+--+--+---+l-+-+-+-+++-+-+-+--+--+--+--+l-+-+-+-+-+++-~90.0 87.5 87.5 85.0 85.0 82.5 LO -8 82.5 80.0 ~ ~ ~ or---I~ tl ~ o 80.0 +--+--+--+--+"l>,__+-+--+--+--+--+--+kt---+--+-~-· .I [ij'-e---IL ~>--+---+--+--+--t-----+--"11,:-+---+--+--+--+ 77.5t-+-+--t--i1-l'~~;fi· "'1t-· -+--t--t--t--t-,---+lti5.lliill--+--t-<~>1J'"-i--if-fol~, all-+-+-+-+-+-+--l'f:,i~~;t-t---+-+--+-t77.5 75.0 75.0 72.5 t-+-+-+-+-_,?,•?:,.?>"1°. -2.0% ---2.0% __ ~~~•3% 72.5 70.0 I 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 =l--J = 90.0 90.0 B7.5+-+-+--+--+--+--+-+-+--+---+!-----++-+-+-+--+--+--+--+-+--+---+--+----++-+-+-+-+--+-_.87.5 85.0 85.0 82.5 ~ i 82.5 :::t-+-+--+-',~·•:~:;~;~;~;~;~:~::::;·· ~:;~;~:-C;)•f,,:;:· ;~:~:,,;-'·•;~,~~;~;~;~;~:~:~~H!st:'~"=:=:=:~:;;_: ;:: :,,•1, -2.0%- --20% _ ------'------_ "az%1 ;:: 70.0 -~ ------------70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 -40 -30 -20 -10 10 20 30 40 90,0 I 90.0 87.5 1-=-r-:-7 87.5 l --,v, J B5.ot-='F=F=t=-+--+--+-+-+--+---+---+-l-+-+-+-+-+--+--+-+-+-+--+---+----++-+-+-+-+--+--+s5.o b or--: iis 82.5 ¥ • 82.5 80.0 +-+--+--+--+--+--+--+--+-+-f-t-->0~·P+--+--+,;,-.---.:,, ~---[P~t-+-+-+-+--+--+--+--+-+--+--+-t-80.0 77.5 77.5 75.0 75.0 72.5 -2.0% - --2.0% _____ I ________ -a~, 72.5 70.0 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 -40 -30 -20 -10 10 20 30 40 r-'--n 92.5f-t-'}l-~uflvA,rlJ-+--+-+c+-+--+---+-f-t--j--j--t-T--t-T-+-+-+--+---+---+f-f--j--j--j---t-TT-f92.5 90.0 90.0 87.5 87.5 85.0 85.0 ~ ~ ~ 82.5 '~ d~ ci~ 82.5 ::.: ft~ tl:I~ ft~ ;;: 75.0 75.0 72.5 +-+-+-+-+_?:,~,'?,0/o -2.0% e-----1--2.0% -a3 3 72.5 70.0 ,-::::----- ------------~ 70.0 67.5 67.5 65.0 65.0 62.5 62.5 60.0 60.0 57.5 57.5 55.0 55.0 ~ ~ a ~ m w m • 90.o,-r7_-,f--r11----,--,--,---,--,,-,-,---,--,-,-----,-,-,----,--,---,--,-,-,---,---,--,-,-----,--,-,--,-9o.o 87.5 f-t-'}l-~v'1flv,rlJ-+--+-+c+-+--+---+-f-t--j--j--t-T--t-T-+-+-+--+---+---+f-f--j--j--j---t-TT-f 87.5 85.0 t-==F=F=F-+--+-l--+-+--+---+----++--l--+-+-+--+--l--+-+-+--+---+---+---+1--1--t-+-+-+--+--+ 85.0 82.5 +-+-+-+~s!f-:;:-+-+c+-+--+---+----+O1<.-:et-c+-+~08=1. 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-~ 72.5 ~ ~-~ ~ -8 10.0 I I-d'l -I 67.5 j-J-J-t-t-t-t-t-t--t--t--t--t--t-"'F'::::t::±:±:-t'-t--t--t---t--t--t--t--t-t4--t--t--t--t 65.0 t-+-+-+-+-+-+-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+-+--+--+--+--+--+--+ 62.5 +-+-+-+-+-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+-+--+--+--+--+--+--t 60.0 ➔-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+--+--+--+--+--+--+--+--t--+--tt-f-57.5 +---+---+---+-+-+-+-+-+-+-+-+--+-+-+--+--+--+--+--+--+--+-+-+-+-+-+--+--+--+--+--+--+ 55.0 +-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+-+--+--t--+--t--t--t--t--tt-f--40 -30 -20 -10 10 20 30 40 a2.s r-t:-~n 1,-.... .., I 80.0 µ,,.,,,.¥¥4-+-+-+-+--+--+--+--+--+--+--+--+-+-+-+-+-+-+--+--+--+--+--t--t--t--t--tf-77.54-+-+-+-+-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+-+--+--+--+--+--+-t 75.0 4-+-+---+-+-+-+-+-+--+--+-~-at-a,-i--+--+o -+-+-tnma+--+--+--+-+-+-+-+-+-+-+--+ 72.5 E~ ~~;:~~ ~ ~ i -f 1~~ ~; .99-i--i-+-+-+-+-+-+--+--+--'-70.0 O ~~+--1-+--+--+--+--+--+--+--+--+-+-+-+-+-67.511111111111-i=ct=ct==i"=-!=--::J-i=--::-~-i=-=--i=-=-t-=-t=t--=-t-=--t-=--t-=--t-=--i-=11111 65.0 4-+-+-+-+-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+-+--+--+--+--+--+-t 62.5 +-+-+---+-+-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+-+-+-+--+--+--+--+--+--t 60.0 ➔-+-+-+-+-+-+-+-+--+--+--+--+--+--+--+--+-+-+-+-+--+--+--+--+--+--+--t--t--t--t--tf-57.5 ➔-+-+-+-+-+-+-+-+--+--+--+--+--+--+--+--+--+--+--+--+--+-+-+-+--+--+--+--+--+--+--+--+ 55.0 +--+-+--+--+--+--+--+--+--+--+---+--+---+---+---+--+-+-+->---+->--+--.-+--+--+--+--t--+--tt->--40 -30 -20 -10 10 20 30 40 82.5 80.0 77.5 75.0 72.5 70.0 67.5 65.0 62.5 60.0 57.5 55.0 82.5 80.0 77.5 75.0 72.5 70.0 67.5 65.0 62.5 60.0 57.5 55.0 82.5 80.0 77.5 75.0 72.5 70.0 67.5 65.0 62.5 60.0 57.5 55.0 """'"'"'"""· I I I I SHEETSEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.Call0510VERTICAL SCALE: 1" = 10'501020GRAPHIC SCALEHORIZONTAL SCALE: 1" = 10'Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566XS1020200791JDLDRAWN:DATE:SCALE:JOB No.:05/19/21SEE DWGFairhope DownsSubdivisionFairhope, Alabama 36532CROSS SECTIONS (DITCH #2)92.51r>--ti, '", go_o-1l;j:~E:~~t=t=+=+=~=~~=~=t=+=+=~=~=~~=t=t=i=i=i=~==t=t=t=t=1=j=Jt=t=tj 92-5 87.51. 90.0 92.5n[c1 I ~~itll~I t-' t-'l-'f-'l-'l-l-l-l-l-7--~~~l----jl----j'----j'----j-,_j~~~JJJ~~ 9o.o~6ng94=t=f=t=t=t=t=t+~++++++++++++E"E"IJ 90.0 IV 92.5 87.5LL5~ 90.0 I 87.5 90.0 85.0 87.5 85.o 87.5 82.5 _ J_,_+-+-I 85.o BS.O.r=~=j;=t=t=t=t=j=j=jc=t=t=±=±~~,11~~-::Jr::-hfl.,,+--l--l--+++=+=+JJJ=tt:187-5 82.51 C\10 OM ~:g 85.0 I.I') t0 C? sr: .J__U') co•t-++-+-+--1---1--l--l--l--lLLLJ so.a 1--t-++-+-+-+--l--l---l--lLLl t: ~.-0 I,{) ti:: r--. a2.s 0 5 i 1-o ,li~t--t-+-+-+-+--1--l--l--l--lLLLJ a2.s ~ ~-"<D as.a so.a 1--r---t--t----+--+-+-+-+-+f-f---l+-~ «i: a tO ~ m a2.s so.a · · 8 «! +-~ ~111-t-++-+-+--l--l--l--l--lU a2.s n.s it:0'·~ _.:-0~ ~._.· .-tt:0~ t.:111t-t-+-+++++--l----l--~ so.a t--+-++-+-+-+--l---lLLLLJO~ r!.;-0 M -I-ii=..... ••-.... _ ~ .i:·:-t-t-+-+-+-+++--1---1-----l-l-1 77.5 8 _UJi ~ 0 ~+-t-t-++++--1---1---l--l--l--lLJ 80.0 75.0 UJ Q) UJ 77.5 ::::t1=j=j~=~=~-=-t-=--t=--~-=--~-=-~-t--=-t=t=+=+=~w~,-~::~~~~:t1=i'=i=~---~~=f=t=t=t=1=j=Jt=t=tj:::: ::.:rt=1=j=j==~=t=t=t~f~~E~EE~~~~+=+~4=~="'=};~1~=l:t~E1{=-~;E-_j-t_E--j-i_---=-j __ t ___ =--tf-_=--!+-_=1l=1l=1l=c-:::~tc-:::~t1~:::: ;::: J-t-t-++-+-+-__ -+_ -__ -j __ -__ -j_~----~_-__ J-_-__ + __ -__ +_-_.J/w~ w:t--jf-_-_r __ -_t __ -__ + __ -__ -+_-__ -+_-_-J __ -__ -_ f-f---1-+-+-j_j__J ;;: 72.5 ffiO 70.0 72.5 67.5 70.0 70.0 72.5 67.5 70.0 67.5 70.0 65.0 67.5 SS.O B?.S 62'5J~J_:::J_:::j:~f=t=!=1=~~jcjt=t=t,~i=i=i=~~=t=t=±=i;i=jc~c=t=±=±=1=1=~c=f=f3 es.a es.o_t,--l--l---1-ic~--+-l--:j:,----lL~±;--Ll-l-+_J_J_j--:l:--l~CC[[[I!lllj s,.s -40 -30 -20 -10 10 20 30 40 65.0 -40 -30 -20 -10 10 65.0 60.0 62.5 20 30 40 -40 -30 -20 -10 10 20 30 40 60.0 92.5 r-ti, ,--, go_o1;j~j~;c~t=t=+=+=+=~t=t=t=t=t=~=~=~~=t=t=i=l=~=~=~f=f=t=t=t=j=j~=t=t=192-5 87.5 90.0 85.0 87.5 82.5 ~ or---~o 85.0 so.a ~-~; 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SEE DETAIL.INSTALL 10 TONSCLASS 2 RIPRAPW/FILTER FABRICINSTALL 200 TONSCLASS 2 RIPRAPW/FILTER FABRICINSTALL 50 TONSCLASS 2 RIPRAPW/FILTER FABRIC15' UTILITY EASEMENTSWWSSWWlandscape architectureland planningplacemakingFoley, AlabamaP. 251.948.7181Mobile, AlabamaP. 251.344.4023Jackson, MississippiP. 601.790.0781www.was-design.comTREE PRESERVATION NOTESSHRUB PLANTING200100'200'N O R T HTREE PRESERVATION PLAN1TREE PROTECTION FENCE, TYP.TREE PROTECTION FENCE, TYP.,. I : \ __ L \ ' \ \ \ \ \ ill-",---~-::=-'t::::::::~~:::l~]iii~'-t----+tr-~---",--~ - -~ - -~ \ ~ : \..... ; _L~ -----TREF Sl/B\rf"Y P!SCI AIMER· 1. ALL TREE SURVEY INFORMATION HAS BEEN PROVIDED TO LANDSCAPE ARCHITECT BY S.E. Cl'v1L TREF PRESERVATION /RQAQVAI NOJffr 1. ALL TREES PROPOSED FOR REt.lOVAL ARE SHOWN IN A SHADE OF GRAY, 'M-JILE ALL TREES TO BE PRESERVED ARE SHOWN IN BLACK. 2. SEE BELOW FOR TREE PRESERVATION/REt.10VAL CALCULATIONS. TREE PRESERVATION CREDITS -Sec 20.S-4(m) Tolnl Trf'!f!f, l(, ~I"! Prf!'!':f!1'a'f'!(l Tolal Tree-C•e-ch1~ (i,r.~e-d .l T rl"!~-!~ lOCrediU Q..llli ~ ~ COMM0N NAMr !21.X rsrrnrr, f[B TB[[ JQi"AI ,...i=ffp.1"["3 JO" (~tv,1 1lli,1:'.l:nP1l~1<.. PIP.:'.,l1l l 16'" Ql)(!"f((I".,. 'a'II.Jo:.1111,IU,J, lll.'1.!" Q,1~ JO'" Q1,1c-r<:.:u:,. 'a'lf,l',.i 11i ,1nJ l1\'C-0<.1 ~ ·\~., ~"' --", .. ·· .. ~ "'~'"'··---, '~ ~ , __ ~~ I ~ ..... " -.... , -z. - I " '\' '~ ~~ I -7 \, FORM 3" CONTINUOUS SAUCER AROUND PLANTING PIT -+ HED GRADE. PLANTING TABLETS, AGRIFORM OR EQUAL, PER MANUF. RECOMMENDATIONS. BACKFILL WITH A MIXTURE OF PLANTING PIT SPOIL i-----~ ~~[, Ptft~i~crLAF~~~G 0 1· -1'-0' ADJACENT PLANTING AREA UNDISTURBED SUBGRADE 329333.13-01 /,s~ccloale;:-, f1·==-1101oor·---------------------------------------------------------------------------------------i....~-~=====~1 rn ~,~41 ;:~ii, DESIGN landscape architects ~@LJ lil@OO ~ THESE PLANS HAVE NOT BEEN APPROVED AND ARE SUBJECT TO CHANGE. ..,,_ -----------No. Date Revisions / Submissions -----~------01.25.21 _C_rIY_S_UB_M_ITTAL~-----02.16.21 _C~rIY_S_UB_M_ITTAL~-----04.23.21 CrIY RE-SUBMITTAL ---------------------------------SJW ,...,, VTW Checked 212032-004 Project No. 01.25.21 oat, Sheel:Tltle TREE PRESERVATION PLAN Sheet No. TP100 WWWWWWWWWW WWWWWWWWWWWWWWWW6661 626364656768 60 595857575859606162 5556575859545559606166636465 67 68585657596970727374757676 767675 7372 71706968 69707069 70717273696765666878756971WGREENO RDCO RD 3WWWWW5.0 ACCOMMERCIALDITCH 2DITCH 2DITCH 1DITCH 171EXISTING POND #1(NON-JURISDICTIONALPER WETLAND SCIENCES)WET POND #2WSSSSSSSSSSSSSSS SSSSS WSSSSSSSSSSSSSSSSSSSWWSLONGMEADOW LANETRAVELERS COURTFIELD POINT DR.717068666564636261605958575655545455565758596061626260575858TRAVELERS COURTW Retained by Owner2345678910111213*NOT INCLD.*35384050535961W W 14151617181920212223242526272829303132333436373943414245444746484952515655585760162636454W WWWWW SSSWWSSWWWWWWWWWWWWWWWWWWWSWWWSWWWWSSSWWWWWWWWWWWWS W S S W W W S S WSSWW SS WSSSSSSSSSSSSSSSSSSSSSSSS SS SS SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSW SWSHIDDEN BROOK LN5856 INSTALL 50 TONSCLASS 2 RIPRAPW/FILTER FABRICINSTALL OUTFALLSTRUCTURE. SEE DETAIL.INSTALL 10 TONSCLASS 2 RIPRAPW/FILTER FABRICINSTALL 200 TONSCLASS 2 RIPRAPW/FILTER FABRICINSTALL 50 TONSCLASS 2 RIPRAPW/FILTER FABRIC15' UTILITY EASEMENTSWWSSWWlandscape architectureland planningplacemakingFoley, AlabamaP. 251.948.7181Mobile, AlabamaP. 251.344.4023Jackson, MississippiP. 601.790.0781www.was-design.com00100'200'N O R T HLANDSCAPE PLANTING PLAN1GENERAL NOTESENTRY FEATURE SIGNLOCATION, DESIGN INPROGRESS AND WILL MEETFAIRHOPE SIGN REGULATIONSENTRY FEATURE SIGNLOCATION, DESIGN INPROGRESS AND WILL MEETFAIRHOPE SIGN REGULATIONSCBU MAILBOX LOCATION~ I I 111: l~7--7 IT"7--T~: I '\__I I I I ~ ! I I t· II I ~ I I I 1, -! 1,' J I - I , , , L , " 1 II ~ L __ L_l_ -SJ L \c __ ij ~ ) I / : -----------------=--= / I /~-;: ~--=,-~.~ I I I 11 I: rl_-_----lD111ltm1---~ ~ -~~'"'"" I \ \-~ ······c. -~. -"-• ~ ---~~~ I I \1 I I I I I ~ I I I~ I __ _L __ ll_ _l _ l _ _J _ ~J ___ , -----I \ ~--~ \ ~ • "' • ~ '•, '••," .. •, ~ "'~·"·• •. , ·~ ~ •. '-~~ I ~ .. '-. .., -z. - I " .\ .. ·~ ~~ I -7 \, TREE PLACEMENT NOTES· 1.) ALL TREES SHALL BE 15 GAL AND/OR 1.5"-2S DIA AT THE WAE OF PLANTING. 2.) TREES SHALL BE PLANlED EVERY 25' FROM INlERSECTlONS. A TREE SHALL BE PLANTED ONE PER LOT OR AT LEAST EvERY 50 FEET, BUT NO CLOSER THAN 10'. DEVELOPER RESERVES THE RIGHT TO UTILIZE EXISTING TREES TO MEET Tl-HS REQUIREMENT. 3.) TREE SPEaES AND TREE PLACD.4ENT SHALL BE APPROVED BY THE CITY HORTICULTURIST. 4.) ALL TREES SHALL BE PRUNED SO THAT NOT FOLIAGE, LIMBS OR OTHER OBSTRUCTIONS EXISTING BETWEEN 2 .. 5 AND 10 FEET FROM ADJACENT STREET GRADE. 5.) IN AREAS WHERE PLANTING STRIPS ARE OPTIONAL AND NOT PROVIDED, SIDEWALKS TEN FEET OR GREATER SHALL PROVIDE +'X4' lREE WEL1-S ALONG THE CURB SO THE TREES MAY BE PLANTED IN CONFORMANCE WITH THESE REQUIRBAENTS. 6.) PER lREE ORDINANCE, SMALL lREES Will_ BE PLANTED IN BETWEEN WALK AND CURB AREAS LESS THAN 5 FEET. MEDIUM TREES CAN BE PLANTED BETWEEN 5-7 FEET AND LARGE GROWING TREES CAN BE PLANTED IF AREA BETWEEN WALK AND CURB IS 7 FEET OR MORE {SEE ORDINANCE FOR LIST). 7.) DEVELOPER SHALL BE RESPONSIBLE FOR WATERING lREES PRIOR TO SUBDIVISION ACCEPTANCE AND DURING 2-YEAR t.lAINTENANCE PERIOD, I ;::::'.=-:-::::-:-::;::---------------------------------------------L....~-====~I~ r-scale: 1"-100' W 11~41 ~ii.~tii DESIGN landscape architects ~@LJ lii'@OO ~ THESE PLANS HAVE NOT BEEN APPROVED AND ARE SUBJECT TO CHANGE. ..,, ___ --------No. Date Revisions / Submissions -----~-----_ 01.25.21 _C=l1Y~S=UB=MITI=AL~-----02.16.21 _C=l1Y~S=UB=MITI=AL~-----04.23.21 CIIY RE-SUBMITTAL ---------------------------------SJW ,...,, VTW Checked 212032-004 Project. No. 01.25.21 oat, Sheel:Tltle LANDSCAPE PLANTING PLAN Sheet No. LP200 TREESCODEQTYBOTANICAL / COMMON NAMECONTCALSIZEREMARKSBH 6Betula nigra / River Birch15 gal8`-10`Min.3 trunksLT 6Liriodendron tulipifera / Tulip Tree15 gal8`-10`Full head, specimen qualityMA 5Magnolia virginiana / Sweetbay Magnolia30 gal10`-12`3 trunks; Full headQP 123 Quercus phellos / Willow OakCont. or B & B 2" 8`-10`Full head, specimen qualityQV 49 Quercus virginiana / Southern Live OakCont. or B & B 2" 8`-10`Full head, specimen qualityTD 9Taxodium distichum / Bald CypressCont. or B & B 2" 8`-10`Full head, specimen qualitySHRUBSCODEQTYBOTANICAL / COMMON NAMECONTHTREMARKSMC4 50 Muhlenbergia capillaris / Pink Muhly Grass 3 galMC3 30 Myrica cerifera / Common Wax Myrtle 3 gal Shrub form, full to groundGRASSESCODEQTYBOTANICAL / COMMON NAMECONTHTREMARKSMG 9 Miscanthus sinensis `Adagio` / Adagio Maiden Grass 3 galGROUND COVERSCODEQTYBOTANICAL / COMMON NAMECONTSPACINGREMARKSLV 63 Liriope muscari `Variegata` / Variegated Liriope1 gal15" o.c.RW 8Rosa ‘Meizorland’ / White Drift Rose1 gal30" o.c.SOD/SEEDCODEQTYBOTANICAL / COMMON NAMECONTSPACINGREMARKSSOD 51,618 sf Cynodon dactylon `Tifway 419` / Tifway 419 Bermuda Grass sodPLANT SCHEDULElandscape architectureland planningplacemakingFoley, AlabamaP. 251.948.7181Mobile, AlabamaP. 251.344.4023Jackson, MississippiP. 601.790.0781www.was-design.comSHRUB PLANTING1MULTI-TRUNK TREE STAKING••6PLANTING ATSHRUB AREAS.STAKING DETAILPLANTING ATTURF AREAS.PLANT PIT DETAILTREE PLANTING - GUY STRAP3AABBTYPICAL PLANT SPACING2TRENCH EDGE4GENERAL PLANTING NOTES••••••••••••••••••••5GROUNDCOVER PLANTING70 0 0 0 0 0 0 □ MULCH LAYER ,o" = CROWN MULCH NEAR EDGE IN A BERM-LIKE MANNER AS SHOWN PREPARED SUBGRADE-LAWN TRENCH EDGE TO BE LOCATED BETWEEN ALL PLANTING BED AREAS AND ADJACENT TURF AREAS, UNLESS NOTED OTHERWISE. FORM 3" CONTINUOUS SAUCER AROUND PLANTING PIT 2 X ROOTBALL FINISHED GRADE. 111=-1 NTING TABLETS, RIFORM OR EQUAL, PER MANUF. RECOMMENDATIONS. BACKFILL WITH A MIXTURE OF PLANTING PIT SPOIL AND PREPARED PLANTING e--------SOIL, PER SPECS, FROM ADJACENT PLANTING AREA UNDISTURBED SUBGRADE Ot-1-----1·--~----------------1!7 DErAIL-FlLE GENERAL CONDITIONS PLANT MATERIAL AND PLANTING CONTRACTOR SHALL BE RESPONSIBLE FOR THE SITE INSPECTION PRIOR TO PLANT QUANTITIES ARE OFFERED AS A CONVENIENCE TO THE CONTRACTOR, LANDSCAPE CONSTRUCTION ANO INSTALLATION IN ORDER TO ACQUAINT HIMSELF AND ARE NOT ABSOLUTE. CONTRACTOR SHALL VERIFY PLANT COUNT FROM WITH EXISTING CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING PLAN AND REPORT DIFFERENCES. ALL EXISTING UNDERGROUND UTILITIES BEFORE BEGINNING CONSTRUCTION. ALL PLANT MATERIALS ARE SUBJECT TO APPROVAL OR REFUSAL BY THE CONTRACTOR IS RESPONSIBLE FOR PROTECTION OF LANDSCAPE MATERIAL AT ALL OWNER OR LANDSCAPE ARCHITECT AT THE JOB SITE. TIMES. LANDSCAPE CONTRACTOR TO COORDINATE SAFE STAGING AREA WITH PLANTS SHALL BE WELL FORMED, VIGOROUS, GROWING SPECIMENS WITH GENERAL CONTRACTOR AND/OR OWNER. GROWTH TYPICAL OF VARIETIES SPECIFIED AND SHALL BE FREE FROM CONTRACTOR SHALL GUARANTEE ALL PLANT MATERIAL, INCLUDING GRASS, FOR 365 INJURY, INSECTS AND DISEASES. PLANTS SHALL EQUAL OR SURPASS CONSECUTIVE CALENDAR DAYS FROM SUBSTANTIAL COMPLETION OF THE WORK, AS QUALITY AS DEFINED IN THE CURRENT ISSUE OF MAMERICAN STANDARDS DETERMINED BY TI7E PROJECT LANDSCAPE ARCHITECT. FOR NURSERY STOCK" AS PUBLISHED BY THE AMERICAN NURSERYMEN, INC. ALL AREAS IMPACTED NEGATIVELY BY CONSTRUCTION PROCESSES SHALL BE UNLESS NOTED SPECIFICALLY, ALL PLANT MATERIAL SHALL BE BALLED AND RETURNED TO ORIGINAL CONDITION OR BETTER PRIOR TO SUBSTANTIAL COMPLETION. BURLAPPED OR CONTAINER GROWN. I ANPSCAPE AREA SOIi PREPARATION FRONT ROW OF SHRUBS SHALL BE PLANTED FROM CENTER OF PLANT A SOIL SHALL BE AMENDED BY THE ADDITION OF COMPOST AND FERTILIZER. MINIMUM OF 24" BEHIND BED LINE @ LAWNS OR WALKS AND A MINIMUM COMPOST TYPE SHALL BE MUSHROOM COMPOST OR DECOMPOSED PINE BARK, AND OF 36M BACK OF CURB @ PARKING SPACES. SHALL BE APPROVED BY LANDSCAPE ARCHITECT PRIOR TO PURCHASE. COMPOST NO PRUNING SHOULD BE PERFORMED DURING FIRST GROWING SEASON SHALL BE UNIFORMLY APPLIED OVER PLANTING BEDS AT AN AVERAGE DEPTH OF 2 EXCEPT FOR REMOVING DAMAGED OF DEAD GROWTH. WOUND PAINT IS NOT INCHES AND OVER SOD AREAS AT AN AVERAGE DEPTH OF 3/4 INCH. RECOMMENDED FOR ANY CUTS. INCORPORATE COMPOST UNIFORMLY IN PLANTING BEDS TO A DEPTH OF 6 INCHES ALL PLANTING AREAS, TREE PITS, AND OTHER AREAS INDICATED ON PLANS AND IN SOD AREAS TO A DEPTH OF 3 INCHES USING A ROTARY TILLER OR OTHER SHALL BE MULCHED WITH A SETTLED LAYER OF THE INDICATED MULCH: t:.~~0~:1:1;N~Q~~L~5~r ::~-~L~~;i~~~~IZ~~N~~iC;l~/~~i~~t:i:;Ts □ 3M DEPTH PINE BARK ~;~:~~t~2~FtcsE Ns~cgg~~R:R10R TO PLANTING. □ 4M DEPTH SHREDDED HARDWOOD MULCH :~~06~H~o~~RA~~g~~ 1~~E~ ~~~H ~~JtL~ ~'i~~~~l~No:NT~E~I~~· ~~~~~:s RUBBISH, ~ 3M DEPTH LONGLEAF PINESTRAW, SETTLED PROPERTY. TRENCH EDGE TO BE LOCATED BETWEEN ALL PLANTING AREAS AND LAWN, WATER THOROUGHLY AFTER PLANTING. UNLESS NOTED OTHERWISE. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING 3% POSITIVE DRAINAGE IN TREE STAKING SHALL BE PROVIDED TO KEEP TREES PLUMB AND PROTECTED ALL PL.ANTING BEDS. ANY OTHER PROPOSED DRAINAGE METHODS SHALL BE FROM EXCESSIVE WINDS. ALL TREE-STAKING APPARATUS SHALL BE COORDINATED WITH PLANTING EFFORTS TO MINIMIZE CONFLICTS AND MAINTAIN REMOVED AT THE END OF THE ONE-YEAR WARRANTY PERIOD. 0 3•-1·-o· PROPER FUNCTION OF DRAINAGE SYSTEMS. ONE YEAR OF LANDSCAPE MAINTENANCE FROM SUBSTANTIAL COMPLETION SHALL BE INCLUDED AS AN OPTIONAL BID ITEM TO THE OWNER. 329413.23-02 O-1---_-1 ____________________________________________ 3_2_9-39_9_-_os-SHRUBS AND GROUNDCOVERS ADJACENT TO STRAIGHT EDGES SHALL BE TRIANGULAR -SPACED IN ROWS PARALLED TO THE STRAIGHT EDGE. SHRUBS AND GROUNDCOVERS ADJACENT TO CURVED EDGES SHALL BE PLANTED IN ROWS PARALLEL TO THE CURVED EDGES. CURVED EDGES TO BE VERY SMOOTH RADII. ARBORGUY TREE ANCHOR SYSTEM, INSTALL APPROPRIATE MODEL PER MANUFACTURER'S INSTRUCTIONS ARROWHEAD ANCHOR FINISHED GRADE SET ROOTBALL CROWN 1 1/2" HIGHER THAN THE SURROUNDING FINISHED GRADE. SLOPE BACKFILL AWAY FROM ROOTBALL FOR POSITIVE DRAINAGE. KEEP MULCH 2" -3" FROM BASE OF TREE. MULCH WATER WELL AREA TO 3" DEPTH. 3" HIGH WATER WELL AT SHRUB AREAS. FINISHED GRADE - I AT SHRUBS. ::}_ " =11l!1=rr = 1-+ 111=1 I= I -~ m~n11 ti l]Jlr a1~-----,1--~1"1-'"_"'1 ""=-~l=~I ~=....,!"'l=--'11 • I -2X ~~~~BALL -I 0 NOT TO SCALE 329399-04 Q1-1 .-_-1-·--o-----------------3-29_3_4_3_-2s---o-2 2X BALL DIA. 0 1;2· -1·-0· = STAKE TO FIRST BRANCHES AS NECESSARY FOR FIRM SUPPORT WIRE SHALL NOT TOUCH OR RUB ADJACENT TRUNKS OR BRANCHES ,,-2 STRAND 12 GAUGE / ~~~~sfciRfN 1:~1T:~R AND HOSE 6-9" FROM TOP OF STAKE. 2 WIRE SUPPORTS SHALL BE USED ON MAIN STRUCTURAL TRUNK. 2" x 2" HARDWOOD STAKES DRIVEN FIRMLY A MINIMUM OF 18" INTO THE SUBGRADE PRIOR TO BACKFILLING. 3" MULCH FORM SAUCER WITH 3" CONTINUOUS RIM ----SPECIFIED PLANTING MIX. WATER AND TAMP TO REMOVE AIR POCKETS. -,._~-:,------PLANT SPACING PER PLAN/PLANT SCHEDULE ;,------2" MULCH INSTALLED BEFORE PLANTING (PINE BARK MINI-NUGGETS ACCEPTABLE FOR INITIAL PLANTING IF TIGHT SPACING NECESSITATES ITS USE.) ~-----PREPARE BED PER SPECS UNDISTURBED SUBGRADE 329343-01 Q1-3_-_-1-·--o------------------3-29_3_1_3_-o-1 ,.~41 ~j.l~tii DESIGN landscape architects ~@LJ lil@OO ~ THESE PLANS HAVE NOT BEEN APPROVED AND ARE SUBJECT TO CHANGE. Ro,I ____ ----,-------No. Date Revisions / Submissions _ 01.25.21 _Cf1Y_S_U_BM_ITI_AL _____ _ 02.16.21 Cf1Y SUBMITTAL ---------------_ 04.23.21 Cf1Y RE-SUBMITTAL ---------------------------------------------SJW ,...,, VTW Checked 212032-004 Project No. 01.25.21 Sheel:Tltle LANDSCAPE PLANTING DETAILS Sheet No. LP500 CURVERADIUSARC LENGTHCHORD BEARINGCHORD LENGTHC1105.83'48.96'S77°05'44"E48.52'C284.45'39.07'S77°05'44"E38.72'C325.00'39.18'S44°45'28"W35.29'C425.00'39.36'N45°14'32"W35.42'C525.00'38.98'S44°59'07"W35.15'C625.00'39.56'N45°00'53"W35.56'C725.00'15.79'S71°33'24"W15.53'C825.00'16.28'S71°28'49"E15.99'C925.00'15.89'S71°39'23"W15.62'C1025.00'39.07'N45°05'28"E35.21'C1125.00'39.47'S44°54'32"E35.50'C1225.00'39.42'S44°41'18"W35.46'C13726.95'136.86'N05°52'51"W136.66'C14300.00'58.32'N05°42'19"W58.23'C15250.00'48.60'N05°42'19"W48.52'C16776.95'63.43'N08°56'08"W63.41'C17776.95'83.44'N03°31'12"W83.40'C1825.00'39.14'S45°17'24"E35.26'C1925.00'33.33'N51°40'05"E30.92'C2060.00'106.99'S64°33'23"W93.37'C2160.00'56.78'N37°14'59"W54.68'C2260.00'20.09'S00°32'43"E20.00'C2360.00'56.71'N36°07'35"E54.62'C2460.00'48.60'N86°24'31"E47.28'C2525.00'8.62'N80°15'41"W8.57'HIGHWAY CONSTRUCTION SETBACK(125' FROM C/L ROW)HIGHWAY CONSTRUCTION SETBACK(125' FROM C/L ROW)30 FT. WETLAND BUFFER30 FT. WETLAND BUFFER50' STREAM BUFFER50' STREAM BUFFER21.1' CLEAR2.5'CLEAR0.6' CLEARS89°51'49"W2258.70'S89°51'49"W2665.20'N89°39'06"E1332.26'N89°39'06"E1292.26'S00°17'44"W393.46'N89°45'49"E821.10'N89°45'49"E1332.74'189.43'20.15'12.9'40'40'40'40'12.95'326.50'S00°18'37"W651.24'S00°18'35"W666.94'N00°19'08"E1053.36'S00°18'35"W2020.15'20'20.61'242.80'228.84'242.40'229.17'N89°22'47"W326.49'145.08'S89°22'47"ES00°02'50"WS89°36'08"W2665.23'(R)N89°29'36"E1333.25'(R)S00°06'00"W394.16'(R)N89°23'17"E1332.26'(R)S00°03'00"W666.78'(R)N00°03'39"E1053.36'(R)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)PROPERTY LINE AS PER DEED(S)PROPERTY LINE AS PER DEEDS1/2"CRF(FAIRHOPE)1/2"CRF(FAIRHOPE)1/2"CRF(FAIRHOPE)1/2"CRF(MOORE)1/2"CRF(FAIRHOPE)1" ANGLEIRON FD.2" OEPF7.3' SOUTH OF LINE1/2"CRS(SE CIVIL)1/2"CRS(SE CIVIL)1/2"CRF(DISTURBED)4.4' EAST OF CORNER1/2"CRF(FAIRHOPE)1/2"CRF(FAIRHOPE)1/2"CRS(SE CIVIL)1/2"CRS(SE CIVIL)1/2"CRS(SE CIVIL)171689POINT OF COMMENCEMENTPOINT OF BEGINNINGWETLAND AREA (NON JURISDICTIONAL)48" RCPDHYWMWMWMWMWMWMWMWVOAK/36"LIVEPECAN/30"OAK/30"LIVE15116 SF0.35 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC19954 SF0.46 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC17314 SF0.40 AC15211 SF0.35 AC15500 SF0.36 AC15500 SF0.36 AC15500 SF0.36 AC15500 SF0.36 AC15500 SF0.36 AC15500 SF0.36 AC16712 SF0.38 AC15500 SF0.36 AC16257 SF0.37 AC15500 SF0.36 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC15000 SF0.34 AC16503 SF0.38 AC15500 SF0.36 AC16820 SF0.39 AC15133 SF0.35 AC16296 SF0.37 AC16505 SF0.38 AC15126 SF0.35 AC15062 SF0.35 AC16370 SF0.38 AC19468 SF0.45 AC24175 SF0.55 AC39388 SF0.90 AC17849 SF0.41 AC15660 SF0.36 AC8.63 AC.7.46 AC.0.14 AC.0.85 AC.100.00' 100.00' 100.00' 100.00'20'100.00' 100.00' 100.00' 100.00' 100.00' 100.00'20'100.00'102.25'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'110.00'83.05'100.00'100.00'100.00'100.00'81.18'100.00'100.00'100.00'100.00'100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00'26.07'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'100.00'101.59'116.35' 100.00'100.00' 100.00'76.12'100.00' 100.00' 100.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00' S00°08'11"E 150.00'S00°19'08"WN89°40'52"W155.00'N89°40'52"W155.00'N89°40'52"W155.00'N89°40'52"W155.00'N89°40'52"W155.00'S89°40'52"E155.00'S89°40'52"E155.00'S89°40'52"E155.00'S89°40'52"E155.00'S89°40'52"E155.00'S00°19'39"W150.01'S00°20'54"E 150.00' S00°20'54"E 150.00' S00°20'54"E 150.00' S00°20'54"E 150.00' S00°20'54"E 150.00'N88°30'06"E114.43'N79°05'59"E155.00'N79°05'59"E155.00'N79°05'59"E155.00'N83°24'12"E147.21'150.00' N00°08'11"W 150.00' N00°08'11"W 150.00' 150.00' 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' N00°20'54"W 150.00' 130.00' N00°20'54"W 130.30'20'100.00' 100.00' 100.00' 100.00' 100.00'20'100.00'91.52'90.80'150.83'72.86'20'100.00' 34.27' N00°08'11"W 124.68'N11°16'28"W 100.00' N11°16'28"W 95.42'104.91' 100.00' 100.00' 100.00' 100.00'109.56'129.81'82.08'100.00' 100.00' 100.00' 100.00'81.78'101.77'100.00' 100.00' 100.00'100.00'100.00' 116.05'25.08'102.99'145.12'100.45'115.01'115.01'85.60'150.00' N00°20'54"W 150.00'S00°19'08"W173.45'150.02'100.41'150.00'N84°38'56"E100.41'N89°51'49"E160.31'S38°35'13"E254.56'N00°18'35"E168.88'157.72'S26°47' 4 6" E 169.39'N89°27'17"E201.21'N25°38'24"E174.56'N00°08'11"W 197.10' N00°08'11"W 160.00'100.41'20'25.32'84.00' S07°11'32"EN89°51'49"E400.41'C1C2C3C4C5C6 C7C8C9C10C11C12C13 C14 C15 C16 C17 C18C19124.91' N00°08'11"W S89°39'06"WN89°39'06"EN89°39'06"ES89°39'06"WN89°39'06"EN89°39'06"EN89°39'06"EN89°39'06"EN00°19'08"ES89°51'49"WN89°51'49"EN89°39'06"ES89°51'49"WS89°51'49"WN89°51'49"EN89°51'49"EN89°51'49"E158.84'55.27'159.45'37.50'N00°18'35"ES89°27'17"WC20C21C22 C23C24C25150.01' S11°16'28"E38.23'N00°08'11"W N89°39'06"EN89°39'06"ES89°52'51"W799.69'N11°16'28"W 227.14' 25.55'20.0'20.0'C13726.95'136.86'N05°52'51"W136.66'C14300.00'58.32'N05°42'19"W58.23'C15250.00'48.60'N05°42'19"W48.52'C16776.95'63.43'N08°56'08"W63.41'C17776.95'83.44'N03°31'12"W83.40'C1825.00'39.14'S45°17'24"E35.26'C1925.00'33.33'N51°40'05"E30.92'C2060.00'106.99'S64°33'23"W93.37'C2160.00'56.78'N37°14'59"W54.68'C2260.00'20.09'S00°32'43"E20.00'C2360.00'56.71'N36°07'35"E54.62'C2460.00'48.60'N86°24'31"E47.28'C2525.00'8.62'N80°15'41"W8.57'RESIDNCEBARNGARAGERESIDNCEBARNRESIDNCERESIDNCESHEDWOODSTRUCTUREBARNBARNTHE NORTHEAST CORNER OF SECTION 17,TOWNSHIP 7 SOUTH, RANGE 2 EASTWetland Buffer Sign (Typ.)Wetland Buffer Sign (Typ.)10 FT. OVERHEAD ELECTIRC LINE EASEMENT - INS 1721147PONDALBA, CATHERINE H.18300 SCENIC HWY 98FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-012.003FRANC, BRIAN T.14748 CO. RD. 3FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-012.004REED, STEPHEN S.PO BOX 2301FAIRHOPE, AL 36533PN# 05-56-04-17-0-000-012.005REICHLEY. PATRICK M.14726 CO. RD. 3FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-012.006MCKENZIE, STEVEN M.17558 GREENO RD.FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-012.000PIERCE, MARIA E. GILHEART14651 GREENO RD.FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-012.009PIERCE, MARIA E. GILHEART14651 GREENO RD.FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-012.008GARDEN PROPERTIES, LLC252 S. SECTION ST.FAIRHOPE, AL 36532PN# 05-56-05-16-0-000-006.017GARDEN PROPERTIES, LLC252 S. SECTION ST.FAIRHOPE, AL 36532PN# 05-56-05-16-0-000-006.019ROBERTS, JAMES F.20302 PESCARDO CREEK AVE.FAIRHOPE, AL 36532PN# 05-56-05-16-0-000-006.015BROWN, ERNEST C.PO BOX 268POINT CLEAR, AL 36564PN# 05-56-05-16-0-000-008.001GREENO ROAD PROPERTY, LLC1150 S. VINEYARD AVE.ONTARIO, CA. 91761PN# 05-56-05-16-0-000-008.000AERO-MARK MRO, LLC14560 GREENO RD.FAIRHOPE, AL 36532PN# 05-56-05-16-0-000-009.000BABER, GEORGE L.14520 GREENO RD.FAIRHOPE, AL 36532PN# 05-56-05-16-0-000-009.001AMBER LEAF PROPERTIES, LLC2005 OLD COUNTY RD.DAPHNE, AL 36526PN# 05-56-05-16-0-000-016.002SHERLING, AMZI R.14420 CO. RD. 3FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-013.000PN# 05-56-04-17-0-000-013.003PN# 05-56-04-17-0-000-013.006MCKENZIE, IRIS H.15976 CO. RD. 13FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-020.000SHERLING, AMZI R.14420 CO. RD. 3FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-019.001CRAMER, DELLA T.PO BOX 8889MOBILE, AL 36689PN# 05-56-04-17-0-000-018.000HONAHLEE, LLC18300 SCENIC HWY 98 SUITE BFAIRHOPE, AL 36532PN# 05-56-04-17-0-000-014.000CARNLEY, GEORGE W. JR.14689 CO. RD. 3FAIRHOPE, AL 36532PN# 05-56-04-17-0-000-014.0015.69 AC30% OF 1.69 AC0.51 AC3.39 AC5.0 ACRetained by Owner2345678910111213COMMON AREACOMMON AREA10' COMMON AREALONGMEADOW LANE50 FT. R/WTRAVELERS COURT50 FT. R/WFIELD POINT DR.50 FT. R/WHIDDEN BRO O K L A N E 5 0 ' R / W*NOT INCLD.*1415161718192021222324252627282930313233343536373839404142434445464748495051525355565758596061626364154(BUFFER)COMMON AREA(DRAINAGE)(OPEN SPACE)(DETENTION & OPEN SPACE)GREENORD80 FT. R/WBALDWIN COUNTY HWY. 380 FT. R/WO:\Projects\20200791-SHERLING PROPERTY\Planning\20200791-PRELIM SEWER REV.dwgI HEREBY STATE THAT ALL PARTS OF THIS SURVEY AND DRAWING HAVE BEENCOMPLETED IN ACCORDANCE WITH THE CURRENT REQUIREMENTS OF THESTANDARDS OF PRACTICE FOR SURVEYING IN THE STATE OF ALABAMA TO THEBEST OF MY KNOWLEDGE, INFORMATION, AND BELIEF.COMMENCE AT THE NORTHEAST CORNER OF SECTION 17, TOWNSHIP 7 SOUTH,RANGE 2 EAST, BALDWIN COUNTY, ALABAMA AND RUN THENCE SOUTH 00DEGREES 18 MINUTES 35 SECONDS WEST, A DISTANCE OF 2020.15 FEET TO APOINT; THENCE RUN NORTH 89 DEGREES 22 MINUTES 47 SECONDS WEST, ADISTANCE OF 40.00 FEET TO A CAPPED REBAR (FAIRHOPE) ON THE WESTRIGHT OF WAY OF GREENO ROAD; CONTINUE THENCE NORTH 89 DEGREES 22MINUTES 47 SECONDS WEST, A DISTANCE OF 326.49 FEET TO A CAPPEDREBAR (SE CIVIL) FOR THE POINT OF BEGINNING; THENCE RUN SOUTH 00DEGREES 18 MINUTES 37 SECONDS WEST, A DISTANCE OF 651.24 FEET TO ACAPPED REBAR (SE CIVIL); THENCE RUN SOUTH 89 DEGREES 51 MINUTES 49SECONDS WEST, A DISTANCE OF 2258.70 FEET TO A CAPPED REBAR (SECIVIL) ON THE EAST RIGHT OF WAY OF BALDWIN COUNTY HIGHWAY 3; THENCERUN NORTH 00 DEGREES 19 MINUTES 08 SECONDS EAST, ALONG SAID EASTRIGHT OF WAY, A DISTANCE OF 1053.36 FEET TO A CAPPED REBAR (SECIVIL); THENCE DEPARTING SAID EAST RIGHT OF WAY, RUN NORTH 89DEGREES 39 MINUTES 06 SECONDS EAST, A DISTANCE OF 1292.26 FEET TO ACAPPED REBAR (FAIRHOPE); THENCE RUN SOUTH 00 DEGREES 17 MINUTES 44SECONDS WEST, A DISTANCE OF 393.46 FEET TO A 1 INCH ANGLE IRON;THENCE RUN NORTH 89 DEGREES 45 MINUTES 49 SECONDS EAST, A DISTANCEOF 821.10 FEET TO A CAPPED REBAR (SE CIVIL); THENCE RUN SOUTH 00DEGREES 02 MINUTES 50 SECONDS WEST, A DISTANCE OF 12.95 FEET TO ACAPPED REBAR (WOODLANDS); THENCE RUN SOUTH 89 DEGREES 22 MINUTES47 SECONDS EAST, A DISTANCE OF 145.08 TO THE POINT OF BEGINNING.TRACT CONTAINS 46.04 ACRES, MORE OR LESS.______________________________________DAVID E DIEHLAL. P.L.S. NO. 26014DATESURVEY NOT VALID WITHOUT ORIGINAL SIGNATURE AND SEAL.MINIMUM FINISHED FLOOR ELEVATIONS SHALL BE15" ABOVE THE HIGHEST GROUND ELEVATION ATPROPOSED BUILDING. SEE FAIRHOPE BUILDINGDEPT. FOR SPECIFIC REQUIREMENT.Civil(251) 990-6566880 HOLCOMB BLVDFAIRHOPE, AL 36532Engineering& SurveyingBAAMA LAHLDE.DIEDAVINO.26014LDESNECIPROFESSIONALUREYVORSLAND 1.THERE MAY BE RECORDED OR UNRECORDED DEEDS, EASEMENTS,RIGHT-OF-WAYS, OR OTHER INSTRUMENTS WHICH COULD AFFECT THEBOUNDARIES OF SAID PROPERTIES.2.THERE WAS NO ATTEMPT TO DETERMINE THE EXISTENCE, LOCATION, OREXTENT OF ANY SUB-SURFACE FEATURES.3.THE LINES REPRESENTING THE CENTERLINE AND RIGHT-OF-WAYS OF THESTREETS ARE SHOWN FOR VISUAL PURPOSES ONLY AND WERE NOTSURVEYED UNLESS RIGHT-OF-WAY MONUMENTATION IS ALSO SHOWN.4.SURVEY WAS CONDUCTED ON, AND IS RECORDED IN ANELECTRONIC FIELD BOOK.5.BEARINGS AND DISTANCES SHOWN HEREON WERE "COMPUTED" FROM ACTUALFIELD TRAVERSES, AND ARE BASED ON STATE PLANE GRID, ALABAMA WESTZONE USING GPS OBSERVATIONS.6.ELEVATIONS SHOWN HEREON ARE RELATED TO MEAN SEA LEVEL, BASED ONN.A.V.D. 1988 DATUM.7.NO TITLE SEARCH OR REPORT WAS PROVIDED FOR THIS SURVEY.8.THIS SURVEY HAS BEEN COMPLETED IN ACCORDANCE WITH THEREQUIREMENTS OF THE STANDARDS OF PRACTICE FOR SURVEYING IN THESTATE OF ALABAMA, EFFECTIVE JANUARY 1, 2017.PROPERTY IS UNZONED PER BALDWIN COUNTYPLANNING DISTRICT 17.OCTOBER 2020= WIRE FENCE= REBAR FOUND (NO CAP)RBF= CAPPED REBAR SET (SE CIVIL)(A & R)= ACTUAL & RECORD BEARING/DISTANCE= BUILDING SETBACK LINE= CAPPED REBAR FOUNDCRF= GUY WIRE= UTILITY POLE= CRIMP TOP IRON FOUNDCTIF= CONCRETE MONUMENT FOUNDCMF= OPEN END PIPE FOUNDOEPF(R)= RECORD BEARING/DISTANCE= OVERHEAD POWER LINE= WOOD FENCE= PROPOSED FIRE HYDRANTTHE UNDERSIGNED, AS AUTHORIZED BY CONNEXION TECHNOLOGIES HEREBYAPPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME IN THEPROBATE OFFICE OF BALDWIN COUNTY, ALABAMA, THIS ____ DAY OF_____________, 20____.___________________________________________AUTHORIZED REPRESENTATIVETHE UNDERSIGNED, AS AUTHORIZED BY BALDWIN EMC HEREBY APPROVESTHE WITHIN PLAT FOR THE RECORDING OF SAME IN THE PROBATE OFFICEOF BALDWIN COUNTY, ALABAMA, THIS ____ DAY OF _____________,20____.________________________________________________AUTHORIZED REPRESENTATIVETHE UNDERSIGNED, AS AUTHORIZED BY THE CITY OF FAIRHOPE UTILITIESHEREBY APPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME INTHE PROBATE OFFICE OF BALDWIN COUNTY, ALABAMA, THIS ____ DAYOF ______________, 20____.________________________________________________AUTHORIZED REPRESENTATIVETHE UNDERSIGNED, AS AUTHORIZED BY E-911 BOARD HEREBY APPROVES THEROAD NAMES AS DEPICTED ON THE WITHIN PLAT AND HEREBY APPROVES THEWITHIN PLAT FOR THE RECORDING OF SAME IN THE PROBATE OFFICE OFBALDWIN COUNTY, ALABAMA, THIS ____ DAY OF _____________,20____.________________________________________________AUTHORIZED REPRESENTATIVESTATE OF ALABAMACOUNTY OF BALDWINI,_____________, NOTARY PUBLIC IN AND FOR SAID COUNTY, INSAID STATE, HEREBY CERTIFY THAT THE ABOVE, WHOSE NAME AS______________ OF THE LANDS PLATTED HEREON IS SIGNED TOTHE FOREGOING INSTRUMENT, AND WHO IS KNOWN TO ME,ACKNOWLEDGED BEFORE ME ON THIS DAY THAT, BEING INFORMED OFTHE CONTENT OF THE INSTRUMENT, AND AS SUCH OFFICER AND WITHFULL AUTHORITY, EXECUTED THE SAME VOLUNTARILY.GIVEN UNDER MY HAND AND OFFICIAL SEAL THE ____ DAYOF_____________, 20____.____________________________________________NOTARY PUBLICMY COMMISSION EXPIRESTHE UNDERSIGNED, AS COUNTY ENGINEER OF BALDWIN COUNTY, ALABAMA,HEREBY APPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME INTHE PROBATE OFFICE OF BALDWIN COUNTY, ALABAMA.DATED THIS ____DAY OF_________________, 20____.________________________________________________COUNTY ENGINEERTHIS PLAT HAS BEEN SUBMITTED TO AND CONSIDERED BY THE CITY PLANNINGCOMMISSION OF FAIRHOPE, ALABAMA, AND IS APPROVED BY SUCH COMMISSION.THE CITY OF FAIRHOPE PLANNING COMMISSIONBY:________________________DATE:___________________SECRETARYI, THE UNDERSIGNED, A REGISTERED ENGINEER IN THE STATE OF ALABAMAHOLDING LICENSE NUMBER 35618, HEREBY CERTIFY THAT I HAVE DESIGNED THEWITHIN IMPROVEMENTS IN CONFORMITY WITH APPLICABLE CODES AND LAWS ANDWITH THE PRINCIPALS OF GOOD ENGINEERING PRACTICE. I FURTHER CERTIFY THATI HAVE OBSERVED THE CONSTRUCTION OF THE WITHIN IMPROVEMENTS, THAT THESAME CORFORMS TO MY DESIGN, THAT THE WITHIN IS A TRUE AND ACCURATEREPRESENTATION OF IMPROVEMENTS AS INSTALLED AND THAT SAIDIMPROVEMENTS ARE HEREBY RECOMMENDED FOR ACCEPTANCE BY THE CITY OFFAIRHOPE, ALABAMA.______________________________PROJECT ENGINEER________________DATEFAIRHOPE DOWNSPLANS WHICH ARE CERTIFIED CONSIST OF PAGE ____ THRU _____,EACH OF WHICH BEARS MY SEAL AND SIGNATURE.THE UNDERSIGNED, AS AUTHORIZED BY THE CITY OF FAIRHOPE UTILITIESHEREBY APPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME INTHE PROBATE OFFICE OF BALDWIN COUNTY, ALABAMA, THIS ____ DAYOF ______________, 20____.________________________________________________AUTHORIZED REPRESENTATIVEPROPERTY LIES IN FLOOD ZONE "X" ASSCALED FROM FLOOD INSURANCE RATEMAP NUMBERS 01003C0759M AND01003C0767M, COMMUNITY NUMBER015000, PANELS 0759 & 767, SUFFIX"M", DATED APRIL 19, 2019.FLOOD STATEMENT1. FOR THE LOCATION OF ALL UTILITIES, SEE CONSTRUCTION PLANS.2. STORMWATER DETENTION AREAS, COMMON AREAS, DRAINAGE EASEMENTS AND THE100 FOOT STREAM BUFFER ARE NOT THE RESPONSIBILITY OF CITY OF FAIRHOPE ORBALDWIN COUNTY TO MAINTAIN.3. ALL UTILITIES WILL BE CONSTRUCTED UNDERGROUND.4. THERE IS DEDICATED HEREWITH A 10 FOOT DRAINAGE/UTILITY EASEMENT ON ALLLOT LINES ADJACENT TO RIGHT-OF-WAYS AND A 10 FOOT (5 FEET EACH SIDE)UTILITY EASEMENT ALONG ALL SIDE LOT LINES, AND 10 FOOT UTILITY EASEMENT ALONGCOMMON AREA R.O.W.S.5. FENCES AND/OR ACCESSORY STRUCTURES ARE NOT ALLOWED IN DRAINAGE ORUTILITY EASEMENTS.6. ALL ACCESS STREETS TO ADJACENT PROPERTIES THAT ARE NOT CONNECTED ATTHE TIME OF THE IMPROVEMENTS SHALL BE POSTED WITH A STOP SIGN BLANKREADING "FUTURE THROUGH STREET". THESE SIGNS SHALL BE POSTED BY THESUBDIVIDER.7. MINIMUM FINISHED FLOOR ELEVATION SHALL BE 15" ABOVE THE HIGHEST GROUNDELEVATION 10 FEET OUTSIDE OF BUILDING. SEE THE FAIRHOPE BUILDING DEPARTMENTFOR SPECIFIC REQUIREMENT.8. NO PERMANENT STRUCTURES, FENCES, OR POOLS ARE ALLOWED WITHIN THE 100 FT.STREAM BUFFER.9. THE ONLY ALLOWED USES OF THE WETLAND BUFFER SHALL BE PER THE CITY OFFAIRHOPE SUBDIVISION REGULATIONS ARTICLE V SECTION F 4. STREAM B.10. NO SODDING OF WETLANDS BUFFER SHALL TAKE PLACE.11. WETLAND BUFFER LOCATIONS EVERY 100 FEET SHALL BE CLEARLY DELINEATED ONALL GRADING PLANS, SUBDIVISION PLATS, SITE PLANS AND ANY OTHER DEVELOPMENTPLANS. THE OUTSIDE LIMIT OF THE BUFFER MUST BE CLEARLY MARKED ON-SITE WITHPERMANENT SIGNS PLACED EVERY 100 FEET (23 SIGNS TOTAL), PRIOR TO ANY LANDDISTURBANCE ACTIVITIES.12. THERE IS DEDICATED HEREWITH A 15 FOOT DRAINAGE EASEMENT ON THE REAR OFALL LOTS AND 15 FOOT (7.5 FEET EACH SIDE) ALONG ALL SIDE LOT LINES.13. ALL 20 FOOT COMMON AREA STRIPS BETWEEN LOTS AND ALONG EXTERIORBOUNDARIES SHALL BE USED FOR MAINTENANCE ACCESS TO STORM WATER FACILITIES.THE UNDERSIGNED, AS AUTHORIZED BY THE CITY OF FAIRHOPE UTILITIESHEREBY APPROVES THE WITHIN PLAT FOR THE RECORDING OF SAME INTHE PROBATE OFFICE OF BALDWIN COUNTY, ALABAMA, THIS ____ DAYOF ______________, 20____.________________________________________________AUTHORIZED REPRESENTATIVEI/WE ___________________________________________, ASPROPRIETOR(S), HAVE CAUSED THE LAND EMBRACED IN THE WITHIN PLATTO BE SURVEYED, LAID OUT AND PLATTED TO BE KNOWN AS FAIRHOPEDOWNS, A PART OF SECTION 17, TOWNSHIP 7 SOUTH, RANGE 2 EAST,BALDWIN COUNTY, ALABAMA, AND THAT THE STREETS, AS SHOWN ON SAIDPLAT ARE HEREBY DEDICATED TO THE USE OF THE PUBLIC, OR PRIVATEUSE AS NOTED, TOGETHER WITH SUCH RESTRICTIONS AND CONVENTSNOTED BELOW OR ATTACHED IN A SEPARATE LEGAL DOCUMENT.DATED THIS___________DAY OF_____________________.__________________________________________________________________________________________CERTIFICATION OF OWNERSHIP AND DEDICATION:13398132432Point ClearCA4.9CLUBPOLOCLEARPOINTChurchBayside(MUNICIPAL)AIRPORTFAIRHOPEALTSCENICChurchBarnwellBarnwellhcnarByekruTelohretaW 201918171615109876543313842989815,988 SFNONE4,601LFCITY OF FAIRHOPECITY OF FAIRHOPEBALDWIN EMCAT&T46.04 AC39,388 SF15,000 SF30 FEET30 FEET10 FEET20 FEETREQUIRED SETBACKS:ELECTRIC SERVICE:TELEPHONE SERVICE:LIN. FT. STREETS:CURRENT ZONING:REAR:WATER SERVICE:SEWER SERVICE:SIDE STREET:FRONT:TOTAL AREA:COMMON AREAS:LARGEST SF LOT:SMALLEST LOT:SITE DATAAVG LOT:15,000 SFMINIMUM LOT:64TOTAL LOTS:1.38 / AC.DENSITY:17.08 AC (37%)SIDE:ASPHALT WIDTH:18 FEETCURBING:2.5 FEET VALLEY GUTTER*ALL STREETS TO BE PUBLIC/COUNTYMAINTAINED UPON THE INSPECTIONSIDEWALK: 5 FEETAND ACCEPTANCE OF THE ROADS*01002000100200ESPLANADE COMMUNITIESPROJ MGROFSHEETFILEPROJECTSCALEDED11202007911"=100'CHKD.DEDDRAWNRDCPRELIMINARY PLATSURVEYOR'S CERTIFICATESURVEYOR'S NOTESLEGEND:FairhopeDownsCERTIFICATE OF APPROVAL BY AT&T:(TELEPHONE)CERTIFICATE OF APPROVAL BY BALDWIN EMC:(ELECTRIC)CITY OF FAIRHOPE UTILITIES (WATER):CERTIFICATE OF APPROVAL BYCERTIFICATE OF APPROVAL BY THE E-911 ADDRESSING:ACKNOWLEDGMENT OF DEDICATION:ENGINEER'S CERTIFICATECERTIFICATE OF APPROVAL BY THE FAIRHOPE PLANNING COMMISSIONCERTIFICATE OF APPROVAL BY THE COUNTY ENGINEERCITY OF FAIRHOPE UTILITIES (GAS):CERTIFICATE OF APPROVAL BYVICINITY MAP1 Inch = 1 MileSITE*MINIMUM FINISHED FLOOR ELEVATIONS*GENERAL NOTES:MAY 14, 202120200791 PRELIM SEWERCITY OF FAIRHOPE UTILITIES (SEWER):CERTIFICATE OF APPROVAL BYGREEN SPACE DENSITY CALCULATION46.04TOTAL GROSS ACRES-9.70ROW, DETENTION, WETLANDS36.34 ACRES64/36.34 = 1.76 UNITS PER ACRE10% REQ'D (4.6 AC.)QUALIFYING GREEN SPACE CALCULATION9.08UPLAND AREAS0.5030% OF PONDS9.58TOTAL ACRES (21% OF TOTAL SITE)Owner:Amzi & Eileen Sherling14420 Co. Rd. 3Fairhope, AL 36532Parcel Numbers:PN: 05-56-04-17-0-000-012.002PN: 05-56-04-17-0-000-013.000Developer:Esplanade Communities of Florida, LLC3000 Gulf Breeze ParkwayGulf Breeze, Fl 32563PN: 05-56-04-17-0-000-013.001PN: 05-56-04-17-0-000-013.002PN: 05-56-04-17-0-000-013.003PN: 05-56-04-17-0-000-013.004PN: 05-56-04-17-0-000-013.005PN: 05-56-04-17-0-000-013.006LJ -----Mt • _, 'lli "' ' I ' I ' I ' I ' I ' I ' I ' I ' I ' I ' I 0'5·2O-Z.02I LJ l_J ~ L.r-JLJ ---------------~ ' LJ I I I I I I I I I I I I I I I I I I I I I ~ 'i-, -----: -...... ', ~-' I ,~ ....._ ....._ I '\~ '-i-, I \ I ' I \ I \' I * I I I I I s 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 Table of Contents General Information ......................................................................................................................1 Drainage Conditions ......................................................................................................................1 Hydraulic Analysis .........................................................................................................................1 Summary of Results .......................................................................................................................2 Appendix A .....................................................................................................................................3 Vicinity & Drainage Maps .................................................................................................... Appendix B .....................................................................................................................................4 HydroCAD Report ................................................................................................................. Appendix C .....................................................................................................................................5 StormCAD Report Tables ...................................................................................................... Appendix D .....................................................................................................................................6 Soil Information ..................................................................................................................... 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 1 | Page PROJECT DESCRIPTION Fairhope Downs includes (64) residential houses located in Fairhope, Alabama and Baldwin County jurisdiction. The project site contains approximately 44.40 acres. The site is in Section 17 of Township 7 South, Range 2 East and is on the east side of CR-3 approximately 0.34 miles south of CR-24. The terrain of the site falls from west to east and discharges into an existing stream, with elevations ranging from 76 ft to 56 ft. The site is mixed with farmland and a wooded Grady pond. The Grady pond currently collects stormwater from the central part of the site. As it fills up, it overflows and discharges towards the east of the property and ultimately discharges into the creek. The Grady pond is to be left undisturbed with the exception of an outfall constructed directly outside the delineated wetland line in order to ensure no roadway or house flooding occurs. A map showing the vicinity can be seen in Appendix A. Water will be collected in a series of inlets and underground drainage. The underground drainage will discharge into one (1) proposed pond on the east side of the property. The rear side of the interior lots will surface drain into the existing Grady pond. No additional stormwater is directed towards the Grady pond as it currently exists. The Grady pond will discharge through two (2) culverts that discharge into the proposed pond. This pond is a wet retention pond that will discharge into the stream on the east end of the property. PROPOSED HYDRAULIC ANALYSIS The SCS method for runoff estimation was used to develop the detention calculations for the project. NOAA has published depth curves specific to this area and the 2, 5, 10, 25, 50 and 100-year, 24-hour storm events were utilized in the drainage calculations for this site. The existing GIS contours along with field verified elevations for the area are used to determine the size of the drainage basin. A copy of the Drainage Map can be found in Appendix A. The drainage basin area is then plotted on the USDA Web Soil Survey to determine the soil characteristics. Soil surveys are made to provide information about the soils within the drainage area. They include a description of the soil types, their location, and tables that show soil properties and limitations affecting various uses. TR-20 presents a simplified procedure for estimating runoff and peak discharges in small watersheds. Using this procedure, the SCS Curve number method along with the information gained in the soil report, runoff is able to be estimated. The soil information for the site can be found in Appendix D. The time of concentration (Tc) was also necessary for the flow estimate. This value was estimated using the grade change from the most remote point of the drainage area to the location of the proposed inlet or pipe. This grade change and the total travel length can be applied to the TR-55 method to calculate the time of concentration. The TR-55 method computes travel time for each type of flow that is present, sheet flow, shallow concentrated flow or channel flow. HydroCAD utilizes the composite runoff curve number and the area of the drainage basin to determine the outflow of the drainage basin. A twenty-four-hour rainfall intensity for a two, five, ten, twenty-five, fifty, and one-hundred-year return storm event was applied to the drainage areas to determine the flow. The software was used to determine the flow exiting the drainage basin and entering the proposed detention pond for pre- and post-development scenarios. HydroCad analysis for the site can be found in Appendix B. StormCAD was used to analyze the closed drainage systems for the proposed project. A 25-year return period was used for design. Curbs and gutters channel storm water from the roadways; the storm water is then collected into wing inlets and yard inlets, which eventually is piped to the proposed stormwater ponds. 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 2 | Page Pond outfall structures will be installed in the pond and discharge into the existing discharge point at a controlled rate less than the pre-developed rate. StormCAD analysis for the site can be found in Appendix C. According to our post developed calculations, there will be no adverse effects from our development. SUMMARY OF RESULTS Analysis determined that the proposed detention pond is adequate to effectively handle and store the peak post-development flows observed during a two, five, ten, twenty-five, fifty, and one-hundred-year return events. Please see HydroCad summary in Appendix B showing the pre-developed flow rates and post- developed flow rates for the 2, 5, 10, 25, 50 & 100-year storm events and the associated high-water elevations. A brief summary of the pre vs. post development discharge rates for the project may be seen below. WATER QUALITY CALCULATIONS A = Area of the Site = 44.4 acres I = Percentage of Imperviousness = 29.88% P = Rainfall treatment depth = 1.8 inches Rv = Runoff coefficient WQv = Water quality treatment volume Rv = 0.015 + 0.0092I = 0.015 + 0.0092 (29.88) = 0.289 WQv = P * Rv * A/12 = 1.8 inches * 0.289 * 44.4 / 12 = 1.924 ac-ft = 83,810 ft3 The water quality volume is provided within the Wet Pond Storage in Pond 2. The primary overflow orifice for the pond is set at an elevation of 57.00. The volume of the wet pond between an elevation of 53.00 feet and 57.00 feet is 238,963 ft3. TSS REMOVAL FLOWRATES(cfs)PRE(TOTALDISCHARGE)POST(POND2)POST(TOTALDISCHARGE)HW (POND2) 2YEAR 49.53 31.85 34.05 59.09 5YEAR 80.50 52.72 59.52 59.80 10YEAR 111.20 83.00 88.75 60.35 25YEAR 161.12 137.43 148.08 60.97 50YEAR 208.23 182.41 199.19 61.35 100YEAR 258.22 228.31 251.74 61.69 PONDTOP ͲͲ Ͳ62.00 t t t 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 3 | Page The total suspended solids will be treated by the wet pond. Per the Subdivision Regulations, wet ponds have an 80% TSS removal efficiency. DOWNSTREAM ANALYSIS The site discharges into a natural drainageway that leads to Turkey Branch. At the point where the run- off from our site enters the existing draw, the upstream drainage basin is approximately 1,094 acres. Our site is approximately 44.4 acres. Our site is 4.06% of the drainage basin at that point, which is less than 10%, which is the typical threshold for downstream analysis. 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 4 | Page APPENDIX A VICINITY & DRAINAGE MAPS VICINITY MAP N.T.S. SITE Point Clear I ••:,_ - -...:.:•=-r I I I I ~ I I I I I I I I --+--- 8 ◊ 4 FAIRHOPE AIRPORT (MUNICIPAL) : l~~~B~a~rn~:w~e~l,~111~~ ALT Barnwell ... I Chur~h~.( I --.J' ) 15 SHEETPRE20200791JDLDRAWN:DATE:SCALE:JOB No.:01/26/211"=80'SEALAFFIXREVISIONDATEPRE-DRAINAGE AREA MAPCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365673200408016080 SCALETO EXISTING BASINTO EXISTING BYPASSTO EXISTING BYPASSI / J / I I I I / I / / SHEETPOST20200791JDLDRAWN:DATE:SCALE:JOB No.:04/19/211"=80'SEALAFFIXREVISIONDATEPOST-DRAINAGE AREA MAPCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566Fairhope DownsSubdivisionFairhope, Alabama 365323200408016080 SCALETO EXISTING BASINTO PROPOSED PONDTO PROPOSED PONDTO PROPOSED PONDTO STILLING BASINz:::::s ~:llll . .I ✓ ~~ I -~I ~ :1 ~_j /// !t /~ ___ ,,,✓ ,,,,,,✓ ~ iI}/ -1 _ _,,,,,,,,,,, f ---/'t ~ 1/ --7 ~ !T / / A: i, I I z I I / / / ~~ I -• -----::✓ ~ ,I .--/ I ' / I I / / / , I 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 5 | Page APPENDIX B HYDROCAD REPORT 4S Pond Bypass 5S Existing Bypass 6S To Pond #2 9S To Existing Pond 13S To Pond #1 7P Pond #2 Outfall 10P Existing Pond Outfall 11P Pond #1 Outfall 8L Total Post Discharge 11L Total Pre Discharge Routing Diagram for 20200791-HydroCAD-REV 3 Prepared by {enter your company name here}, Printed 5/18/2021 HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 2 yr Type III 24-hr Default 24.00 1 5.95 2 2 5 yr Type III 24-hr Default 24.00 1 7.56 2 3 10 yr Type III 24-hr Default 24.00 1 9.10 2 4 25 yr Type III 24-hr Default 24.00 1 11.50 2 5 50 yr Type III 24-hr Default 24.00 1 13.70 2 6 100 yr Type III 24-hr Default 24.00 1 16.00 2 20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 3.970 98 49.5 Houses (Assume 3,500 sf each) (6S) 0.480 98 6 Houses (Assume 3,500 sf each) (4S) 0.680 98 8.5 Houses (Assume 3,500 sf each) (13S) 30.770 61 >75% Grass cover, Good, HSG B (4S, 6S, 13S) 6.600 98 Existing Pond Water (9S, 13S) 6.800 39 Pasture/grassland/range, Good, HSG A (5S) 24.500 61 Pasture/grassland/range, Good, HSG B (5S, 9S) 9.600 74 Pasture/grassland/range, Good, HSG C (5S, 9S) 0.200 80 Pasture/grassland/range, Good, HSG D (5S) 0.290 98 Roads/Sidewalk (4S) 3.370 98 Roads/Sidewalks (6S) 1.540 100 Wet Pond (6S) 88.800 68 TOTAL AREA 20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 6.800 HSG A 5S 55.270 HSG B 4S, 5S, 6S, 9S, 13S 9.600 HSG C 5S, 9S 0.200 HSG D 5S 16.930 Other 4S, 6S, 9S, 13S 88.800 TOTAL AREA 20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchm Numbers 0.000 0.000 0.000 0.000 3.970 3.970 49.5 Houses (Assume 3,500 sf each) 0.000 0.000 0.000 0.000 0.480 0.480 6 Houses (Assume 3,500 sf each) 0.000 0.000 0.000 0.000 0.680 0.680 8.5 Houses (Assume 3,500 sf each) 0.000 30.770 0.000 0.000 0.000 30.770 >75% Grass cover, Good 0.000 0.000 0.000 0.000 6.600 6.600 Existing Pond Water 6.800 24.500 9.600 0.200 0.000 41.100 Pasture/grassland/range, Good 0.000 0.000 0.000 0.000 0.290 0.290 Roads/Sidewalk 0.000 0.000 0.000 0.000 3.370 3.370 Roads/Sidewalks 0.000 0.000 0.000 0.000 1.540 1.540 Wet Pond 6.800 55.270 9.600 0.200 16.930 88.800 TOTAL AREA 20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 11P 68.00 54.00 170.0 0.0824 0.013 24.0 0.0 0.0 Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.560 ac 13.85% Impervious Runoff Depth>2.39"Subcatchment 4S: Pond Bypass Flow Length=689' Tc=16.2 min CN=66 Runoff=11.16 cfs 1.110 af Runoff Area=26.900 ac 0.00% Impervious Runoff Depth>1.78"Subcatchment 5S: Existing Bypass Flow Length=1,302' Tc=47.3 min CN=59 Runoff=23.86 cfs 3.997 af Runoff Area=28.800 ac 30.83% Impervious Runoff Depth>3.03"Subcatchment 6S: To Pond #2 Flow Length=2,365' Tc=26.7 min CN=73 Runoff=61.01 cfs 7.273 af Runoff Area=17.500 ac 18.86% Impervious Runoff Depth>2.74"Subcatchment 9S: To Existing Pond Flow Length=776' Tc=35.5 min CN=70 Runoff=29.39 cfs 4.001 af Runoff Area=10.040 ac 39.64% Impervious Runoff Depth>3.32"Subcatchment 13S: To Pond #1 Flow Length=426' Tc=29.8 min CN=76 Runoff=22.26 cfs 2.776 af Peak Elev=59.09' Storage=3.470 af Inflow=75.17 cfs 10.011 afPond 7P: Pond #2 Outfall Outflow=31.85 cfs 9.460 af Peak Elev=70.33' Storage=3.733 af Inflow=29.39 cfs 4.001 afPond 10P: Existing Pond Outfall Outflow=25.70 cfs 3.441 af Peak Elev=70.17' Storage=3.262 af Inflow=22.26 cfs 2.776 afPond 11P: Pond #1 Outfall Outflow=18.19 cfs 2.738 af Inflow=34.05 cfs 10.570 afLink 8L: Total Post Discharge Primary=34.05 cfs 10.570 af Inflow=49.53 cfs 7.437 afLink 11L: Total Pre Discharge Primary=49.53 cfs 7.437 af Total Runoff Area = 88.800 ac Runoff Volume = 19.156 af Average Runoff Depth = 2.59" 80.93% Pervious = 71.870 ac 19.07% Impervious = 16.930 ac Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Pond Bypass Runoff = 11.16 cfs @ 12.24 hrs, Volume= 1.110 af, Depth> 2.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=5.95" Area (ac) CN Description * 0.290 98 Roads/Sidewalk * 0.480 98 6 Houses (Assume 3,500 sf each) 4.790 61 >75% Grass cover, Good, HSG B 5.560 66 Weighted Average 4.790 86.15% Pervious Area 0.770 13.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 225 0.0200 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 1.2 163 0.0120 2.22 Shallow Concentrated Flow, Shallow-Roads Paved Kv= 20.3 fps 0.2 48 0.0033 4.43 13.74 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 227 0.0030 4.23 13.11 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.1 26 0.0038 5.60 27.44 Channel Flow, 22.5" x 36.25" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 16.2 689 Total Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Subcatchment 4S: Pond Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2 yr Rainfall=5.95" Runoff Area=5.560 ac Runoff Volume=1.110 af Runoff Depth>2.39" Flow Length=689' Tc=16.2 min CN=66 11.16 cfs @ 12.24 hrs I □ Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 10HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment 5S: Existing BypassRunoff = 23.86 cfs @ 12.71 hrs, Volume= 3.997 af, Depth> 1.78"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 2 yr Rainfall=5.95"Area (ac) CN Description 6.800 39 Pasture/grassland/range, Good, HSG A 12.600 61 Pasture/grassland/range, Good, HSG B 7.300 74 Pasture/grassland/range, Good, HSG C 0.200 80 Pasture/grassland/range, Good, HSG D 26.900 59 Weighted Average 26.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 20.2 1,002 0.0139 0.83 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 47.3 1,302 Total Subcatchment 5S: Existing Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 2 yr Rainfall=5.95" Runoff Area=26.900 ac Runoff Volume=3.997 af Runoff Depth>1.78" Flow Length=1,302' Tc=47.3 min CN=59 23.86 cfs @ 12.71 hrs Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: To Pond #2 [47] Hint: Peak is 541% of capacity of segment #3 [47] Hint: Peak is 659% of capacity of segment #4 [47] Hint: Peak is 376% of capacity of segment #5 [47] Hint: Peak is 335% of capacity of segment #6 [47] Hint: Peak is 202% of capacity of segment #7 [47] Hint: Peak is 154% of capacity of segment #8 [47] Hint: Peak is 156% of capacity of segment #9 Runoff = 61.01 cfs @ 12.38 hrs, Volume= 7.273 af, Depth> 3.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=5.95" Area (ac) CN Description * 3.370 98 Roads/Sidewalks * 3.970 98 49.5 Houses (Assume 3,500 sf each) 19.920 61 >75% Grass cover, Good, HSG B * 1.540 100 Wet Pond 28.800 73 Weighted Average 19.920 69.17% Pervious Area 8.880 30.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 182 0.0055 0.16 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.4 239 0.0065 1.64 Shallow Concentrated Flow, Shallow-Curb Paved Kv= 20.3 fps 0.1 27 0.0092 6.26 11.28 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.1 29 0.0062 5.14 9.26 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.9 286 0.0046 5.23 16.23 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 300 0.0058 5.88 18.22 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 1.0 379 0.0046 6.16 30.19 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.7 315 0.0079 8.07 39.56 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.6 291 0.0077 7.97 39.06 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.5 317 0.0095 10.01 71.07 Channel Flow, 36" Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Area= 7.1 sf Perim= 9.4' r= 0.76' n= 0.012 Concrete pipe, finished 26.7 2,365 Total Subcatchment 6S: To Pond #2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 2 yr Rainfall=5.95" Runoff Area=28.800 ac Runoff Volume=7.273 af Runoff Depth>3.03" Flow Length=2,365' Tc=26.7 min CN=73 61.01 cfs @ 12.38 hrs I □ Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: To Existing Pond Runoff = 29.39 cfs @ 12.51 hrs, Volume= 4.001 af, Depth> 2.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=5.95" Area (ac) CN Description 11.900 61 Pasture/grassland/range, Good, HSG B 2.300 74 Pasture/grassland/range, Good, HSG C * 3.300 98 Existing Pond Water 17.500 70 Weighted Average 14.200 81.14% Pervious Area 3.300 18.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 300 0.0066 0.21 Sheet Flow, Sheet Flow Range n= 0.130 P2= 5.90" 7.0 278 0.0089 0.66 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 4.4 198 0.0227 0.75 Shallow Concentrated Flow, Shallow-Wooded Woodland Kv= 5.0 fps 35.5 776 Total Subcatchment 9S: To Existing Pond Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 2 yr Rainfall=5.95" Runoff Area=17.500 ac Runoff Volume=4.001 af Runoff Depth>2.74" Flow Length=776' Tc=35.5 min CN=70 29.39 cfs @ 12.51 hrs I □ Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: To Pond #1 Runoff = 22.26 cfs @ 12.42 hrs, Volume= 2.776 af, Depth> 3.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=5.95" Area (ac) CN Description * 0.680 98 8.5 Houses (Assume 3,500 sf each) 6.060 61 >75% Grass cover, Good, HSG B * 3.300 98 Existing Pond Water 10.040 76 Weighted Average 6.060 60.36% Pervious Area 3.980 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.7 126 0.0238 0.77 Shallow Concentrated Flow, Wooded Woodland Kv= 5.0 fps 29.8 426 Total Subcatchment 13S: To Pond #1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 2 yr Rainfall=5.95" Runoff Area=10.040 ac Runoff Volume=2.776 af Runoff Depth>3.32" Flow Length=426' Tc=29.8 min CN=76 22.26 cfs @ 12.42 hrs Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: Pond #2 Outfall Inflow Area = 38.840 ac, 33.11% Impervious, Inflow Depth > 3.09" for 2 yr event Inflow = 75.17 cfs @ 12.42 hrs, Volume= 10.011 af Outflow = 31.85 cfs @ 12.97 hrs, Volume= 9.460 af, Atten= 58%, Lag= 33.5 min Primary = 31.85 cfs @ 12.97 hrs, Volume= 9.460 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 59.09' @ 12.97 hrs Surf.Area= 1.781 ac Storage= 3.470 af Plug-Flow detention time= 101.9 min calculated for 9.460 af (95% of inflow) Center-of-Mass det. time= 73.4 min ( 925.3 - 851.9 ) Volume Invert Avail.Storage Storage Description #1 57.00' 9.155 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 57.00 1.540 0.000 0.000 58.00 1.650 1.595 1.595 59.00 1.770 1.710 3.305 60.00 1.890 1.830 5.135 61.00 2.010 1.950 7.085 62.00 2.130 2.070 9.155 Device Routing Invert Outlet Devices #1 Primary 57.00'4.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Primary 59.25'6.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Primary 60.40'16.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=31.83 cfs @ 12.97 hrs HW=59.09' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 31.83 cfs @ 3.80 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 7P: Pond #2 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)59 58 57 Inflow Area=38.840 ac Peak Elev=59.09' Storage=3.470 af 59.09' @ 12.97 hrs 75.17 cfs @ 12.42 hrs 31.85 cfs @ 12.97 hrs Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Existing Pond Outfall Inflow Area = 17.500 ac, 18.86% Impervious, Inflow Depth > 2.74" for 2 yr event Inflow = 29.39 cfs @ 12.51 hrs, Volume= 4.001 af Outflow = 25.70 cfs @ 12.68 hrs, Volume= 3.441 af, Atten= 13%, Lag= 10.2 min Primary = 25.70 cfs @ 12.68 hrs, Volume= 3.441 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.33' @ 12.68 hrs Surf.Area= 3.018 ac Storage= 3.733 af (0.908 af above start) Plug-Flow detention time= 509.2 min calculated for 0.616 af (15% of inflow) Center-of-Mass det. time= 35.3 min ( 896.6 - 861.3 ) Volume Invert Avail.Storage Storage Description #1 68.00' 6.130 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 4.160 3.305 6.130 Device Routing Invert Outlet Devices #1 Primary 70.20'200.0' long x 70.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=25.62 cfs @ 12.68 hrs HW=70.33' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 25.62 cfs @ 0.97 fps) Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 10P: Existing Pond Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Elevation (feet)70.32 70.3 70.28 70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=17.500 ac Peak Elev=70.33' Storage=3.733 af 70.33' @ 12.68 hrs 29.39 cfs @ 12.51 hrs 25.70 cfs @ 12.68 hrs Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 11P: Pond #1 Outfall Inflow Area = 10.040 ac, 39.64% Impervious, Inflow Depth > 3.32" for 2 yr event Inflow = 22.26 cfs @ 12.42 hrs, Volume= 2.776 af Outflow = 18.19 cfs @ 12.61 hrs, Volume= 2.738 af, Atten= 18%, Lag= 11.6 min Primary = 18.19 cfs @ 12.61 hrs, Volume= 2.738 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.17' @ 12.61 hrs Surf.Area= 2.709 ac Storage= 3.262 af (0.437 af above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 20.8 min ( 863.7 - 842.8 ) Volume Invert Avail.Storage Storage Description #1 68.00' 8.245 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 3.980 3.215 6.040 71.50 4.840 2.205 8.245 Device Routing Invert Outlet Devices #1 Primary 68.00'24.0" Round Culvert X 2.00 L= 170.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 68.00' / 54.00' S= 0.0824 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 70.00'110.0' long x 6.0' 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 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=18.16 cfs @ 12.61 hrs HW=70.17' TW=58.81' (Dynamic Tailwater) 1=Culvert (Passes 18.16 cfs of 40.89 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 18.16 cfs @ 0.98 fps) Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 11P: Pond #1 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)24 22 20 18 16 14 12 10 8 6 4 2 0 Elevation (feet)70.16 70.15 70.14 70.13 70.12 70.11 70.1 70.09 70.08 70.07 70.06 70.05 70.04 70.03 70.02 70.01 70 Inflow Area=10.040 ac Peak Elev=70.17' Storage=3.262 af 70.17' @ 12.61 hrs 22.26 cfs @ 12.42 hrs 18.19 cfs @ 12.61 hrs Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: Total Post Discharge Inflow Area = 44.400 ac, 30.70% Impervious, Inflow Depth > 2.86" for 2 yr event Inflow = 34.05 cfs @ 12.93 hrs, Volume= 10.570 af Primary = 34.05 cfs @ 12.93 hrs, Volume= 10.570 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Total Post Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=44.400 ac34.05 cfs @ 12.93 hrs34.05 cfs @ 12.93 hrs D Type III 24-hr 2 yr Rainfall=5.95"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 11L: Total Pre Discharge Inflow Area = 44.400 ac, 7.43% Impervious, Inflow Depth > 2.01" for 2 yr event Inflow = 49.53 cfs @ 12.69 hrs, Volume= 7.437 af Primary = 49.53 cfs @ 12.69 hrs, Volume= 7.437 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 11L: Total Pre Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=44.400 ac49.53 cfs @ 12.69 hrs49.53 cfs @ 12.69 hrs D Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.560 ac 13.85% Impervious Runoff Depth>3.64"Subcatchment 4S: Pond Bypass Flow Length=689' Tc=16.2 min CN=66 Runoff=17.25 cfs 1.686 af Runoff Area=26.900 ac 0.00% Impervious Runoff Depth>2.87"Subcatchment 5S: Existing Bypass Flow Length=1,302' Tc=47.3 min CN=59 Runoff=40.00 cfs 6.428 af Runoff Area=28.800 ac 30.83% Impervious Runoff Depth>4.40"Subcatchment 6S: To Pond #2 Flow Length=2,365' Tc=26.7 min CN=73 Runoff=88.85 cfs 10.559 af Runoff Area=17.500 ac 18.86% Impervious Runoff Depth>4.06"Subcatchment 9S: To Existing Pond Flow Length=776' Tc=35.5 min CN=70 Runoff=43.78 cfs 5.919 af Runoff Area=10.040 ac 39.64% Impervious Runoff Depth>4.73"Subcatchment 13S: To Pond #1 Flow Length=426' Tc=29.8 min CN=76 Runoff=31.67 cfs 3.960 af Peak Elev=59.80' Storage=4.754 af Inflow=110.12 cfs 14.473 afPond 7P: Pond #2 Outfall Outflow=55.78 cfs 13.813 af Peak Elev=70.38' Storage=3.879 af Inflow=43.78 cfs 5.919 afPond 10P: Existing Pond Outfall Outflow=40.84 cfs 5.351 af Peak Elev=70.22' Storage=3.396 af Inflow=31.67 cfs 3.960 afPond 11P: Pond #1 Outfall Outflow=26.71 cfs 3.914 af Inflow=59.52 cfs 15.499 afLink 8L: Total Post Discharge Primary=59.52 cfs 15.499 af Inflow=80.50 cfs 11.778 afLink 11L: Total Pre Discharge Primary=80.50 cfs 11.778 af Total Runoff Area = 88.800 ac Runoff Volume = 28.552 af Average Runoff Depth = 3.86" 80.93% Pervious = 71.870 ac 19.07% Impervious = 16.930 ac Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Pond Bypass [47] Hint: Peak is 125% of capacity of segment #3 [47] Hint: Peak is 132% of capacity of segment #4 Runoff = 17.25 cfs @ 12.23 hrs, Volume= 1.686 af, Depth> 3.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 5 yr Rainfall=7.56" Area (ac) CN Description * 0.290 98 Roads/Sidewalk * 0.480 98 6 Houses (Assume 3,500 sf each) 4.790 61 >75% Grass cover, Good, HSG B 5.560 66 Weighted Average 4.790 86.15% Pervious Area 0.770 13.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 225 0.0200 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 1.2 163 0.0120 2.22 Shallow Concentrated Flow, Shallow-Roads Paved Kv= 20.3 fps 0.2 48 0.0033 4.43 13.74 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 227 0.0030 4.23 13.11 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.1 26 0.0038 5.60 27.44 Channel Flow, 22.5" x 36.25" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 16.2 689 Total Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 25HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSubcatchment 4S: Pond Bypass RunoffHydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)19181716 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr5 yr Rainfall=7.56" Runoff Area=5.560 ac Runoff Volume=1.686 af Runoff Depth>3.64" Flow Length=689' Tc=16.2 min CN=66 17.25 cfs @ 12.23 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 26HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment 5S: Existing BypassRunoff = 40.00 cfs @ 12.68 hrs, Volume= 6.428 af, Depth> 2.87"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 5 yr Rainfall=7.56"Area (ac) CN Description 6.800 39 Pasture/grassland/range, Good, HSG A 12.600 61 Pasture/grassland/range, Good, HSG B 7.300 74 Pasture/grassland/range, Good, HSG C 0.200 80 Pasture/grassland/range, Good, HSG D 26.900 59 Weighted Average 26.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 20.2 1,002 0.0139 0.83 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 47.3 1,302 Total Subcatchment 5S: Existing Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 5 yr Rainfall=7.56" Runoff Area=26.900 ac Runoff Volume=6.428 af Runoff Depth>2.87" Flow Length=1,302' Tc=47.3 min CN=59 40.00 cfs @ 12.68 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: To Pond #2 [47] Hint: Peak is 788% of capacity of segment #3 [47] Hint: Peak is 960% of capacity of segment #4 [47] Hint: Peak is 548% of capacity of segment #5 [47] Hint: Peak is 488% of capacity of segment #6 [47] Hint: Peak is 294% of capacity of segment #7 [47] Hint: Peak is 225% of capacity of segment #8 [47] Hint: Peak is 228% of capacity of segment #9 [47] Hint: Peak is 125% of capacity of segment #10 Runoff = 88.85 cfs @ 12.37 hrs, Volume= 10.559 af, Depth> 4.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 5 yr Rainfall=7.56" Area (ac) CN Description * 3.370 98 Roads/Sidewalks * 3.970 98 49.5 Houses (Assume 3,500 sf each) 19.920 61 >75% Grass cover, Good, HSG B * 1.540 100 Wet Pond 28.800 73 Weighted Average 19.920 69.17% Pervious Area 8.880 30.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 182 0.0055 0.16 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.4 239 0.0065 1.64 Shallow Concentrated Flow, Shallow-Curb Paved Kv= 20.3 fps 0.1 27 0.0092 6.26 11.28 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.1 29 0.0062 5.14 9.26 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.9 286 0.0046 5.23 16.23 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 300 0.0058 5.88 18.22 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 1.0 379 0.0046 6.16 30.19 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.7 315 0.0079 8.07 39.56 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.6 291 0.0077 7.97 39.06 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 28HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC0.5 317 0.0095 10.01 71.07 Channel Flow, 36"Area= 7.1 sf Perim= 9.4' r= 0.76'n= 0.012 Concrete pipe, finished26.7 2,365 Total Subcatchment 6S: To Pond #2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 5 yr Rainfall=7.56" Runoff Area=28.800 ac Runoff Volume=10.559 af Runoff Depth>4.40" Flow Length=2,365' Tc=26.7 min CN=73 88.85 cfs @ 12.37 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 29HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment 9S: To Existing PondRunoff = 43.78 cfs @ 12.50 hrs, Volume= 5.919 af, Depth> 4.06"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 5 yr Rainfall=7.56"Area (ac) CN Description 11.900 61 Pasture/grassland/range, Good, HSG B 2.300 74 Pasture/grassland/range, Good, HSG C * 3.300 98 Existing Pond Water 17.500 70 Weighted Average 14.200 81.14% Pervious Area 3.300 18.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 300 0.0066 0.21 Sheet Flow, Sheet Flow Range n= 0.130 P2= 5.90" 7.0 278 0.0089 0.66 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 4.4 198 0.0227 0.75 Shallow Concentrated Flow, Shallow-Wooded Woodland Kv= 5.0 fps 35.5 776 Total Subcatchment 9S: To Existing Pond Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 5 yr Rainfall=7.56" Runoff Area=17.500 ac Runoff Volume=5.919 af Runoff Depth>4.06" Flow Length=776' Tc=35.5 min CN=70 43.78 cfs @ 12.50 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: To Pond #1 Runoff = 31.67 cfs @ 12.41 hrs, Volume= 3.960 af, Depth> 4.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 5 yr Rainfall=7.56" Area (ac) CN Description * 0.680 98 8.5 Houses (Assume 3,500 sf each) 6.060 61 >75% Grass cover, Good, HSG B * 3.300 98 Existing Pond Water 10.040 76 Weighted Average 6.060 60.36% Pervious Area 3.980 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.7 126 0.0238 0.77 Shallow Concentrated Flow, Wooded Woodland Kv= 5.0 fps 29.8 426 Total Subcatchment 13S: To Pond #1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 5 yr Rainfall=7.56" Runoff Area=10.040 ac Runoff Volume=3.960 af Runoff Depth>4.73" Flow Length=426' Tc=29.8 min CN=76 31.67 cfs @ 12.41 hrs I □ Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: Pond #2 Outfall Inflow Area = 38.840 ac, 33.11% Impervious, Inflow Depth > 4.47" for 5 yr event Inflow = 110.12 cfs @ 12.41 hrs, Volume= 14.473 af Outflow = 55.78 cfs @ 12.86 hrs, Volume= 13.813 af, Atten= 49%, Lag= 27.1 min Primary = 55.78 cfs @ 12.86 hrs, Volume= 13.813 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 59.80' @ 12.86 hrs Surf.Area= 1.866 ac Storage= 4.754 af Plug-Flow detention time= 90.8 min calculated for 13.813 af (95% of inflow) Center-of-Mass det. time= 66.5 min ( 907.4 - 841.0 ) Volume Invert Avail.Storage Storage Description #1 57.00' 9.155 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 57.00 1.540 0.000 0.000 58.00 1.650 1.595 1.595 59.00 1.770 1.710 3.305 60.00 1.890 1.830 5.135 61.00 2.010 1.950 7.085 62.00 2.130 2.070 9.155 Device Routing Invert Outlet Devices #1 Primary 57.00'4.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Primary 59.25'6.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Primary 60.40'16.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=55.73 cfs @ 12.86 hrs HW=59.80' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 49.19 cfs @ 4.40 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 6.54 cfs @ 2.00 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 7P: Pond #2 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)120 110 100 90 80 70 60 50 40 30 20 10 0 Elevation (feet)59 58 57 Inflow Area=38.840 ac Peak Elev=59.80' Storage=4.754 af 59.80' @ 12.86 hrs 110.12 cfs @ 12.41 hrs 55.78 cfs @ 12.86 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Existing Pond Outfall Inflow Area = 17.500 ac, 18.86% Impervious, Inflow Depth > 4.06" for 5 yr event Inflow = 43.78 cfs @ 12.50 hrs, Volume= 5.919 af Outflow = 40.84 cfs @ 12.62 hrs, Volume= 5.351 af, Atten= 7%, Lag= 7.2 min Primary = 40.84 cfs @ 12.62 hrs, Volume= 5.351 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.38' @ 12.62 hrs Surf.Area= 3.099 ac Storage= 3.879 af (1.054 af above start) Plug-Flow detention time= 275.3 min calculated for 2.526 af (43% of inflow) Center-of-Mass det. time= 28.1 min ( 878.3 - 850.2 ) Volume Invert Avail.Storage Storage Description #1 68.00' 6.130 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 4.160 3.305 6.130 Device Routing Invert Outlet Devices #1 Primary 70.20'200.0' long x 70.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=40.71 cfs @ 12.62 hrs HW=70.38' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 40.71 cfs @ 1.13 fps) Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 10P: Existing Pond Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.36 70.34 70.32 70.3 70.28 70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=17.500 ac Peak Elev=70.38' Storage=3.879 af 70.38' @ 12.62 hrs 43.78 cfs @ 12.50 hrs 40.84 cfs @ 12.62 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 35HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 11P: Pond #1 Outfall Inflow Area = 10.040 ac, 39.64% Impervious, Inflow Depth > 4.73" for 5 yr event Inflow = 31.67 cfs @ 12.41 hrs, Volume= 3.960 af Outflow = 26.71 cfs @ 12.58 hrs, Volume= 3.914 af, Atten= 16%, Lag= 10.4 min Primary = 26.71 cfs @ 12.58 hrs, Volume= 3.914 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.22' @ 12.58 hrs Surf.Area= 2.784 ac Storage= 3.396 af (0.571 af above start) Plug-Flow detention time= 384.2 min calculated for 1.087 af (27% of inflow) Center-of-Mass det. time= 19.1 min ( 852.0 - 832.9 ) Volume Invert Avail.Storage Storage Description #1 68.00' 8.245 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 3.980 3.215 6.040 71.50 4.840 2.205 8.245 Device Routing Invert Outlet Devices #1 Primary 68.00'24.0" Round Culvert X 2.00 L= 170.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 68.00' / 54.00' S= 0.0824 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 70.00'110.0' long x 6.0' 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 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=26.64 cfs @ 12.58 hrs HW=70.22' TW=59.52' (Dynamic Tailwater) 1=Culvert (Passes 26.64 cfs of 41.73 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 26.64 cfs @ 1.11 fps) Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 36HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 11P: Pond #1 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Elevation (feet)70.21 70.2 70.19 70.18 70.17 70.16 70.15 70.14 70.13 70.12 70.11 70.1 70.09 70.08 70.07 70.06 70.05 70.04 70.03 70.02 70.01 70 Inflow Area=10.040 ac Peak Elev=70.22' Storage=3.396 af 70.22' @ 12.58 hrs 31.67 cfs @ 12.41 hrs 26.71 cfs @ 12.58 hrs Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 37HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: Total Post Discharge Inflow Area = 44.400 ac, 30.70% Impervious, Inflow Depth > 4.19" for 5 yr event Inflow = 59.52 cfs @ 12.83 hrs, Volume= 15.499 af Primary = 59.52 cfs @ 12.83 hrs, Volume= 15.499 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Total Post Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=44.400 ac59.52 cfs @ 12.83 hrs59.52 cfs @ 12.83 hrs D Type III 24-hr 5 yr Rainfall=7.56"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 38HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 11L: Total Pre Discharge Inflow Area = 44.400 ac, 7.43% Impervious, Inflow Depth > 3.18" for 5 yr event Inflow = 80.50 cfs @ 12.65 hrs, Volume= 11.778 af Primary = 80.50 cfs @ 12.65 hrs, Volume= 11.778 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 11L: Total Pre Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=44.400 ac80.50 cfs @ 12.65 hrs80.50 cfs @ 12.65 hrs D Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 39HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.560 ac 13.85% Impervious Runoff Depth>4.91"Subcatchment 4S: Pond Bypass Flow Length=689' Tc=16.2 min CN=66 Runoff=23.50 cfs 2.275 af Runoff Area=26.900 ac 0.00% Impervious Runoff Depth>4.01"Subcatchment 5S: Existing Bypass Flow Length=1,302' Tc=47.3 min CN=59 Runoff=56.92 cfs 8.990 af Runoff Area=28.800 ac 30.83% Impervious Runoff Depth>5.77"Subcatchment 6S: To Pond #2 Flow Length=2,365' Tc=26.7 min CN=73 Runoff=116.13 cfs 13.843 af Runoff Area=17.500 ac 18.86% Impervious Runoff Depth>5.39"Subcatchment 9S: To Existing Pond Flow Length=776' Tc=35.5 min CN=70 Runoff=58.09 cfs 7.854 af Runoff Area=10.040 ac 39.64% Impervious Runoff Depth>6.14"Subcatchment 13S: To Pond #1 Flow Length=426' Tc=29.8 min CN=76 Runoff=40.83 cfs 5.134 af Peak Elev=60.35' Storage=5.813 af Inflow=144.77 cfs 18.924 afPond 7P: Pond #2 Outfall Outflow=83.00 cfs 18.168 af Peak Elev=70.42' Storage=4.001 af Inflow=58.09 cfs 7.854 afPond 10P: Existing Pond Outfall Outflow=54.90 cfs 7.279 af Peak Elev=70.26' Storage=3.514 af Inflow=40.83 cfs 5.134 afPond 11P: Pond #1 Outfall Outflow=35.21 cfs 5.081 af Inflow=88.75 cfs 20.443 afLink 8L: Total Post Discharge Primary=88.75 cfs 20.443 af Inflow=111.20 cfs 16.269 afLink 11L: Total Pre Discharge Primary=111.20 cfs 16.269 af Total Runoff Area = 88.800 ac Runoff Volume = 38.097 af Average Runoff Depth = 5.15" 80.93% Pervious = 71.870 ac 19.07% Impervious = 16.930 ac Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 40HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Pond Bypass [47] Hint: Peak is 171% of capacity of segment #3 [47] Hint: Peak is 179% of capacity of segment #4 Runoff = 23.50 cfs @ 12.22 hrs, Volume= 2.275 af, Depth> 4.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=9.10" Area (ac) CN Description * 0.290 98 Roads/Sidewalk * 0.480 98 6 Houses (Assume 3,500 sf each) 4.790 61 >75% Grass cover, Good, HSG B 5.560 66 Weighted Average 4.790 86.15% Pervious Area 0.770 13.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 225 0.0200 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 1.2 163 0.0120 2.22 Shallow Concentrated Flow, Shallow-Roads Paved Kv= 20.3 fps 0.2 48 0.0033 4.43 13.74 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 227 0.0030 4.23 13.11 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.1 26 0.0038 5.60 27.44 Channel Flow, 22.5" x 36.25" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 16.2 689 Total Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 41HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Subcatchment 4S: Pond Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)26 25 24 23 22 21 20 19 18 17 16 15 14 13 1211 10 9 8 7 6 5 4 3 2 1 0 Type III 24-hr 10 yr Rainfall=9.10" Runoff Area=5.560 ac Runoff Volume=2.275 af Runoff Depth>4.91" Flow Length=689' Tc=16.2 min CN=66 23.50 cfs @ 12.22 hrs I □ Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 42HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Existing Bypass Runoff = 56.92 cfs @ 12.67 hrs, Volume= 8.990 af, Depth> 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=9.10" Area (ac) CN Description 6.800 39 Pasture/grassland/range, Good, HSG A 12.600 61 Pasture/grassland/range, Good, HSG B 7.300 74 Pasture/grassland/range, Good, HSG C 0.200 80 Pasture/grassland/range, Good, HSG D 26.900 59 Weighted Average 26.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 20.2 1,002 0.0139 0.83 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 47.3 1,302 Total Subcatchment 5S: Existing Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 10 yr Rainfall=9.10" Runoff Area=26.900 ac Runoff Volume=8.990 af Runoff Depth>4.01" Flow Length=1,302' Tc=47.3 min CN=59 56.92 cfs @ 12.67 hrs I □ Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 43HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: To Pond #2 [47] Hint: Peak is 1030% of capacity of segment #3 [47] Hint: Peak is 1255% of capacity of segment #4 [47] Hint: Peak is 716% of capacity of segment #5 [47] Hint: Peak is 637% of capacity of segment #6 [47] Hint: Peak is 385% of capacity of segment #7 [47] Hint: Peak is 294% of capacity of segment #8 [47] Hint: Peak is 297% of capacity of segment #9 [47] Hint: Peak is 163% of capacity of segment #10 Runoff = 116.13 cfs @ 12.37 hrs, Volume= 13.843 af, Depth> 5.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=9.10" Area (ac) CN Description * 3.370 98 Roads/Sidewalks * 3.970 98 49.5 Houses (Assume 3,500 sf each) 19.920 61 >75% Grass cover, Good, HSG B * 1.540 100 Wet Pond 28.800 73 Weighted Average 19.920 69.17% Pervious Area 8.880 30.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 182 0.0055 0.16 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.4 239 0.0065 1.64 Shallow Concentrated Flow, Shallow-Curb Paved Kv= 20.3 fps 0.1 27 0.0092 6.26 11.28 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.1 29 0.0062 5.14 9.26 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.9 286 0.0046 5.23 16.23 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 300 0.0058 5.88 18.22 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 1.0 379 0.0046 6.16 30.19 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.7 315 0.0079 8.07 39.56 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.6 291 0.0077 7.97 39.06 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 44HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC0.5 317 0.0095 10.01 71.07 Channel Flow, 36"Area= 7.1 sf Perim= 9.4' r= 0.76'n= 0.012 Concrete pipe, finished26.7 2,365 Total Subcatchment 6S: To Pond #2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)130 125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 10 yr Rainfall=9.10" Runoff Area=28.800 ac Runoff Volume=13.843 af Runoff Depth>5.77" Flow Length=2,365' Tc=26.7 min CN=73 116.13 cfs @ 12.37 hrs Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 45HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: To Existing Pond Runoff = 58.09 cfs @ 12.49 hrs, Volume= 7.854 af, Depth> 5.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=9.10" Area (ac) CN Description 11.900 61 Pasture/grassland/range, Good, HSG B 2.300 74 Pasture/grassland/range, Good, HSG C * 3.300 98 Existing Pond Water 17.500 70 Weighted Average 14.200 81.14% Pervious Area 3.300 18.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 300 0.0066 0.21 Sheet Flow, Sheet Flow Range n= 0.130 P2= 5.90" 7.0 278 0.0089 0.66 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 4.4 198 0.0227 0.75 Shallow Concentrated Flow, Shallow-Wooded Woodland Kv= 5.0 fps 35.5 776 Total Subcatchment 9S: To Existing Pond Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 10 yr Rainfall=9.10" Runoff Area=17.500 ac Runoff Volume=7.854 af Runoff Depth>5.39" Flow Length=776' Tc=35.5 min CN=70 58.09 cfs @ 12.49 hrs I □ Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 46HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: To Pond #1 Runoff = 40.83 cfs @ 12.41 hrs, Volume= 5.134 af, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=9.10" Area (ac) CN Description * 0.680 98 8.5 Houses (Assume 3,500 sf each) 6.060 61 >75% Grass cover, Good, HSG B * 3.300 98 Existing Pond Water 10.040 76 Weighted Average 6.060 60.36% Pervious Area 3.980 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.7 126 0.0238 0.77 Shallow Concentrated Flow, Wooded Woodland Kv= 5.0 fps 29.8 426 Total Subcatchment 13S: To Pond #1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr 10 yr Rainfall=9.10" Runoff Area=10.040 ac Runoff Volume=5.134 af Runoff Depth>6.14" Flow Length=426' Tc=29.8 min CN=76 40.83 cfs @ 12.41 hrs I □ Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 47HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: Pond #2 Outfall Inflow Area = 38.840 ac, 33.11% Impervious, Inflow Depth > 5.85" for 10 yr event Inflow = 144.77 cfs @ 12.40 hrs, Volume= 18.924 af Outflow = 83.00 cfs @ 12.79 hrs, Volume= 18.168 af, Atten= 43%, Lag= 23.1 min Primary = 83.00 cfs @ 12.79 hrs, Volume= 18.168 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 60.35' @ 12.79 hrs Surf.Area= 1.933 ac Storage= 5.813 af Plug-Flow detention time= 82.3 min calculated for 18.130 af (96% of inflow) Center-of-Mass det. time= 60.7 min ( 893.8 - 833.1 ) Volume Invert Avail.Storage Storage Description #1 57.00' 9.155 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 57.00 1.540 0.000 0.000 58.00 1.650 1.595 1.595 59.00 1.770 1.710 3.305 60.00 1.890 1.830 5.135 61.00 2.010 1.950 7.085 62.00 2.130 2.070 9.155 Device Routing Invert Outlet Devices #1 Primary 57.00'4.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Primary 59.25'6.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Primary 60.40'16.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=82.92 cfs @ 12.79 hrs HW=60.35' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 64.60 cfs @ 4.82 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 18.32 cfs @ 2.77 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 48HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 7P: Pond #2 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Elevation (feet)60 59 58 57 Inflow Area=38.840 ac Peak Elev=60.35' Storage=5.813 af 60.35' @ 12.79 hrs 144.77 cfs @ 12.40 hrs 83.00 cfs @ 12.79 hrs Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 49HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Existing Pond Outfall Inflow Area = 17.500 ac, 18.86% Impervious, Inflow Depth > 5.39" for 10 yr event Inflow = 58.09 cfs @ 12.49 hrs, Volume= 7.854 af Outflow = 54.90 cfs @ 12.60 hrs, Volume= 7.279 af, Atten= 5%, Lag= 6.4 min Primary = 54.90 cfs @ 12.60 hrs, Volume= 7.279 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.42' @ 12.60 hrs Surf.Area= 3.166 ac Storage= 4.001 af (1.176 af above start) Plug-Flow detention time= 205.9 min calculated for 4.444 af (57% of inflow) Center-of-Mass det. time= 24.9 min ( 867.3 - 842.3 ) Volume Invert Avail.Storage Storage Description #1 68.00' 6.130 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 4.160 3.305 6.130 Device Routing Invert Outlet Devices #1 Primary 70.20'200.0' long x 70.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=54.89 cfs @ 12.60 hrs HW=70.42' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 54.89 cfs @ 1.25 fps) Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 50HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 10P: Existing Pond Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)65 60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.4 70.38 70.36 70.34 70.32 70.3 70.28 70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=17.500 ac Peak Elev=70.42' Storage=4.001 af 70.42' @ 12.60 hrs 58.09 cfs @ 12.49 hrs 54.90 cfs @ 12.60 hrs Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 51HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 11P: Pond #1 Outfall Inflow Area = 10.040 ac, 39.64% Impervious, Inflow Depth > 6.14" for 10 yr event Inflow = 40.83 cfs @ 12.41 hrs, Volume= 5.134 af Outflow = 35.21 cfs @ 12.57 hrs, Volume= 5.081 af, Atten= 14%, Lag= 9.6 min Primary = 35.21 cfs @ 12.57 hrs, Volume= 5.081 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.26' @ 12.57 hrs Surf.Area= 2.848 ac Storage= 3.514 af (0.689 af above start) Plug-Flow detention time= 269.2 min calculated for 2.256 af (44% of inflow) Center-of-Mass det. time= 18.0 min ( 843.6 - 825.6 ) Volume Invert Avail.Storage Storage Description #1 68.00' 8.245 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 3.980 3.215 6.040 71.50 4.840 2.205 8.245 Device Routing Invert Outlet Devices #1 Primary 68.00'24.0" Round Culvert X 2.00 L= 170.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 68.00' / 54.00' S= 0.0824 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 70.00'110.0' long x 6.0' 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 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=35.10 cfs @ 12.57 hrs HW=70.26' TW=60.11' (Dynamic Tailwater) 1=Culvert (Passes 35.10 cfs of 42.44 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 35.10 cfs @ 1.23 fps) Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 52HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 11P: Pond #1 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Elevation (feet)70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=10.040 ac Peak Elev=70.26' Storage=3.514 af 70.26' @ 12.57 hrs 40.83 cfs @ 12.41 hrs 35.21 cfs @ 12.57 hrs Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 53HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: Total Post Discharge Inflow Area = 44.400 ac, 30.70% Impervious, Inflow Depth > 5.53" for 10 yr event Inflow = 88.75 cfs @ 12.75 hrs, Volume= 20.443 af Primary = 88.75 cfs @ 12.75 hrs, Volume= 20.443 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Total Post Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=44.400 ac88.75 cfs @ 12.75 hrs88.75 cfs @ 12.75 hrs D Type III 24-hr 10 yr Rainfall=9.10"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 54HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 11L: Total Pre Discharge Inflow Area = 44.400 ac, 7.43% Impervious, Inflow Depth > 4.40" for 10 yr event Inflow = 111.20 cfs @ 12.63 hrs, Volume= 16.269 af Primary = 111.20 cfs @ 12.63 hrs, Volume= 16.269 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 11L: Total Pre Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=44.400 ac111.20 cfs @ 12.63 hrs111.20 cfs @ 12.63 hrs D Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 55HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.560 ac 13.85% Impervious Runoff Depth>7.00"Subcatchment 4S: Pond Bypass Flow Length=689' Tc=16.2 min CN=66 Runoff=33.46 cfs 3.242 af Runoff Area=26.900 ac 0.00% Impervious Runoff Depth>5.93"Subcatchment 5S: Existing Bypass Flow Length=1,302' Tc=47.3 min CN=59 Runoff=85.01 cfs 13.295 af Runoff Area=28.800 ac 30.83% Impervious Runoff Depth>7.97"Subcatchment 6S: To Pond #2 Flow Length=2,365' Tc=26.7 min CN=73 Runoff=159.22 cfs 19.131 af Runoff Area=17.500 ac 18.86% Impervious Runoff Depth>7.54"Subcatchment 9S: To Existing Pond Flow Length=776' Tc=35.5 min CN=70 Runoff=80.88 cfs 10.994 af Runoff Area=10.040 ac 39.64% Impervious Runoff Depth>8.38"Subcatchment 13S: To Pond #1 Flow Length=426' Tc=29.8 min CN=76 Runoff=55.19 cfs 7.011 af Peak Elev=60.97' Storage=7.025 af Inflow=199.86 cfs 26.079 afPond 7P: Pond #2 Outfall Outflow=137.43 cfs 25.183 af Peak Elev=70.47' Storage=4.179 af Inflow=80.88 cfs 10.994 afPond 10P: Existing Pond Outfall Outflow=77.13 cfs 10.408 af Peak Elev=70.34' Storage=3.735 af Inflow=55.19 cfs 7.011 afPond 11P: Pond #1 Outfall Outflow=43.71 cfs 6.948 af Inflow=148.08 cfs 28.425 afLink 8L: Total Post Discharge Primary=148.08 cfs 28.425 af Inflow=161.12 cfs 23.703 afLink 11L: Total Pre Discharge Primary=161.12 cfs 23.703 af Total Runoff Area = 88.800 ac Runoff Volume = 53.673 af Average Runoff Depth = 7.25" 80.93% Pervious = 71.870 ac 19.07% Impervious = 16.930 ac Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 56HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Pond Bypass [47] Hint: Peak is 243% of capacity of segment #3 [47] Hint: Peak is 255% of capacity of segment #4 [47] Hint: Peak is 122% of capacity of segment #5 Runoff = 33.46 cfs @ 12.22 hrs, Volume= 3.242 af, Depth> 7.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=11.50" Area (ac) CN Description * 0.290 98 Roads/Sidewalk * 0.480 98 6 Houses (Assume 3,500 sf each) 4.790 61 >75% Grass cover, Good, HSG B 5.560 66 Weighted Average 4.790 86.15% Pervious Area 0.770 13.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 225 0.0200 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 1.2 163 0.0120 2.22 Shallow Concentrated Flow, Shallow-Roads Paved Kv= 20.3 fps 0.2 48 0.0033 4.43 13.74 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 227 0.0030 4.23 13.11 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.1 26 0.0038 5.60 27.44 Channel Flow, 22.5" x 36.25" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 16.2 689 Total Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 57HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSubcatchment 4S: Pond Bypass RunoffHydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)36343230 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr25 yr Rainfall=11.50" Runoff Area=5.560 ac Runoff Volume=3.242 af Runoff Depth>7.00" Flow Length=689' Tc=16.2 min CN=66 33.46 cfs @ 12.22 hrs Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 58HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Existing Bypass Runoff = 85.01 cfs @ 12.66 hrs, Volume= 13.295 af, Depth> 5.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=11.50" Area (ac) CN Description 6.800 39 Pasture/grassland/range, Good, HSG A 12.600 61 Pasture/grassland/range, Good, HSG B 7.300 74 Pasture/grassland/range, Good, HSG C 0.200 80 Pasture/grassland/range, Good, HSG D 26.900 59 Weighted Average 26.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 20.2 1,002 0.0139 0.83 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 47.3 1,302 Total Subcatchment 5S: Existing Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 25 yr Rainfall=11.50" Runoff Area=26.900 ac Runoff Volume=13.295 af Runoff Depth>5.93" Flow Length=1,302' Tc=47.3 min CN=59 85.01 cfs @ 12.66 hrs Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 59HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: To Pond #2 [47] Hint: Peak is 1412% of capacity of segment #3 [47] Hint: Peak is 1720% of capacity of segment #4 [47] Hint: Peak is 981% of capacity of segment #5 [47] Hint: Peak is 874% of capacity of segment #6 [47] Hint: Peak is 527% of capacity of segment #7 [47] Hint: Peak is 402% of capacity of segment #8 [47] Hint: Peak is 408% of capacity of segment #9 [47] Hint: Peak is 224% of capacity of segment #10 Runoff = 159.22 cfs @ 12.36 hrs, Volume= 19.131 af, Depth> 7.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=11.50" Area (ac) CN Description * 3.370 98 Roads/Sidewalks * 3.970 98 49.5 Houses (Assume 3,500 sf each) 19.920 61 >75% Grass cover, Good, HSG B * 1.540 100 Wet Pond 28.800 73 Weighted Average 19.920 69.17% Pervious Area 8.880 30.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 182 0.0055 0.16 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.4 239 0.0065 1.64 Shallow Concentrated Flow, Shallow-Curb Paved Kv= 20.3 fps 0.1 27 0.0092 6.26 11.28 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.1 29 0.0062 5.14 9.26 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.9 286 0.0046 5.23 16.23 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 300 0.0058 5.88 18.22 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 1.0 379 0.0046 6.16 30.19 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.7 315 0.0079 8.07 39.56 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.6 291 0.0077 7.97 39.06 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 60HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC0.5 317 0.0095 10.01 71.07 Channel Flow, 36"Area= 7.1 sf Perim= 9.4' r= 0.76'n= 0.012 Concrete pipe, finished26.7 2,365 Total Subcatchment 6S: To Pond #2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type III 24-hr 25 yr Rainfall=11.50" Runoff Area=28.800 ac Runoff Volume=19.131 af Runoff Depth>7.97" Flow Length=2,365' Tc=26.7 min CN=73 159.22 cfs @ 12.36 hrs Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 61HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: To Existing Pond Runoff = 80.88 cfs @ 12.49 hrs, Volume= 10.994 af, Depth> 7.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=11.50" Area (ac) CN Description 11.900 61 Pasture/grassland/range, Good, HSG B 2.300 74 Pasture/grassland/range, Good, HSG C * 3.300 98 Existing Pond Water 17.500 70 Weighted Average 14.200 81.14% Pervious Area 3.300 18.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 300 0.0066 0.21 Sheet Flow, Sheet Flow Range n= 0.130 P2= 5.90" 7.0 278 0.0089 0.66 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 4.4 198 0.0227 0.75 Shallow Concentrated Flow, Shallow-Wooded Woodland Kv= 5.0 fps 35.5 776 Total Subcatchment 9S: To Existing Pond Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 25 yr Rainfall=11.50" Runoff Area=17.500 ac Runoff Volume=10.994 af Runoff Depth>7.54" Flow Length=776' Tc=35.5 min CN=70 80.88 cfs @ 12.49 hrs Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 62HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment 13S: To Pond #1Runoff = 55.19 cfs @ 12.40 hrs, Volume= 7.011 af, Depth> 8.38"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 25 yr Rainfall=11.50"Area (ac) CN Description * 0.680 98 8.5 Houses (Assume 3,500 sf each) 6.060 61 >75% Grass cover, Good, HSG B * 3.300 98 Existing Pond Water 10.040 76 Weighted Average 6.060 60.36% Pervious Area 3.980 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.7 126 0.0238 0.77 Shallow Concentrated Flow, Wooded Woodland Kv= 5.0 fps 29.8 426 Total Subcatchment 13S: To Pond #1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 25 yr Rainfall=11.50" Runoff Area=10.040 ac Runoff Volume=7.011 af Runoff Depth>8.38" Flow Length=426' Tc=29.8 min CN=76 55.19 cfs @ 12.40 hrs □ Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 63HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: Pond #2 Outfall Inflow Area = 38.840 ac, 33.11% Impervious, Inflow Depth > 8.06" for 25 yr event Inflow = 199.86 cfs @ 12.39 hrs, Volume= 26.079 af Outflow = 137.43 cfs @ 12.69 hrs, Volume= 25.183 af, Atten= 31%, Lag= 17.8 min Primary = 137.43 cfs @ 12.69 hrs, Volume= 25.183 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 60.97' @ 12.69 hrs Surf.Area= 2.006 ac Storage= 7.025 af Plug-Flow detention time= 72.7 min calculated for 25.130 af (96% of inflow) Center-of-Mass det. time= 53.7 min ( 877.6 - 823.9 ) Volume Invert Avail.Storage Storage Description #1 57.00' 9.155 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 57.00 1.540 0.000 0.000 58.00 1.650 1.595 1.595 59.00 1.770 1.710 3.305 60.00 1.890 1.830 5.135 61.00 2.010 1.950 7.085 62.00 2.130 2.070 9.155 Device Routing Invert Outlet Devices #1 Primary 57.00'4.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Primary 59.25'6.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Primary 60.40'16.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=137.20 cfs @ 12.69 hrs HW=60.97' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 83.16 cfs @ 5.24 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 35.54 cfs @ 3.45 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 18.50 cfs @ 2.04 fps) Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 64HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCPond 7P: Pond #2 Outfall ElevationInflowPrimaryHydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)220210200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Elevation (feet)60 59 58 57 Inflow Area=38.840 acPeak Elev=60.97' Storage=7.025 af 60.97' @ 12.69 hrs199.86 cfs @ 12.39 hrs 137.43 cfs @ 12.69 hrs □ Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 65HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Existing Pond Outfall Inflow Area = 17.500 ac, 18.86% Impervious, Inflow Depth > 7.54" for 25 yr event Inflow = 80.88 cfs @ 12.49 hrs, Volume= 10.994 af Outflow = 77.13 cfs @ 12.58 hrs, Volume= 10.408 af, Atten= 5%, Lag= 5.9 min Primary = 77.13 cfs @ 12.58 hrs, Volume= 10.408 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.47' @ 12.58 hrs Surf.Area= 3.261 ac Storage= 4.179 af (1.354 af above start) Plug-Flow detention time= 160.8 min calculated for 7.583 af (69% of inflow) Center-of-Mass det. time= 22.0 min ( 855.0 - 833.0 ) Volume Invert Avail.Storage Storage Description #1 68.00' 6.130 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 4.160 3.305 6.130 Device Routing Invert Outlet Devices #1 Primary 70.20'200.0' long x 70.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=76.92 cfs @ 12.58 hrs HW=70.47' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 76.92 cfs @ 1.41 fps) Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 66HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 10P: Existing Pond Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.46 70.44 70.42 70.4 70.38 70.36 70.34 70.32 70.3 70.28 70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=17.500 ac Peak Elev=70.47' Storage=4.179 af 70.47' @ 12.58 hrs 80.88 cfs @ 12.49 hrs 77.13 cfs @ 12.58 hrs Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 67HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 11P: Pond #1 Outfall Inflow Area = 10.040 ac, 39.64% Impervious, Inflow Depth > 8.38" for 25 yr event Inflow = 55.19 cfs @ 12.40 hrs, Volume= 7.011 af Outflow = 43.71 cfs @ 12.61 hrs, Volume= 6.948 af, Atten= 21%, Lag= 12.2 min Primary = 43.71 cfs @ 12.61 hrs, Volume= 6.948 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.34' @ 12.61 hrs Surf.Area= 2.964 ac Storage= 3.735 af (0.910 af above start) Plug-Flow detention time= 203.4 min calculated for 4.123 af (59% of inflow) Center-of-Mass det. time= 17.0 min ( 834.0 - 817.0 ) Volume Invert Avail.Storage Storage Description #1 68.00' 8.245 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 3.980 3.215 6.040 71.50 4.840 2.205 8.245 Device Routing Invert Outlet Devices #1 Primary 68.00'24.0" Round Culvert X 2.00 L= 170.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 68.00' / 54.00' S= 0.0824 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 70.00'110.0' long x 6.0' 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 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=43.71 cfs @ 12.61 hrs HW=70.34' TW=60.93' (Dynamic Tailwater) 1=Culvert (Inlet Controls 43.71 cfs @ 6.96 fps) 2=Broad-Crested Rectangular Weir (Passes 43.71 cfs of 52.77 cfs potential flow) Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 68HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 11P: Pond #1 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.32 70.3 70.28 70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=10.040 ac Peak Elev=70.34' Storage=3.735 af 70.34' @ 12.61 hrs 55.19 cfs @ 12.40 hrs 43.71 cfs @ 12.61 hrs Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 69HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: Total Post Discharge Inflow Area = 44.400 ac, 30.70% Impervious, Inflow Depth > 7.68" for 25 yr event Inflow = 148.08 cfs @ 12.66 hrs, Volume= 28.425 af Primary = 148.08 cfs @ 12.66 hrs, Volume= 28.425 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Total Post Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=44.400 ac148.08 cfs @ 12.66 hrs148.08 cfs @ 12.66 hrs D Type III 24-hr 25 yr Rainfall=11.50"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 70HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 11L: Total Pre Discharge Inflow Area = 44.400 ac, 7.43% Impervious, Inflow Depth > 6.41" for 25 yr event Inflow = 161.12 cfs @ 12.62 hrs, Volume= 23.703 af Primary = 161.12 cfs @ 12.62 hrs, Volume= 23.703 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 11L: Total Pre Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=44.400 ac161.12 cfs @ 12.62 hrs161.12 cfs @ 12.62 hrs D Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 71HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.560 ac 13.85% Impervious Runoff Depth>8.98"Subcatchment 4S: Pond Bypass Flow Length=689' Tc=16.2 min CN=66 Runoff=42.78 cfs 4.162 af Runoff Area=26.900 ac 0.00% Impervious Runoff Depth>7.79"Subcatchment 5S: Existing Bypass Flow Length=1,302' Tc=47.3 min CN=59 Runoff=111.88 cfs 17.469 af Runoff Area=28.800 ac 30.83% Impervious Runoff Depth>10.04"Subcatchment 6S: To Pond #2 Flow Length=2,365' Tc=26.7 min CN=73 Runoff=198.88 cfs 24.092 af Runoff Area=17.500 ac 18.86% Impervious Runoff Depth>9.57"Subcatchment 9S: To Existing Pond Flow Length=776' Tc=35.5 min CN=70 Runoff=101.99 cfs 13.956 af Runoff Area=10.040 ac 39.64% Impervious Runoff Depth>10.47"Subcatchment 13S: To Pond #1 Flow Length=426' Tc=29.8 min CN=76 Runoff=68.34 cfs 8.764 af Peak Elev=61.35' Storage=7.795 af Inflow=242.59 cfs 32.785 afPond 7P: Pond #2 Outfall Outflow=182.41 cfs 31.767 af Peak Elev=70.52' Storage=4.333 af Inflow=101.99 cfs 13.956 afPond 10P: Existing Pond Outfall Outflow=97.79 cfs 13.361 af Peak Elev=70.46' Storage=4.122 af Inflow=68.34 cfs 8.764 afPond 11P: Pond #1 Outfall Outflow=45.74 cfs 8.693 af Inflow=199.19 cfs 35.929 afLink 8L: Total Post Discharge Primary=199.19 cfs 35.929 af Inflow=208.23 cfs 30.830 afLink 11L: Total Pre Discharge Primary=208.23 cfs 30.830 af Total Runoff Area = 88.800 ac Runoff Volume = 68.443 af Average Runoff Depth = 9.25" 80.93% Pervious = 71.870 ac 19.07% Impervious = 16.930 ac Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 72HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Pond Bypass [47] Hint: Peak is 311% of capacity of segment #3 [47] Hint: Peak is 326% of capacity of segment #4 [47] Hint: Peak is 156% of capacity of segment #5 Runoff = 42.78 cfs @ 12.22 hrs, Volume= 4.162 af, Depth> 8.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50 yr Rainfall=13.70" Area (ac) CN Description * 0.290 98 Roads/Sidewalk * 0.480 98 6 Houses (Assume 3,500 sf each) 4.790 61 >75% Grass cover, Good, HSG B 5.560 66 Weighted Average 4.790 86.15% Pervious Area 0.770 13.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 225 0.0200 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 1.2 163 0.0120 2.22 Shallow Concentrated Flow, Shallow-Roads Paved Kv= 20.3 fps 0.2 48 0.0033 4.43 13.74 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 227 0.0030 4.23 13.11 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.1 26 0.0038 5.60 27.44 Channel Flow, 22.5" x 36.25" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 16.2 689 Total Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 73HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSubcatchment 4S: Pond Bypass RunoffHydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)46444240 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type III 24-hr50 yr Rainfall=13.70" Runoff Area=5.560 ac Runoff Volume=4.162 af Runoff Depth>8.98" Flow Length=689' Tc=16.2 min CN=66 42.78 cfs @ 12.22 hrs □ Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 74HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Existing Bypass Runoff = 111.88 cfs @ 12.65 hrs, Volume= 17.469 af, Depth> 7.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50 yr Rainfall=13.70" Area (ac) CN Description 6.800 39 Pasture/grassland/range, Good, HSG A 12.600 61 Pasture/grassland/range, Good, HSG B 7.300 74 Pasture/grassland/range, Good, HSG C 0.200 80 Pasture/grassland/range, Good, HSG D 26.900 59 Weighted Average 26.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 20.2 1,002 0.0139 0.83 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 47.3 1,302 Total Subcatchment 5S: Existing Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)125 120 115 110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 50 yr Rainfall=13.70" Runoff Area=26.900 ac Runoff Volume=17.469 af Runoff Depth>7.79" Flow Length=1,302' Tc=47.3 min CN=59 111.88 cfs @ 12.65 hrs I □ Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 75HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: To Pond #2 [47] Hint: Peak is 1764% of capacity of segment #3 [47] Hint: Peak is 2149% of capacity of segment #4 [47] Hint: Peak is 1226% of capacity of segment #5 [47] Hint: Peak is 1091% of capacity of segment #6 [47] Hint: Peak is 659% of capacity of segment #7 [47] Hint: Peak is 503% of capacity of segment #8 [47] Hint: Peak is 509% of capacity of segment #9 [47] Hint: Peak is 280% of capacity of segment #10 Runoff = 198.88 cfs @ 12.36 hrs, Volume= 24.092 af, Depth>10.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50 yr Rainfall=13.70" Area (ac) CN Description * 3.370 98 Roads/Sidewalks * 3.970 98 49.5 Houses (Assume 3,500 sf each) 19.920 61 >75% Grass cover, Good, HSG B * 1.540 100 Wet Pond 28.800 73 Weighted Average 19.920 69.17% Pervious Area 8.880 30.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 182 0.0055 0.16 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.4 239 0.0065 1.64 Shallow Concentrated Flow, Shallow-Curb Paved Kv= 20.3 fps 0.1 27 0.0092 6.26 11.28 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.1 29 0.0062 5.14 9.26 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.9 286 0.0046 5.23 16.23 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 300 0.0058 5.88 18.22 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 1.0 379 0.0046 6.16 30.19 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.7 315 0.0079 8.07 39.56 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.6 291 0.0077 7.97 39.06 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 76HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC0.5 317 0.0095 10.01 71.07 Channel Flow, 36"Area= 7.1 sf Perim= 9.4' r= 0.76'n= 0.012 Concrete pipe, finished26.7 2,365 Total Subcatchment 6S: To Pond #2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)220 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type III 24-hr 50 yr Rainfall=13.70" Runoff Area=28.800 ac Runoff Volume=24.092 af Runoff Depth>10.04" Flow Length=2,365' Tc=26.7 min CN=73 198.88 cfs @ 12.36 hrs Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 77HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: To Existing Pond Runoff = 101.99 cfs @ 12.48 hrs, Volume= 13.956 af, Depth> 9.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50 yr Rainfall=13.70" Area (ac) CN Description 11.900 61 Pasture/grassland/range, Good, HSG B 2.300 74 Pasture/grassland/range, Good, HSG C * 3.300 98 Existing Pond Water 17.500 70 Weighted Average 14.200 81.14% Pervious Area 3.300 18.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 300 0.0066 0.21 Sheet Flow, Sheet Flow Range n= 0.130 P2= 5.90" 7.0 278 0.0089 0.66 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 4.4 198 0.0227 0.75 Shallow Concentrated Flow, Shallow-Wooded Woodland Kv= 5.0 fps 35.5 776 Total Subcatchment 9S: To Existing Pond Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 50 yr Rainfall=13.70" Runoff Area=17.500 ac Runoff Volume=13.956 af Runoff Depth>9.57" Flow Length=776' Tc=35.5 min CN=70 101.99 cfs @ 12.48 hrs [□ ~ Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 78HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: To Pond #1 Runoff = 68.34 cfs @ 12.40 hrs, Volume= 8.764 af, Depth>10.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 50 yr Rainfall=13.70" Area (ac) CN Description * 0.680 98 8.5 Houses (Assume 3,500 sf each) 6.060 61 >75% Grass cover, Good, HSG B * 3.300 98 Existing Pond Water 10.040 76 Weighted Average 6.060 60.36% Pervious Area 3.980 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.7 126 0.0238 0.77 Shallow Concentrated Flow, Wooded Woodland Kv= 5.0 fps 29.8 426 Total Subcatchment 13S: To Pond #1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 50 yr Rainfall=13.70" Runoff Area=10.040 ac Runoff Volume=8.764 af Runoff Depth>10.47" Flow Length=426' Tc=29.8 min CN=76 68.34 cfs @ 12.40 hrs I □ Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 79HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: Pond #2 Outfall Inflow Area = 38.840 ac, 33.11% Impervious, Inflow Depth > 10.13" for 50 yr event Inflow = 242.59 cfs @ 12.36 hrs, Volume= 32.785 af Outflow = 182.41 cfs @ 12.62 hrs, Volume= 31.767 af, Atten= 25%, Lag= 15.2 min Primary = 182.41 cfs @ 12.62 hrs, Volume= 31.767 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.35' @ 12.62 hrs Surf.Area= 2.052 ac Storage= 7.795 af Plug-Flow detention time= 66.4 min calculated for 31.701 af (97% of inflow) Center-of-Mass det. time= 49.0 min ( 866.8 - 817.8 ) Volume Invert Avail.Storage Storage Description #1 57.00' 9.155 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 57.00 1.540 0.000 0.000 58.00 1.650 1.595 1.595 59.00 1.770 1.710 3.305 60.00 1.890 1.830 5.135 61.00 2.010 1.950 7.085 62.00 2.130 2.070 9.155 Device Routing Invert Outlet Devices #1 Primary 57.00'4.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Primary 59.25'6.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Primary 60.40'16.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=181.92 cfs @ 12.62 hrs HW=61.35' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 95.30 cfs @ 5.48 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 47.88 cfs @ 3.81 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 38.74 cfs @ 2.56 fps) Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 80HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 7P: Pond #2 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)260 240 220 200 180 160 140 120 100 80 60 40 20 0 Elevation (feet)61 60 59 58 57 Inflow Area=38.840 ac Peak Elev=61.35' Storage=7.795 af 61.35' @ 12.62 hrs 242.59 cfs @ 12.36 hrs 182.41 cfs @ 12.62 hrs Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 81HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Existing Pond Outfall Inflow Area = 17.500 ac, 18.86% Impervious, Inflow Depth > 9.57" for 50 yr event Inflow = 101.99 cfs @ 12.48 hrs, Volume= 13.956 af Outflow = 97.79 cfs @ 12.57 hrs, Volume= 13.361 af, Atten= 4%, Lag= 5.5 min Primary = 97.79 cfs @ 12.57 hrs, Volume= 13.361 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.52' @ 12.57 hrs Surf.Area= 3.340 ac Storage= 4.333 af (1.508 af above start) Plug-Flow detention time= 137.4 min calculated for 10.514 af (75% of inflow) Center-of-Mass det. time= 20.1 min ( 846.5 - 826.4 ) Volume Invert Avail.Storage Storage Description #1 68.00' 6.130 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 4.160 3.305 6.130 Device Routing Invert Outlet Devices #1 Primary 70.20'200.0' long x 70.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=97.47 cfs @ 12.57 hrs HW=70.52' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 97.47 cfs @ 1.52 fps) Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 82HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 10P: Existing Pond Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)110 105 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.5 70.45 70.4 70.35 70.3 70.25 70.2 70.15 70.1 70.05 70 Inflow Area=17.500 ac Peak Elev=70.52' Storage=4.333 af 70.52' @ 12.57 hrs 101.99 cfs @ 12.48 hrs 97.79 cfs @ 12.57 hrs Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 83HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 11P: Pond #1 Outfall Inflow Area = 10.040 ac, 39.64% Impervious, Inflow Depth > 10.47" for 50 yr event Inflow = 68.34 cfs @ 12.40 hrs, Volume= 8.764 af Outflow = 45.74 cfs @ 12.68 hrs, Volume= 8.693 af, Atten= 33%, Lag= 17.0 min Primary = 45.74 cfs @ 12.68 hrs, Volume= 8.693 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.46' @ 12.68 hrs Surf.Area= 3.158 ac Storage= 4.122 af (1.297 af above start) Plug-Flow detention time= 176.7 min calculated for 5.856 af (67% of inflow) Center-of-Mass det. time= 17.5 min ( 828.5 - 810.9 ) Volume Invert Avail.Storage Storage Description #1 68.00' 8.245 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 3.980 3.215 6.040 71.50 4.840 2.205 8.245 Device Routing Invert Outlet Devices #1 Primary 68.00'24.0" Round Culvert X 2.00 L= 170.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 68.00' / 54.00' S= 0.0824 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 70.00'110.0' long x 6.0' 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 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=45.72 cfs @ 12.68 hrs HW=70.46' TW=61.32' (Dynamic Tailwater) 1=Culvert (Inlet Controls 45.72 cfs @ 7.28 fps) 2=Broad-Crested Rectangular Weir (Passes 45.72 cfs of 88.73 cfs potential flow) Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 84HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 11P: Pond #1 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.46 70.44 70.42 70.4 70.38 70.36 70.34 70.32 70.3 70.28 70.26 70.24 70.22 70.2 70.18 70.16 70.14 70.12 70.1 70.08 70.06 70.04 70.02 70 Inflow Area=10.040 ac Peak Elev=70.46' Storage=4.122 af 70.46' @ 12.68 hrs 68.34 cfs @ 12.40 hrs 45.74 cfs @ 12.68 hrs Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 85HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: Total Post Discharge Inflow Area = 44.400 ac, 30.70% Impervious, Inflow Depth > 9.71" for 50 yr event Inflow = 199.19 cfs @ 12.58 hrs, Volume= 35.929 af Primary = 199.19 cfs @ 12.58 hrs, Volume= 35.929 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Total Post Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)220 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=44.400 ac199.19 cfs @ 12.58 hrs199.19 cfs @ 12.58 hrs D Type III 24-hr 50 yr Rainfall=13.70"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 86HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSummary for Link 11L: Total Pre DischargeInflow Area = 44.400 ac, 7.43% Impervious, Inflow Depth > 8.33" for 50 yr eventInflow = 208.23 cfs @ 12.61 hrs, Volume= 30.830 afPrimary = 208.23 cfs @ 12.61 hrs, Volume= 30.830 af, Atten= 0%, Lag= 0.0 minPrimary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 11L: Total Pre Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)230 220 210 200 190 180 170 160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=44.400 ac208.23 cfs @ 12.61 hrs208.23 cfs @ 12.61 hrs Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 87HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 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=5.560 ac 13.85% Impervious Runoff Depth>11.11"Subcatchment 4S: Pond Bypass Flow Length=689' Tc=16.2 min CN=66 Runoff=52.59 cfs 5.147 af Runoff Area=26.900 ac 0.00% Impervious Runoff Depth>9.81"Subcatchment 5S: Existing Bypass Flow Length=1,302' Tc=47.3 min CN=59 Runoff=140.62 cfs 21.991 af Runoff Area=28.800 ac 30.83% Impervious Runoff Depth>12.23"Subcatchment 6S: To Pond #2 Flow Length=2,365' Tc=26.7 min CN=73 Runoff=240.29 cfs 29.354 af Runoff Area=17.500 ac 18.86% Impervious Runoff Depth>11.73"Subcatchment 9S: To Existing Pond Flow Length=776' Tc=35.5 min CN=70 Runoff=124.12 cfs 17.109 af Runoff Area=10.040 ac 39.64% Impervious Runoff Depth>12.69"Subcatchment 13S: To Pond #1 Flow Length=426' Tc=29.8 min CN=76 Runoff=82.04 cfs 10.617 af Peak Elev=61.69' Storage=8.492 af Inflow=284.97 cfs 39.892 afPond 7P: Pond #2 Outfall Outflow=228.31 cfs 38.752 af Peak Elev=70.57' Storage=4.486 af Inflow=124.12 cfs 17.109 afPond 10P: Existing Pond Outfall Outflow=119.45 cfs 16.506 af Peak Elev=70.61' Storage=4.613 af Inflow=82.04 cfs 10.617 afPond 11P: Pond #1 Outfall Outflow=48.02 cfs 10.538 af Inflow=251.74 cfs 43.899 afLink 8L: Total Post Discharge Primary=251.74 cfs 43.899 af Inflow=258.22 cfs 38.496 afLink 11L: Total Pre Discharge Primary=258.22 cfs 38.496 af Total Runoff Area = 88.800 ac Runoff Volume = 84.217 af Average Runoff Depth = 11.38" 80.93% Pervious = 71.870 ac 19.07% Impervious = 16.930 ac Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 88HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Pond Bypass [47] Hint: Peak is 383% of capacity of segment #3 [47] Hint: Peak is 401% of capacity of segment #4 [47] Hint: Peak is 192% of capacity of segment #5 Runoff = 52.59 cfs @ 12.22 hrs, Volume= 5.147 af, Depth>11.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=16.00" Area (ac) CN Description * 0.290 98 Roads/Sidewalk * 0.480 98 6 Houses (Assume 3,500 sf each) 4.790 61 >75% Grass cover, Good, HSG B 5.560 66 Weighted Average 4.790 86.15% Pervious Area 0.770 13.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 225 0.0200 0.27 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 1.2 163 0.0120 2.22 Shallow Concentrated Flow, Shallow-Roads Paved Kv= 20.3 fps 0.2 48 0.0033 4.43 13.74 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 227 0.0030 4.23 13.11 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.1 26 0.0038 5.60 27.44 Channel Flow, 22.5" x 36.25" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 16.2 689 Total Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 89HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Subcatchment 4S: Pond Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 100 yr Rainfall=16.00" Runoff Area=5.560 ac Runoff Volume=5.147 af Runoff Depth>11.11" Flow Length=689' Tc=16.2 min CN=66 52.59 cfs @ 12.22 hrs I □ Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 90HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Existing Bypass Runoff = 140.62 cfs @ 12.65 hrs, Volume= 21.991 af, Depth> 9.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=16.00" Area (ac) CN Description 6.800 39 Pasture/grassland/range, Good, HSG A 12.600 61 Pasture/grassland/range, Good, HSG B 7.300 74 Pasture/grassland/range, Good, HSG C 0.200 80 Pasture/grassland/range, Good, HSG D 26.900 59 Weighted Average 26.900 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 20.2 1,002 0.0139 0.83 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 47.3 1,302 Total Subcatchment 5S: Existing Bypass Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type III 24-hr 100 yr Rainfall=16.00" Runoff Area=26.900 ac Runoff Volume=21.991 af Runoff Depth>9.81" Flow Length=1,302' Tc=47.3 min CN=59 140.62 cfs @ 12.65 hrs I □ Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 91HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: To Pond #2 [47] Hint: Peak is 2131% of capacity of segment #3 [47] Hint: Peak is 2596% of capacity of segment #4 [47] Hint: Peak is 1481% of capacity of segment #5 [47] Hint: Peak is 1319% of capacity of segment #6 [47] Hint: Peak is 796% of capacity of segment #7 [47] Hint: Peak is 607% of capacity of segment #8 [47] Hint: Peak is 615% of capacity of segment #9 [47] Hint: Peak is 338% of capacity of segment #10 Runoff = 240.29 cfs @ 12.36 hrs, Volume= 29.354 af, Depth>12.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=16.00" Area (ac) CN Description * 3.370 98 Roads/Sidewalks * 3.970 98 49.5 Houses (Assume 3,500 sf each) 19.920 61 >75% Grass cover, Good, HSG B * 1.540 100 Wet Pond 28.800 73 Weighted Average 19.920 69.17% Pervious Area 8.880 30.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.5 182 0.0055 0.16 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.4 239 0.0065 1.64 Shallow Concentrated Flow, Shallow-Curb Paved Kv= 20.3 fps 0.1 27 0.0092 6.26 11.28 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.1 29 0.0062 5.14 9.26 Channel Flow, 18" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Concrete pipe, finished 0.9 286 0.0046 5.23 16.23 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 0.9 300 0.0058 5.88 18.22 Channel Flow, 24" Area= 3.1 sf Perim= 6.3' r= 0.49' n= 0.012 Concrete pipe, finished 1.0 379 0.0046 6.16 30.19 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.7 315 0.0079 8.07 39.56 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished 0.6 291 0.0077 7.97 39.06 Channel Flow, 30" Area= 4.9 sf Perim= 7.8' r= 0.63' n= 0.012 Concrete pipe, finished Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 92HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC 0.5 317 0.0095 10.01 71.07 Channel Flow, 36" Area= 7.1 sf Perim= 9.4' r= 0.76' n= 0.012 Concrete pipe, finished 26.7 2,365 Total Subcatchment 6S: To Pond #2 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)260 240 220 200 180 160 140 120 100 80 60 40 20 0 Type III 24-hr 100 yr Rainfall=16.00" Runoff Area=28.800 ac Runoff Volume=29.354 af Runoff Depth>12.23" Flow Length=2,365' Tc=26.7 min CN=73 240.29 cfs @ 12.36 hrs I □ Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here}Page 93HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLCSummary for Subcatchment 9S: To Existing PondRunoff = 124.12 cfs @ 12.48 hrs, Volume= 17.109 af, Depth>11.73"Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsType III 24-hr 100 yr Rainfall=16.00"Area (ac) CN Description 11.900 61 Pasture/grassland/range, Good, HSG B 2.300 74 Pasture/grassland/range, Good, HSG C * 3.300 98 Existing Pond Water 17.500 70 Weighted Average 14.200 81.14% Pervious Area 3.300 18.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.1 300 0.0066 0.21 Sheet Flow, Sheet Flow Range n= 0.130 P2= 5.90" 7.0 278 0.0089 0.66 Shallow Concentrated Flow, Shallow-Grass Short Grass Pasture Kv= 7.0 fps 4.4 198 0.0227 0.75 Shallow Concentrated Flow, Shallow-Wooded Woodland Kv= 5.0 fps 35.5 776 Total Subcatchment 9S: To Existing Pond Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type III 24-hr 100 yr Rainfall=16.00" Runoff Area=17.500 ac Runoff Volume=17.109 af Runoff Depth>11.73" Flow Length=776' Tc=35.5 min CN=70 124.12 cfs @ 12.48 hrs Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 94HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 13S: To Pond #1 Runoff = 82.04 cfs @ 12.40 hrs, Volume= 10.617 af, Depth>12.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=16.00" Area (ac) CN Description * 0.680 98 8.5 Houses (Assume 3,500 sf each) 6.060 61 >75% Grass cover, Good, HSG B * 3.300 98 Existing Pond Water 10.040 76 Weighted Average 6.060 60.36% Pervious Area 3.980 39.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 27.1 300 0.0066 0.18 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 5.90" 2.7 126 0.0238 0.77 Shallow Concentrated Flow, Wooded Woodland Kv= 5.0 fps 29.8 426 Total Subcatchment 13S: To Pond #1 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type III 24-hr 100 yr Rainfall=16.00" Runoff Area=10.040 ac Runoff Volume=10.617 af Runoff Depth>12.69" Flow Length=426' Tc=29.8 min CN=76 82.04 cfs @ 12.40 hrs I □ Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 95HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 7P: Pond #2 Outfall Inflow Area = 38.840 ac, 33.11% Impervious, Inflow Depth > 12.32" for 100 yr event Inflow = 284.97 cfs @ 12.36 hrs, Volume= 39.892 af Outflow = 228.31 cfs @ 12.57 hrs, Volume= 38.752 af, Atten= 20%, Lag= 12.7 min Primary = 228.31 cfs @ 12.57 hrs, Volume= 38.752 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 61.69' @ 12.57 hrs Surf.Area= 2.092 ac Storage= 8.492 af Plug-Flow detention time= 61.6 min calculated for 38.672 af (97% of inflow) Center-of-Mass det. time= 45.4 min ( 858.2 - 812.8 ) Volume Invert Avail.Storage Storage Description #1 57.00' 9.155 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 57.00 1.540 0.000 0.000 58.00 1.650 1.595 1.595 59.00 1.770 1.710 3.305 60.00 1.890 1.830 5.135 61.00 2.010 1.950 7.085 62.00 2.130 2.070 9.155 Device Routing Invert Outlet Devices #1 Primary 57.00'4.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #2 Primary 59.25'6.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Primary 60.40'16.0' long x 39.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=227.56 cfs @ 12.57 hrs HW=61.68' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 106.53 cfs @ 5.69 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 59.80 cfs @ 4.10 fps) 3=Broad-Crested Rectangular Weir (Weir Controls 61.22 cfs @ 2.99 fps) Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 96HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 7P: Pond #2 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)300 280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Elevation (feet)61 60 59 58 57 Inflow Area=38.840 ac Peak Elev=61.69' Storage=8.492 af 61.69' @ 12.57 hrs 284.97 cfs @ 12.36 hrs 228.31 cfs @ 12.57 hrs Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 97HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 10P: Existing Pond Outfall Inflow Area = 17.500 ac, 18.86% Impervious, Inflow Depth > 11.73" for 100 yr event Inflow = 124.12 cfs @ 12.48 hrs, Volume= 17.109 af Outflow = 119.45 cfs @ 12.57 hrs, Volume= 16.506 af, Atten= 4%, Lag= 5.3 min Primary = 119.45 cfs @ 12.57 hrs, Volume= 16.506 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.57' @ 12.57 hrs Surf.Area= 3.418 ac Storage= 4.486 af (1.661 af above start) Plug-Flow detention time= 122.2 min calculated for 13.652 af (80% of inflow) Center-of-Mass det. time= 18.7 min ( 839.4 - 820.8 ) Volume Invert Avail.Storage Storage Description #1 68.00' 6.130 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 4.160 3.305 6.130 Device Routing Invert Outlet Devices #1 Primary 70.20'200.0' long x 70.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=119.11 cfs @ 12.57 hrs HW=70.57' TW=0.00' (Dynamic Tailwater) 1=Broad-Crested Rectangular Weir (Weir Controls 119.11 cfs @ 1.63 fps) Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 98HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 10P: Existing Pond Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)130 120 110 100 90 80 70 60 50 40 30 20 10 0 Elevation (feet)70.55 70.5 70.45 70.4 70.35 70.3 70.25 70.2 70.15 70.1 70.05 70 Inflow Area=17.500 ac Peak Elev=70.57' Storage=4.486 af 70.57' @ 12.57 hrs 124.12 cfs @ 12.48 hrs 119.45 cfs @ 12.57 hrs Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 99HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Pond 11P: Pond #1 Outfall Inflow Area = 10.040 ac, 39.64% Impervious, Inflow Depth > 12.69" for 100 yr event Inflow = 82.04 cfs @ 12.40 hrs, Volume= 10.617 af Outflow = 48.02 cfs @ 12.74 hrs, Volume= 10.538 af, Atten= 41%, Lag= 20.5 min Primary = 48.02 cfs @ 12.74 hrs, Volume= 10.538 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 70.00' Surf.Area= 2.450 ac Storage= 2.825 af Peak Elev= 70.61' @ 12.74 hrs Surf.Area= 3.387 ac Storage= 4.613 af (1.788 af above start) Plug-Flow detention time= 161.5 min calculated for 7.697 af (72% of inflow) Center-of-Mass det. time= 18.9 min ( 824.7 - 805.8 ) Volume Invert Avail.Storage Storage Description #1 68.00' 8.245 af Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 68.00 0.080 0.000 0.000 69.00 1.560 0.820 0.820 70.00 2.450 2.005 2.825 71.00 3.980 3.215 6.040 71.50 4.840 2.205 8.245 Device Routing Invert Outlet Devices #1 Primary 68.00'24.0" Round Culvert X 2.00 L= 170.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 68.00' / 54.00' S= 0.0824 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 70.00'110.0' long x 6.0' 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 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=48.01 cfs @ 12.74 hrs HW=70.61' TW=61.53' (Dynamic Tailwater) 1=Culvert (Inlet Controls 48.01 cfs @ 7.64 fps) 2=Broad-Crested Rectangular Weir (Passes 48.01 cfs of 142.11 cfs potential flow) Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 100HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Pond 11P: Pond #1 Outfall ElevationInflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Elevation (feet)70.6 70.55 70.5 70.45 70.4 70.35 70.3 70.25 70.2 70.15 70.1 70.05 70 Inflow Area=10.040 ac Peak Elev=70.61' Storage=4.613 af 70.61' @ 12.74 hrs 82.04 cfs @ 12.40 hrs 48.02 cfs @ 12.74 hrs Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 101HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 8L: Total Post Discharge Inflow Area = 44.400 ac, 30.70% Impervious, Inflow Depth > 11.86" for 100 yr event Inflow = 251.74 cfs @ 12.54 hrs, Volume= 43.899 af Primary = 251.74 cfs @ 12.54 hrs, Volume= 43.899 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 8L: Total Post Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=44.400 ac251.74 cfs @ 12.54 hrs251.74 cfs @ 12.54 hrs D Type III 24-hr 100 yr Rainfall=16.00"20200791-HydroCAD-REV 3 Printed 5/18/2021Prepared by {enter your company name here} Page 102HydroCAD® 10.10-3a s/n 04021 © 2020 HydroCAD Software Solutions LLC Summary for Link 11L: Total Pre Discharge Inflow Area = 44.400 ac, 7.43% Impervious, Inflow Depth > 10.40" for 100 yr event Inflow = 258.22 cfs @ 12.60 hrs, Volume= 38.496 af Primary = 258.22 cfs @ 12.60 hrs, Volume= 38.496 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 11L: Total Pre Discharge InflowPrimary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)280 260 240 220 200 180 160 140 120 100 80 60 40 20 0 Inflow Area=44.400 ac258.22 cfs @ 12.60 hrs258.22 cfs @ 12.60 hrs D 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 6 | Page APPENDIX C STORMCAD REPORT Scenario: Base115Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/14/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw..... ... 1 2 3 4 5 6 7 B 9 10 11 ... •· '"'" F= I ., ' .'II r .... , wo,, ... ~ 24 20 19 18 17 16 15 14 13 12 25 21 ~L --26 n ---1\\1 ~ I I I I FlexTable: Catch Basin TableHydraulic Grade Line (Out)(ft)Hydraulic Grade Line (In)(ft)Flow (Captured)(cfs)Elevation (Invert)(ft)Elevation (Rim)(ft)Elevation (Ground)(ft)Label63.7063.708.1457.0068.4668.46CB-A264.0764.073.7962.0068.4668.46CB-A369.7469.740.0068.0072.0072.00CB-A465.4765.471.0363.7567.4667.46CB-A765.4765.470.6364.0067.4667.46CB-A866.0766.079.7963.0066.2566.25CB-A1067.5667.569.2865.5069.0169.01CB-A1167.3467.342.6964.2569.0169.01CB-A1269.2669.261.9066.0070.3870.38CB-A1369.4469.447.4166.5069.7869.78CB-A1469.6669.664.0167.0070.7770.77CB-A1571.5571.553.3269.0072.0372.03CB-A1771.9071.909.0269.2572.0372.03CB-A1871.9371.932.0369.5073.2573.25CB-A1971.9471.941.2670.0073.1673.16CB-A20Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw FlexTable: Catchment TableFlow (Total Out)(cfs)Time of Concentration(min)Runoff Coefficient (Rational)Area (User Defined)(acres)Label1.265.0100.6000.160CM-A202.035.0100.5500.280CM-A193.325.0100.6000.420CM-A173.795.0100.6000.480CM-A38.145.0100.6001.030CM-A21.035.0100.6000.130CM-A70.635.0100.6000.080CM-A89.790.4502.950CM-A107.410.4501.990CM-A142.695.0100.6000.340CM-A129.285.0100.5001.410CM-A111.905.0100.6000.240CM-A134.015.0100.5000.610CM-A159.025.0100.5001.370CM-A18Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw FlexTable: Conduit TableSizeVelocity(ft/s)Flow(cfs)Slope (Calculated)(ft/ft)Length (User Defined)(ft)Invert (Stop)(ft)Invert (Start)(ft)Label30 inch9.1089.350.017232.053.0057.0010024 inch8.2451.790.00928.061.7562.0010124 inch15.8948.000.05055.065.2568.0010236 inch4.9735.150.008120.059.0060.0010330 inch7.2235.440.005188.061.0062.0010418 inch0.931.650.007114.063.0063.7510518 inch3.190.630.00927.063.7564.0010630 inch7.0534.590.00645.062.0062.2510724 inch3.129.790.004168.062.2563.0010830 inch5.4326.670.005374.062.2564.2510918 inch5.259.280.01828.065.0065.5011024 inch6.3219.840.005249.064.7566.0011124 inch2.367.410.003172.066.0066.5011224 inch5.5517.430.00768.066.5067.0011324 inch4.6714.660.006268.067.0068.5311418 inch8.3314.720.00639.068.7569.0011518 inch6.5911.640.00928.069.0069.2511618 inch1.803.180.00639.069.2569.5011718 inch0.721.260.00928.069.7570.00118Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw FlexTable: Manhole TableHydraulic Grade Line (In)(ft)Hydraulic Grade Line (Out)(ft)Flow (Total Out)(cfs)Elevation (Invert)(ft)Elevation (Ground)(ft)Label65.4465.4435.4462.0071.00MH-A664.0464.0435.1560.0069.96MH-A565.7665.7634.5962.2570.75MH-A970.7970.7914.6668.5373.16MH-A16Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw FlexTable: Outfall TableBoundary Condition TypeFlow (Total Out)(cfs)Hydraulic Grade(ft)Elevation (User Defined Tailwater)(ft)Elevation (Invert)(ft)LabelUser Defined Tailwater89.0260.9560.9553.00O-A1Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw Scenario: Base211210Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16664/14/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw24 20 I 19 18 17 16 15 14 13 12 25 21 -\ .. 26 ~ -22 ~ tr ~ 49 56 55 54 53 52 51 50 27 23 \. A~ = ~ ■, -r 1 ----------28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 48 FlexTable: Catch Basin TableHydraulic Grade Line (Out)(ft)Hydraulic Grade Line (In)(ft)Flow (Captured)(cfs)Elevation (Invert)(ft)Elevation (Rim)(ft)Elevation (Ground)(ft)Label61.8561.851.2655.0063.0863.08CB-B261.9861.987.2359.0063.0863.08CB-B363.7763.771.3460.0066.1266.12CB-B463.8963.896.8761.5066.1266.12CB-B567.3467.349.6464.2569.2269.22CB-B767.3867.389.0965.5069.2269.22CB-B869.7469.743.9866.0070.7070.70CB-B969.8169.815.0966.7570.7070.70CB-B1070.8370.834.2770.0073.3373.33CB-B1271.1371.132.1367.5072.6072.60CB-B1371.3071.306.8168.7572.6072.60CB-B1471.3071.301.5869.2574.1874.18CB-B1560.0160.0130.8756.8061.5061.50CB-C358.4558.456.7156.8059.8159.81CB-C5Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw FlexTable: Catchment TableFlow (Total Out)(cfs)Time of Concentration(min)Runoff Coefficient (Rational)Area (User Defined)(acres)Label4.275.0100.4500.720CM-B121.585.0100.6000.200CM-B159.090.4002.910CM-B89.645.0100.6001.220CM-B76.875.0100.4501.160CM-B51.345.0100.6000.170CM-B47.235.0100.4501.220CM-B31.265.0100.6000.160CM-B26.715.0100.5001.020CM-C55.090.4001.180CM-B106.815.0100.4501.150CM-B142.135.0100.6000.270CM-B1330.870.40015.080CM-C33.985.0100.5500.550CM-B9Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw FlexTable: Conduit TableSizeVelocity(ft/s)Flow(cfs)Slope (Calculated)(ft/ft)Length (User Defined)(ft)Invert (Stop)(ft)Invert (Start)(ft)Label36 inch5.3437.710.007281.053.0055.0020018 inch4.097.230.01927.058.5059.0020130 inch6.7933.330.008291.057.7560.0020218 inch3.896.870.00927.061.2561.5020330 inch5.9229.080.008316.060.0062.5020430 inch6.0329.610.005380.062.5064.2520524 inch8.429.090.01828.065.0065.5020624 inch6.4420.230.006300.064.2566.0020718 inch2.885.090.00830.066.5066.7520824 inch4.5214.190.005286.066.0067.3220918 inch4.984.270.00735.069.7570.0021018 inch5.7410.150.00534.067.3267.5021118 inch4.608.130.00927.068.5068.7521218 inch0.891.580.00737.069.0069.2521336.25 x 22.5 inch7.5233.270.00426.055.9056.0030036.25 x 22.5 inch6.9830.870.004220.056.0056.8030124 inch3.926.650.003227.056.0056.6430224 inch4.176.710.00348.056.6456.80303Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw FlexTable: Manhole TableHydraulic Grade Line (In)(ft)Hydraulic Grade Line (Out)(ft)Flow (Total Out)(cfs)Elevation (Invert)(ft)Elevation (Ground)(ft)Label65.3665.3629.0862.5071.59MH-B658.2458.2433.2756.0059.50MH-C270.8670.8614.1967.3273.89MH-B1158.4258.426.6556.6460.88MH-C4Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw FlexTable: Outfall TableBoundary Condition TypeFlow (Total Out)(cfs)Hydraulic Grade(ft)Elevation (User Defined Tailwater)(ft)Elevation (Invert)(ft)LabelUser Defined Tailwater37.1260.9560.9553.00O-B1User Defined Tailwater33.2458.0058.0055.90O-C1Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw FlexTable: Conduit TableSizeVelocity(ft/s)Flow(cfs)Slope (Calculated)(ft/ft)Length (User Defined)(ft)Invert (Stop)(ft)Invert (Start)(ft)Label30 inch10.1299.350.017232.053.0057.0010024 inch8.3852.670.00928.061.7562.0010124 inch15.8948.000.05055.065.2568.0010236 inch6.1743.590.008120.059.0060.0010330 inch8.9443.870.005188.061.0062.0010418 inch1.091.930.007114.063.0063.7510518 inch0.440.780.00927.063.7564.0010630 inch8.7242.810.00645.062.0062.2510724 inch3.8412.080.004168.062.2563.0010830 inch6.7433.080.005374.062.2564.2510918 inch6.4611.420.01828.065.0065.5011024 inch7.8624.700.005249.064.7566.0011124 inch2.919.130.003172.066.0066.5011224 inch7.0021.980.00768.066.5067.0011324 inch5.8218.270.006268.067.0068.5311418 inch10.3718.330.00639.068.7569.0011518 inch8.2014.490.00928.069.0069.2511618 inch2.233.940.00639.069.2569.5011718 inch0.881.560.00928.069.7570.00118Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad (A-Span)- REV 2.stsw<($567250(9(17 FlexTable: Conduit TableSizeVelocity(ft/s)Flow(cfs)Slope (Calculated)(ft/ft)Length (User Defined)(ft)Invert (Stop)(ft)Invert (Start)(ft)Label36 inch6.6346.870.007281.053.0055.0020018 inch5.038.900.01927.058.5059.0020130 inch8.4241.320.008291.057.7560.0020218 inch4.798.460.00927.061.2561.5020330 inch7.3235.930.008316.060.0062.5020430 inch7.4336.460.005380.062.5064.2520524 inch3.5711.210.01828.065.0065.5020624 inch7.9424.950.006300.064.2566.0020718 inch3.546.260.00830.066.5066.7520824 inch5.5717.510.005286.066.0067.3220918 inch2.975.250.00735.069.7570.0021018 inch7.0812.510.00534.067.3267.5021118 inch5.6710.020.00927.068.5068.7521218 inch1.101.940.00737.069.0069.2521336.25 x 22.5 inch9.3441.330.00426.055.9056.0030036.25 x 22.5 inch8.6638.300.004220.056.0056.8030124 inch2.608.180.003227.056.0056.6430224 inch4.398.260.00348.056.6456.80303Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16665/18/2021StormCAD[10.03.02.04]Bentley Systems, Inc. Haestad Methods Solution Center20200791-StormCad-(B&C-Span)- REV 2.stsw<($567250(9(17 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 7 | Page APPENDIX D SOIL INFORMATION +\GURORJLF6RLO*URXS²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ASSR Consultants, LLC 3870 Branford Ct Mobile, AL 36619 Ph: (251)-545-9681 January 24, 2021 i TABLE OF CONTENTS Overview and Executive Summary ............................................................................................ 1 1.0 Introduction ........................................................................................................................ 3 2.0 Proposed Development ................................................................................................... 4 2.1 Site Description ................................................................................................................... 4 2.2 Site Location ........................................................................................................................ 4 2.3 Zoning (Current and Proposed) ....................................................................................... 4 2.4 Time Frame of Development ............................................................................................ 4 3.0 Background Information .................................................................................................. 5 3.1 Background Traffic Growth ............................................................................................... 5 3.2 Offsite Development .......................................................................................................... 5 3.3 Planned and Programmed Roadway Improvements .................................................. 5 4.0 Existing Conditions ............................................................................................................. 6 4.1 Project Study Area ............................................................................................................ 6 4.2 Existing Geometric Data ................................................................................................... 6 4.3 Existing Condition Traffic ................................................................................................... 6 4.4 Existing Conditions Capacity Analysis ............................................................................ 7 4.5 Existing Conditions Signal Warrant Analysis ................................................................... 7 5.0 Future Conditions ............................................................................................................... 8 5.1 Trip Generation Estimates ................................................................................................. 8 5.2 Directional Distribution of Development Traffic ............................................................ 8 5.3 Development Horizon Year .............................................................................................. 9 5.4 Projected Future Traffic Volumes .................................................................................. 10 5.5 Future Signal Warrant Analysis ....................................................................................... 10 5.6 Future Traffic Conditions Capacity Analysis ................................................................ 10 5.7 Turn Lane Warrant Analysis ............................................................................................ 11 6.0 Conclusions/Recommendations ................................................................................... 12 7.0 References ....................................................................................................................... 13 APPENDIX - A: Proposed Site Layout .......................................................................................... A APPENDIX – B: Traffic counts........................................................................................................ B APPENDIX – C: Existing Conditions Capacity Analysis ........................................................... C APPENDIX – D: Trip Generation Rates ....................................................................................... D APPENDIX – E: Future Conditions Capacity Analysis without Development ....................... E ii APPENDIX – F: Future Conditions Capacity Analysis with Development .............................. F APPENDIX – G: Turn Lane Warrant Analysis .............................................................................. G List of Tables Table 1: Existing Condition Turning Volumes at the Intersection of CR-3 and CR-24 .......... 6 Table 2: Basis of Trip Generation Estimates for ITE Land Use 210 ............................................ 8 Table 3: Trip Generation Volumes (Trip Ends) ........................................................................... 8 Table 4: Projected Peak Hour Turning Volumes at CR-3 and CR-24 Intersection without Proposed Development ............................................................................................................ 10 Table 5: Projected Peak Hour Turning Volumes at CR-3 and CR-24 Intersection with Proposed Development ............................................................................................................ 10 Table 6: Projected AADT and Peak Hour Turning Volumes .................................................. 11 List of Figures Figure 1: Overall Vicinity Map ..................................................................................................... 2 Figure 2 : Generated Traffic by the Proposed Development ................................................ 9 1 OVERVIEW AND EXECUTIVE SUMMARY A traffic impact study was conducted for the proposed Fairhope Downs single-family subdivision in Fairhope, Alabama. The site is located just east of County Road 3 (CR-3) and approximately ½ -mile south of the intersection of County Road 3 and County Road 24. The proposed development will consist of 56 single-family lots. The development will be completed and operational in 2022. An overall vicinity map is provided in Figure 1. A detailed site plan is provided in Appendix-A. This study was conducted to determine the impact of the proposed development on the adjacent transportation network. This study investigated the effect of the proposed development on the adjacent segment of County Road 3 and associated relevant transportation facilities within the study area. Trip generation estimation was performed using the method recommended in the ITE Trip Generation Manual. Using the trip ends predicted in the trip generation step, the trip distribution step was performed to determine the traffic volumes by direction to and from the proposed development. A method recommended in the Highway Capacity Manual was then used to evaluate the traffic operating conditions on the section of County Road 3 adjacent to the proposed development without and with the proposed development. Based on this analysis, the additional traffic volumes from the proposed development are not expected to adversely affect the traffic operations on the segment of County Road 3 adjacent to the proposed development. The current level of service (LOS) was found to be A. The LOS will remain at level A both without and with the proposed development in 2022. In addition, LOS analysis was performed for the intersection of County Road 3 and County Road 24. Results show that the overall level of service will remain at level A both without and with the development in 2022 during both AM and PM peak hours. It should be noted that a level of service A indicates excellent traffic operating condition. The proposed development will be connected to County Road 3 using two driveway accesses. To evaluate if turn lanes are warranted on County Road 3 to access the proposed development using these accesses, a method recommended in the ALDOT Access Management Manual was used. This method revealed that no turn lane (left or right) is warranted on Count Road 3 to access the proposed development. 2 Figure 1: Overall Vicinity Map ~ [ill [ill [ill 0 • Fairhope Airport • ~ -q N • (ill] (§) t er . . 1 0 ~ ~ r \ ! '$ \. "' [ill 1 III ,t PH OPOSED (ill] (§) DlcVELOPMENT 0 ..... J ... ffill (§) II! Barnwell @)-Alaba ma's Coas· I ■ r., 3 1.0 INTRODUCTION A traffic Impact Study (TIS) for the proposed Fairhope Downs subdivision in the City of Fairhope, Alabama was conducted to determine the impacts of the proposed development on the surrounding transportation network. The resulting impacts were analyzed to assess possible improvements or mitigation measures in the study area. This report discusses the general project parameters, the methodology used to perform the TIS, the results obtained from the analysis and the conclusions and recommendations for the improvements needed. Sources of information used in this study include: 1. Baldwin County Traffic Impact Study requirements. Appendix 6 of the Baldwin County Subdivision Regulations, August 6, 2019. 2. Alabama Department of Transportation (ALDOT) Access Management Manual, January 2013 Edition. 3. Institute of Transportation Engineers Trip Generation Manual, 10th Edition. 4. Highway Capacity Manual, 6th Edition. 4 2.0 PROPOSED DEVELOPMENT 2.1 Site Description A traffic impact study was conducted for the proposed Fairhope Downs subdivision in Fairhope, Alabama. The site is located just east of County Road 3, approximately ½ mile south of the intersection of County Road 3 and County Road 24. The proposed single- family subdivision will consist of 56 lots. The development is expected to be completed and operational in 2022. A general site plan is provided in Appendix-A. The proposed development will be connected to County Road 3 using two entrances. 2.2 Site Location As stated earlier, the proposed development will be located just east of County Road 3, approximately ½ mile south of the intersection of County Road 3 and County Road 24. 2.3 Zoning (Current and Proposed) The site is currently unzoned in Baldwin County. 2.4 Time Frame of Development The proposed development is expected to be completed and operational in 2022. Analyses of the impact on traffic conditions were performed for the following two scenarios: projected traffic without the proposed development, projected traffic with the proposed development. 5 3.0 BACKGROUND INFORMATION 3.1 Background Traffic Growth A traffic growth rate of 3% per year was used in this study to project the existing volume counts to the future counts for the projected year the development will be complete and operational. The following equation was used to estimate the projected traffic volume (Vprojected) from the existing traffic volume (Vcurrent): 𝑉pojected = 𝑉current ∗(1 +𝐺𝑟𝑜𝑤𝑡ℎ 𝑅𝑎𝑡𝑒 100 ) (Projected year−Current year) For example, using 3% growth rate, the traffic volume for 2022 from 2021 traffic volume can be calculated as follows: 𝑉𝑜𝑙𝑢𝑙𝑒2022 = 𝑉𝑜𝑙𝑢𝑙𝑒2021 ∗1.032022−2021 3.2 Offsite Development There is no known offside development within the study area that could impact the traffic condition within the study area during the timeframe for the proposed development. 3.3 Planned and Programmed Roadway Improvements There is no known planned or programmed roadway improvement within the study area that could impact the traffic condition within the study area during the timeframe for the proposed development. 6 4.0 EXISTING CONDITIONS 4.1 Project Study Area The study area has been selected in accordance with the criteria provided in the ALDOT Access Management Manual. The study area included all the proposed connection points and all the signalized and un-signalized area within ¼ mile of the site property boundaries. County Road 3 (CR-3) is the major roadway serving the study area. The posted speed limit on CR-3 within the study area is 45 mph. There is no signalized intersections and major unsignalized intersections within the study area. However, there are several minor unsignalized junctions of residential accesses on CR-3. The nearest major unsignalized intersection is the intersection of CR-3 and CR-24, which is approximately ½ mile north of the proposed development. The major land uses within the study area are residential and agricultural/farming. 4.2 Existing Geometric Data CR-3 within the study area is a two-lane undivided roadway with 10 feet travel lanes and very narrow paved shoulders. It is functionally classified as a local road. The posted speed limit is 45 mph in the vicinity of the proposed project site. 4.3 Existing Condition Traffic Traffic volume counts on a segment of County Road 3 near the proposed development were performed using road tube counters from Thursday, January 21, 2021 to Saturday, January 23, 2021. Also, AM and PM peak hour turning volume counts were performed at the intersection of County Road 3 and County Road 24 on Thursday, January 21, 2021. The existing condition AADT on CR-3 in the vicinity of the proposed site is 345 vehicles/day. Also, Table 1 provides the existing condition peak hourly turning volumes at the intersection of CR-3 and CR-24. Appendix-B provides the traffic count data. Table 1: Existing Condition Turning Volumes at the Intersection of CR-3 and CR-24 County Road 3 County Road 24 Northbound (NB) Southbound (SB) Westbound (WB) Eastbound (EB) LT TH RT LT TH RT LT TH RT LT TH RT AM Peak 3 - 9 - - - 9 12 - - 3 3 PM Peak 4 - 15 - - - 21 11 - - 12 7 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 7 4.4 Existing Conditions Capacity Analysis The section of County Road 3 adjacent to the proposed development is a low volume undivided two-lane highway. Therefore, using the Highway Capacity Manual (6th Edition) method, two-lane highway level of service (LOS) analysis was performed for the existing traffic condition. The results of LOS calculations are provided in Appendix-C. The analysis shows that a level of service (LOS) of A exists during the existing condition peak hours. A level of service of A indicates excellent traffic flow condition on County Road 3 in the vicinity of the proposed site. Also, capacity analysis of the intersection of CR-3 and CR- 24 indicates that an overall intersection LOS of A exists during both AM and PM peak hours. 4.5 Existing Conditions Signal Warrant Analysis Existing condition signal warrant analysis is not applicable in this study. 8 5.0 FUTURE CONDITIONS The following general parameters describe the future traffic conditions: 5.1 Trip Generation Estimates The proposed development will be a single-family housing subdivision consisting of 56 dwelling units. The proposed site is planned to have two driveway accesses to County Road 3. Using the aforementioned information, the trip generation estimation for the proposed development was performed according to the ITE Trip Generation Manual 10th Edition. The Land Use Category 210 of the manual is applicable to this development. The trip generation rates and volumes are shown in Tables 2 and 3. Appendix-D provides more details regarding these trip generation rates. Table 2: Basis of Trip Generation Estimates for ITE Land Use 210 ITE Unit Daily AM Peak PM Peak Code Total Enter (%) Exit (%) Total Enter (%) Exit (%) Total Ente r (%) Exit (%) 210 Dwelling Unit Eq -1* 50 50 Eq-2** 25 75 Eq-3*** 63 37 * Ln (T) = 0.92Ln(x) + 2.71 ………………………………. Eq-1 ** T = 0.71x + 4.80 ………………………….……Eq-2 *** Ln (T) = 0.96Ln(x) + 0.20 ………………………….……Eq-3 Where, T is total number of generated trips and x is the number of units Table 3: Trip Generation Volumes (Trip Ends) ITE Code Dwelling Units Daily Total Daily (In) Daily (Out) AM - Peak Hour Total AM - Peak Hour (In) AM- Peak Hour (Out) PM- Peak Hour Total PM- Peak Hour (In) PM- Peak Hour (Out) 210 56 610 305 305 45 12 34 59 37 22 *Note: Trips in and out may not add up to the total number of trips due to rounding. 5.2 Directional Distribution of Development Traffic Using the trip ends estimated in the trip generation phase, the directional distribution of the generated traffic was calculated in the trip distribution phase. Figure 2 shows the generated traffic to and from the proposed development by direction. 9 Figure 2 : Generated Traffic by the Proposed Development 5.3 Development Horizon Year The proposed development is expected to be completed and operational in 2022. 2(4) 'V'Y7(21) COUNTY ROAD -24 10%,--------~-------------- 4 (3~ ~ (13) 55% ~Ji! >-(") I-I zo ::::, <( 00 (.) Cl:'. N t PROPOSED DEVELOPMENT AM (PM) Peak Ho ur Generated Trip s: TOTAL: 45 (59)* IN: 12 (37)* OUT: 34 (22)* • Vol umes may not add up due to rou nd in g effect NQJIQSGAI E '------------------35% COUN TY ROAD -3 10 5.4 Projected Future Traffic Volumes The 2022 projected AADT for County Road 3 in the vicinity of the proposed project is 356 vehicles/day. Tables 4 and 5 show the projected peak hour turning volumes without and with the proposed development respectively in 2022 at the intersection of CR-3 and CR- 24. Table 4: Projected Peak Hour Turning Volumes at CR-3 and CR-24 Intersection without Proposed Development County Road 3 County Road 24 Northbound (NB) Southbound (SB) Westbound (WB) Eastbound (EB) LT TH RT LT TH RT LT TH RT LT TH RT AM Peak 4 - 10 - - - 10 13 - - 4 4 PM Peak 5 - 16 - - - 22 12 - - 13 8 Table 5: Projected Peak Hour Turning Volumes at CR-3 and CR-24 Intersection with Proposed Development County Road 3 County Road 24 Northbound (NB) Southbound (SB) Westbound (WB) Eastbound (EB) LT TH RT LT TH RT LT TH RT LT TH RT AM Peak 8 - 29 - - - 17 13 - - 4 6 PM Peak 8 - 29 - 0 - 43 12 - - 13 12 5.5 Future Signal Warrant Analysis Future signal warrant analysis is not applicable in this study. 5.6 Future Traffic Conditions Capacity Analysis Before and after level of service (LOS) analysis was performed for the section of County Road 3 adjacent to the proposed development using the projected traffic volumes for 2022. The analysis results are provided in Appendices E and F. The results show that the levels of service will remain at an excellent level (LOS A) during AM and PM peak hours for both without and with the Fairhope Downs development in 2022. In addition, LOS analysis was performed for the intersection of County Road 3 and County Road 24. Results show that the overall level of service will also remain at level A both without and with the development in 2022 during both AM and PM peak hours. I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 11 5.7 Turn Lane Warrant Analysis To evaluate the need for turn lanes on County Road 3 to access the proposed subdivision, the Left/Right Turn Lane Quick Guide available in the Alabama Department of Transportation (ALDOT) Access Management Manual was used (se e Appendix-G). According to the Quick Guide, a right turn lane is needed if the peak hour right turn volume is greater than 30 vehicles/hr and the AADT is below 6,000 vehicles/day. The projected AADT on County Road 3 and the generated turning volumes into the subdivision are provided in Table 6. As shown in Table 6, the projected AADT is below 6000 vehicles/day and the right turn volumes from County Road 3 into the proposed development are smaller than 30 vehicles/hour for both driveways during both peak hours. Therefore, a right turn lane is not warranted. Also, according to the Quick Guide, a left turn lane is needed if the peak hour left turn volume is greater than 40 vehicles/hour and the AADT is below 6,000 vehicles/day. As shown in Table 6, the AADT on County Road 3 is below 6000 vehicles/day but no peak hour left turn volume into the proposed development is greater than 40 vehicles/hour. Therefore, no left turn lane is warranted. Table 6: Projected AADT and Peak Hour Turning Volumes Peak Hour AADT On County Rd. 3 (veh/day) Left Turn (Veh/hr) Right Turn (Veh/hr) Comment Left Turn Lane Right Turn Lane Driveway-1 AM 754* 4 3 Not Warranted Not Warranted PM 754* 13 7 Not Warranted Not Warranted Driveway-2 AM 754* 4 3 Not Warranted Not Warranted PM 754* 13 7 Not Warranted Not Warranted *Projected AADT plus daily generated volume on CR-3 north of the development. I I I I I 12 6.0 CONCLUSIONS/RECOMMENDATIONS Based on the analysis performed in this study, the additional traffic volumes from the proposed development are not expected to adversely affect the traffic operations on the segment of County Road 3 adjacent to the proposed development. The results show that the levels of service will remain at an excellent level (LOS A) during AM and PM peak hours for both without and with the Fairhope Downs development in 2022. It should be noted that the existing (2021) condition level of service of County Road 3 is at a level A during both peak hours. In addition, LOS analysis was performed for the intersection of County Road 3 and County Road 24. Results show that the overall intersection level of service will remain at a level A both without and with the development in 2022 during both AM and PM peak hours. To evaluate if turn lanes are warranted on County Road 3 to access the proposed development using the two proposed entrances, a method recommended in the ALDOT Access Management Manual was used. This method revealed that no turn lane (left or right) is warranted on Count Road 3 to access the proposed development. 13 7.0 REFERENCES 1. Baldwin County Traffic Impact Study requirements. Appendix 6 of the Baldwin County Subdivision Regulations, August 6, 2019. 2. Alabama Department of Transportation (ALDOT) Access Management Manual, January, 2013 Edition. 3. Institution of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition. 4. Highway Capacity Manual, 6th Edition. A APPENDIX - A: PROPOSED SITE LAYOUT S00°18'35"W666.94'S89°51'49"W2585.20'S89°51'49"W2665.20'N00°19'08"E1053.36'N89°39'06"E1332.26'N89°39'06"E1292.26'S00°17'44"W393.46'N89°45'49"E1292.74'N89°45'49"E1332.74'S00°20'05"W476.77'189.43'372.76'(A&R)20.15'12.9'40'40'40'40'12.9'20.04'666.34'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E 200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°19'08"W199.78'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S00°20'54"E200.00'S89°40'52"E170.00'S89°40'52"E170.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W 200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N69°56'39"W198.96'N11°38'01"W 169.61'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W200.00'N00°08'11"W 200.00'198.72'S00°08'11"E200.00'S00°08'11"E200.00'S00°08'11"E200.00'S00°08'11"E200.00'S00°08'11"E200.00'S00°08'11"E200.00'S00°08'11"E207.50'100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00'100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00'100.00' 100.00' 100.00' 100.00' 100.00' 100.00'116.02'105.80'101.59'100.00' 100.00' 100.00' 100.00' 100.00' 100.00'100.00' 100.00'100.00' 100.00' 100.00'100.00' 100.00' 100.00'100.00' 100.00' 130.37'196.22'135.62'79.81'100.00' 100.00' 100.00' 100.00'100.00'100.00'100.00' 100.00'100.00'100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00' 100.00'100.00'100.00'100.00'100.00' 100.00'15.87'112.01'100.00' 100.00' 100.00' 100.00' 100.00'100.28'85.02'145.30'20.00'97.67'100.00' 100.00' 100.00'100.00'100.00'84.25'90.43'115.89' 118.00' 118.00' 112.39'125.62' 118.00' 118.00' 134.54'139.74' 118.00'118.00' 139.08'116.34'118.00'118.00'111.22'144.72'205.21'990.85'798.55'205.02'946.82'140.52'S89°39'06"W1292.36'N00°19'08"E564.33'N89°51'49"E1994.61'S00°08'11"E127.08'S00°08'11"E128.55'N89°40'52"W170.00'N89°40'52"W170.00'N89°40'52"W170.00'N89°40'52"W170.00'144.81'745.64'63.13'S89°39'06"W716.02'76.50'77.27'200.01'200.01'N00°19'08"ES89°51'49"W612.01'S85°34'28"WN85°34'28"ES00°18'35"WS89°51'49"W2228.18'S29°23' 5 1" E 105.00'112.65'S30°43'10"WS00°03'00"W666.78'(R)S89°36'08"W2665.23'(R)N00°03'39"E1053.36'(R)N89°29'36"E1333.25'(R)S00°06'00"W394.16'(R)N89°23'17"E1332.26'(R)S00°03'30"W476.99'(R)10 FT. OVERHEAD ELECTIRC LINE EASEMENT - INS 17211475/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)5/8"CRF(WOODLANDS)PROPERTY LINE AS PER DEEDPROPERTY LINE AS PER DEEDS1/2"CRF(FAIRHOPE)1/2"CRF(FAIRHOPE)1/2"CRF(FAIRHOPE)1/2"CRF(MOORE)1/2"CRF(FAIRHOPE)1" ANGLEIRON FD.2" OEPF7.3' SOUTH OF LINE1/2"CRS(SE CIVIL)1/2"CRS(SE CIVIL)1/2"CRF(DISTURBED)4.4' EAST OF CORNER48" RCPHIGHWAY CONSTRUCTION SETBACK(125' FROM C/L ROW)50' stream buffer30 FT. WETLAND BUFFER30 FT. WETLAND BUFFER20159 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20308 SF0.47 AC36770 SF0.84 AC20031 SF0.46 AC20375 SF0.47 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC21059 SF0.48 AC22017 SF0.51 AC23734 SF0.54 AC20060 SF0.46 AC20060 SF0.46 AC20060 SF0.46 AC20060 SF0.46 AC22902 SF0.53 AC23344 SF0.54 AC244537 SF5.61 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC21900 SF0.50 AC22522 SF0.52 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC20000 SF0.46 AC307583 SF7.06 AC62065 SF1.42 AC244537 SF5.61 AC4954 SF0.11 ACC1 C2 C3 C4C5 C6 C7C8 C9 C10C11C12 C13C14C15C16 C17C18 C19C20C21C22C23 C24C25 C26C27L1L2L3L4L5McKENZIEINS 1752616PIERCEINS 1626799PIERCEINS 1626798REICHLEYINS0762341REEDINS1691344FRANCINS 1180967ALBAINS 1741638CARNLEYINS 0958613HONAHLEEINS0766864KRAMERRPB 469 PG 1990SHERLINGRPB 803 PG 1279McKENZIEINS 1148336AMBER LEAF PROPERTIES LLCINS 0819492BABERRPB 718 PG 422AERO-MARK MRO LLCINS 1449861GREENO ROAD PROPERTY LLCINS 1103837BROWNRPB 144 PG 160ROBERTSINS 561392GARDEN PROPERTIES LLCINS 0960662GARDEN PROPERTIES LLCINS 1042275McKENZIEINS 175261677 7675747473727170697071727374 76 75 777675737472737172686970677171 71726768 697061 6364 66626065565758 5956575859616057585961636260 57 5859 61 60 63646662 656869 6770 GREENORDCORD3125' HCSL5.0 ACCOMMERCIALGreenspace123456789101112131415161718202122232425262728293031323334353637385051525354555619Greenspace(Ent. Feature)3940414243444546474849COMMON AREACOMMON AREACOMMONCOMMON AREAAREAGREENORD 80 FT. R/WBALDWIN COUNTY HWY. 380 FT. R/WO:\Projects\20200791-SHERLING PROPERTY\Planning\20200791-PRELIM3.dwgCivil(251) 990-6566880 HOLCOMB BLVDFAIRHOPE, AL 36532Engineering& SurveyingCOMMENCE AT THE NORTHEAST CORNER OF SECTION 17, TOWNSHIP 7 SOUTH,RANGE 2 EAST, BALDWIN COUNTY, ALABAMA; THENCE RUNSOUTH 00 DEGREES 18 MINUTES 35 SECONDS WEST, A DISTANCE OF 1999.54FEET TO A POINT;THENCE RUN SOUTH 89 DEGREES 45 MINUTES 49 SECONDS WEST, A DISTANCEOF 40.00 FEET TO A CAPPED REBAR (FAIRHOPE);FOR THE POINT OF BEGINNING;THENCE RUN SOUTH 00 DEGREES 18 MINUTES 35 SECONDS WEST, A DISTANCEOF 666.94 FEET TO A CAPPED REBAR (FAIRHOPE);THENCE RUN SOUTH 89 DEGREES 51 MINUTES 49 SECONDS WEST, A DISTANCEOF 2585.20 FEET TO A CAPPED REBAR (SE CIVIL);THENCE RUN NORTH 00 DEGREES 19 MINUTES 08 SECONDS EAST, A DISTANCEOF 1053.36 FEET TO A CAPPED REBAR (SE CIVIL);THENCE RUN NORTH 89 DEGREES 39 MINUTES 06 SECONDS EAST, A DISTANCEOF 1292.26 FEET TO A CAPPED REBAR (FAIRHOPE);THENCE RUN SOUTH 00 DEGREES 17 MINUTES 44 SECONDS WEST, A DISTANCEOF 393.46 FEET TO A 1" ANGLE IRON;THENCE RUN NORTH 89 DEGREES 45 MINUTES 49 SECONDS EAST, A DISTANCEOF 1292.74 FEET TO A CAPPED REBAR (FAIRHOPE)TO THE POINT OF BEGINNING.TRACT CONTAINS 51.08 ACRES, MORE OR LESS.1.THERE MAY BE RECORDED OR UNRECORDED DEEDS, EASEMENTS, RIGHT-OF-WAYS, OR OTHERINSTRUMENTS WHICH COULD AFFECT THE BOUNDARIES OF SAID PROPERTIES.2.THERE WAS NO ATTEMPT TO DETERMINE THE EXISTENCE, LOCATION, OR EXTENT OF ANYSUB-SURFACE FEATURES.3.THE LINES REPRESENTING THE CENTERLINE AND RIGHT-OF-WAYS OF THE STREETS ARE SHOWN FORVISUAL PURPOSES ONLY AND WERE NOT SURVEYED UNLESS RIGHT-OF-WAY MONUMENTATION IS ALSOSHOWN.4.SURVEY WAS CONDUCTED ON, AND IS RECORDED IN AN ELECTRONIC FIELD BOOK.5.BEARINGS AND DISTANCES SHOWN HEREON WERE "COMPUTED" FROM ACTUAL FIELD TRAVERSES, ANDARE BASED ON STATE PLANE GRID, ALABAMA WEST ZONE USING GPS OBSERVATIONS.6.ELEVATIONS SHOWN HEREON ARE RELATED TO MEAN SEA LEVEL, BASED ON N.A.V.D. 1988 DATUM.7.NO TITLE SEARCH OR REPORT WAS PROVIDED FOR THIS SURVEY.8.THIS SURVEY HAS BEEN COMPLETED IN ACCORDANCE WITH THE REQUIREMENTS OF THE STANDARDSOF PRACTICE FOR SURVEYING IN THE STATE OF ALABAMA, EFFECTIVE JANUARY 1, 2017.PROPERTY IS UNZONED PER BALDWIN COUNTYPLANNING DISTRICT 17.I HEREBY STATE THAT ALL PARTS OF THIS SURVEY AND DRAWING HAVE BEENCOMPLETED IN ACCORDANCE WITH THE CURRENT REQUIREMENTS OF THESTANDARDS OF PRACTICE FOR SURVEYING IN THE STATE OF ALABAMA TO THEBEST OF MY KNOWLEDGE, INFORMATION, AND BELIEF.LEGAL DESC______________________________________DAVID E DIEHLAL. P.L.S. NO. 26014DATESURVEY NOT VALID WITHOUT ORIGINAL SIGNATURE AND SEAL.BAAMA LAHLDE.DIEDAVINO.26014LDESNECIPROFESSIONALUREYVORSLAND OCTOBER 2020= WIRE FENCE= REBAR FOUND (NO CAP)RBF= CAPPED REBAR SET (SE CIVIL)(A & R)= ACTUAL & RECORD BEARING/DISTANCE= BUILDING SETBACK LINEB.S.L.= CAPPED REBAR FOUNDCRF= GUY WIRE= UTILITY POLE= CRIMP TOP IRON FOUNDCTIF= CONCRETE MONUMENT FOUNDCMF= OPEN END PIPE FOUNDOEPF(R)= RECORD BEARING/DISTANCE= OVERHEAD POWER LINE= WOOD FENCESHERLINGPROJ MGROFSHEETFILEPROJECTSCALEDEDXX20200791-PRELIM3202007911"=100'CHKD.DEDDRAWNRDCPRELIMINARY PLATSURVEYOR'S CERTIFICATELEGAL DESCRIPTIONSURVEYOR'S NOTESLEGEND:FairhopeDowns• 11 l TI 11 I I _ \ ---------------~---· -----~--· ----------------------?, --_--__ . __ I I I I I I 1.----, I I I I I '-------- B APPENDIX – B: TRAFFIC COUNTS Road Tube Count on County Road 3 Start Time: 2:00:00 PM Site Code: Station ID: Location 1: Location 2: Date Time Direction 1 Direction 2 1/21/2021 02:00 PM 0 0 1/21/2021 02:15 PM 0 0 1/21/2021 02:30 PM 4 2 1/21/2021 02:45 PM 7 10 1/21/2021 03:00 PM 6 2 1/21/2021 03:15 PM 4 4 1/21/2021 03:30 PM 3 6 1/21/2021 03:45 PM 4 8 1/21/2021 04:00 PM 3 8 1/21/2021 04:15 PM 6 4 1/21/2021 04:30 PM 5 6 1/21/2021 04:45 PM 5 10 1/21/2021 05:00 PM 7 5 1/21/2021 05:15 PM 3 2 1/21/2021 05:30 PM 4 3 1/21/2021 05:45 PM 3 3 1/21/2021 06:00 PM 1 6 1/21/2021 06:15 PM 1 2 1/21/2021 06:30 PM 0 2 1/21/2021 06:45 PM 2 2 1/21/2021 07:00 PM 2 4 1/21/2021 07:15 PM 4 0 1/21/2021 07:30 PM 1 3 1/21/2021 07:45 PM 3 1 1/21/2021 08:00 PM 1 4 1/21/2021 08:15 PM 0 1 1/21/2021 08:30 PM 0 1 1/21/2021 08:45 PM 1 2 1/21/2021 09:00 PM 1 0 1/21/2021 09:15 PM 0 1 1/21/2021 09:30 PM 1 0 1/21/2021 09:45 PM 0 0 1/21/2021 10:00 PM 0 1 1/21/2021 10:15 PM 0 0 1/21/2021 10:30 PM 0 0 1/21/2021 10:45 PM 0 0 1/21/2021 11:00 PM 1 0 1/21/2021 11:15 PM 0 0 1/21/2021 11:30 PM 0 0 1/21/2021 11:45 PM 0 0 1/22/2021 12:00 AM 0 0 1/22/2021 12:15 AM 0 0 1/22/2021 12:30 AM 0 0 1/22/2021 12:45 AM 0 0 1/22/2021 01:00 AM 0 0 1/22/2021 01:15 AM 0 0 1/22/2021 01:30 AM 0 0 1/22/2021 01:45 AM 0 0 1/22/2021 02:00 AM 0 0 1/22/2021 02:15 AM 0 0 1/22/2021 02:30 AM 0 1 1/22/2021 02:45 AM 0 0 1/22/2021 03:00 AM 0 0 1/22/2021 03:15 AM 0 0 1/22/2021 03:30 AM 0 0 1/22/2021 03:45 AM 0 0 1/22/2021 04:00 AM 0 0 1/22/2021 04:15 AM 1 0 1/22/2021 04:30 AM 3 0 1/22/2021 04:45 AM 0 0 1/22/2021 05:00 AM 0 1 1/22/2021 05:15 AM 0 0 1/22/2021 05:30 AM 1 0 1/22/2021 05:45 AM 3 0 1/22/2021 06:00 AM 1 0 1/22/2021 06:15 AM 2 1 1/22/2021 06:30 AM 3 0 1/22/2021 06:45 AM 6 2 1/22/2021 07:00 AM 3 2 1/22/2021 07:15 AM 5 3 1/22/2021 07:30 AM 1 3 1/22/2021 07:45 AM 3 4 1/22/2021 08:00 AM 3 0 1/22/2021 08:15 AM 4 1 1/22/2021 08:30 AM 1 2 1/22/2021 08:45 AM 2 2 1/22/2021 09:00 AM 3 3 1/22/2021 09:15 AM 1 0 1/22/2021 09:30 AM 2 1 1/22/2021 09:45 AM 1 0 1/22/2021 10:00 AM 4 1 1/22/2021 10:15 AM 2 2 1/22/2021 10:30 AM 2 2 1/22/2021 10:45 AM 3 2 1/22/2021 11:00 AM 3 1 1/22/2021 11:15 AM 2 4 1/22/2021 11:30 AM 1 2 1/22/2021 11:45 AM 1 5 1/22/2021 12:00 PM 4 5 1/22/2021 12:15 PM 1 2 1/22/2021 12:30 PM 4 4 1/22/2021 12:45 PM 4 0 1/22/2021 01:00 PM 3 5 1/22/2021 01:15 PM 3 1 1/22/2021 01:30 PM 3 4 1/22/2021 01:45 PM 1 3 1/22/2021 02:00 PM 2 3 1/22/2021 02:15 PM 3 5 1/22/2021 02:30 PM 5 3 1/22/2021 02:45 PM 4 2 1/22/2021 03:00 PM 3 4 1/22/2021 03:15 PM 6 5 1/22/2021 03:30 PM 6 5 1/22/2021 03:45 PM 4 3 1/22/2021 04:00 PM 5 5 1/22/2021 04:15 PM 6 5 1/22/2021 04:30 PM 5 8 1/22/2021 04:45 PM 6 9 1/22/2021 05:00 PM 2 2 1/22/2021 05:15 PM 5 3 1/22/2021 05:30 PM 4 6 1/22/2021 05:45 PM 0 5 1/22/2021 06:00 PM 1 3 1/22/2021 06:15 PM 2 2 1/22/2021 06:30 PM 1 2 1/22/2021 06:45 PM 0 3 1/22/2021 07:00 PM 1 1 1/22/2021 07:15 PM 1 0 1/22/2021 07:30 PM 0 1 1/22/2021 07:45 PM 2 1 1/22/2021 08:00 PM 1 0 1/22/2021 08:15 PM 1 0 1/22/2021 08:30 PM 1 1 1/22/2021 08:45 PM 1 1 1/22/2021 09:00 PM 0 0 1/22/2021 09:15 PM 0 0 1/22/2021 09:30 PM 1 2 1/22/2021 09:45 PM 1 1 1/22/2021 10:00 PM 0 1 1/22/2021 10:15 PM 0 2 1/22/2021 10:30 PM 3 2 1/22/2021 10:45 PM 1 1 1/22/2021 11:00 PM 1 1 1/22/2021 11:15 PM 3 0 1/22/2021 11:30 PM 0 1 1/22/2021 11:45 PM 0 0 1/23/2021 12:00 AM 1 1 1/23/2021 12:15 AM 0 0 1/23/2021 12:30 AM 0 0 1/23/2021 12:45 AM 0 0 1/23/2021 01:00 AM 0 0 1/23/2021 01:15 AM 0 0 1/23/2021 01:30 AM 0 0 1/23/2021 01:45 AM 0 0 1/23/2021 02:00 AM 0 1 1/23/2021 02:15 AM 0 0 1/23/2021 02:30 AM 0 1 1/23/2021 02:45 AM 0 0 1/23/2021 03:00 AM 0 0 1/23/2021 03:15 AM 0 0 1/23/2021 03:30 AM 0 0 1/23/2021 03:45 AM 0 0 1/23/2021 04:00 AM 0 0 1/23/2021 04:15 AM 0 0 1/23/2021 04:30 AM 0 0 1/23/2021 04:45 AM 0 0 1/23/2021 05:00 AM 0 1 1/23/2021 05:15 AM 0 0 1/23/2021 05:30 AM 0 0 1/23/2021 05:45 AM 0 0 1/23/2021 06:00 AM 0 0 1/23/2021 06:15 AM 1 0 1/23/2021 06:30 AM 0 0 1/23/2021 06:45 AM 1 2 1/23/2021 07:00 AM 0 0 1/23/2021 07:15 AM 1 0 1/23/2021 07:30 AM 1 0 1/23/2021 07:45 AM 1 2 1/23/2021 08:00 AM 2 0 1/23/2021 08:15 AM 1 3 1/23/2021 08:30 AM 3 3 1/23/2021 08:45 AM 1 2 1/23/2021 09:00 AM 3 2 1/23/2021 09:15 AM 5 3 1/23/2021 09:30 AM 3 1 1/23/2021 09:45 AM 4 3 1/23/2021 10:00 AM 3 2 1/23/2021 10:15 AM 1 3 1/23/2021 10:30 AM 2 3 1/23/2021 10:45 AM 3 0 1/23/2021 11:00 AM 0 0 Turning Volumes Thursday, January 21, 2021 AM Peak Hour County Rd 3 County Rd 24 NBL NBT NBR WBL WBT WBR EBL EBT EBR 7:00-7:15 1 - 2 2 4 - - 1 0 7:15-7:30 1 - 4 2 3 - - 0 1 7:30-7:45 0 - 1 2 2 - - 1 1 7:45-8:00 1 - 2 3 3 - - 1 1 Total 3 - 9 9 12 - - 3 3 PM Peak Hour County Rd 3 County Rd 24 NBL NBT NBR WBL WBT WBR EBL EBT EBR 4:00-4:15 0 - 3 6 2 - - 2 2 4:15-4:30 2 - 4 3 2 - - 3 1 4:30-4:45 1 - 4 4 3 - - 4 2 5:45-5:00 1 - 4 8 4 - - 3 2 Total 4 - 15 21 11 - - 12 7 C APPENDIX – C: EXISTING CONDITIONS CAPACITY ANALYSIS Project Name: Traffic Impact Study for Fairhope Downs Subdivision (CR-3) Scenario: Existing Condition (2021) - AM Peak Hour Step1 Posted Speed Limit 45 Demand volume in analysis direction, Vd 12 Demand volume in opposite direction, Vo 12 Peak hour factor (PHF)d 0.8 Peak hour factor (PHF)o 0.8 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)20 Percentage of Truck (PT)2 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.982318 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =5 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=44.7 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =15.27 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =15.27 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =1.1 80% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=43.36301 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=97% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = YES LOSB =NO LOS C =NO LOS D =NO LOS E =NO LOS F =NO Project Name: Traffic Impact Study for Fairhope Downs Subdivision (CR-3) Scenario: Existing Condition (2021) - PM Peak Hour Step1 Posted Speed Limit 45 Demand volume in analysis direction, Vd 28 Demand volume in opposite direction, Vo 19 Peak hour factor (PHF)d 0.8 Peak hour factor (PHF)o 0.8 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)20 Percentage of Truck (PT)2 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.982318 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =5 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=44.7 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =35.63 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =24.1775 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =1.1 80% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=43.13589 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=97% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = YES LOSB =NO LOS C =NO LOS D =NO LOS E =NO LOS F =NO HCM 6th TWSC 4: 01/23/2021 CR 3 and CR 24 01/21/2021 Existing Condition AM - 2021 Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 4.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 3 3 9 12 3 9 Future Vol, veh/h 3 3 9 12 3 9 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 56 Heavy Vehicles, % 2 22222 Mvmt Flow 4 4 12 16 4 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 8 0 46 6 Stage 1 - - - - 6 - Stage 2 - - - - 40 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1612 - 964 1077 Stage 1 - - - - 1017 - Stage 2 - - - - 982 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1612 - 956 1077 Mov Cap-2 Maneuver - - - - 956 - Stage 1 - - - - 1017 - Stage 2 - - - - 974 - Approach EB WB NB HCM Control Delay, s 0 3.1 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)1051 - - 1612 - HCM Lane V/C Ratio 0.019 - - 0.007 - HCM Control Delay (s) 8.5 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 4: 01/23/2021 CR 3 and CR 24 01/21/2021 Existing Condition PM - 2021 Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 12 7 21 11 4 15 Future Vol, veh/h 12 7 21 11 4 15 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 88 66 69 50 90 Heavy Vehicles, % 2 22222 Mvmt Flow 16 8 32 16 8 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 24 0 100 20 Stage 1 - - - - 20 - Stage 2 - - - - 80 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1591 - 899 1058 Stage 1 - - - - 1003 - Stage 2 - - - - 943 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1591 - 881 1058 Mov Cap-2 Maneuver - - - - 881 - Stage 1 - - - - 1003 - Stage 2 - - - - 924 - Approach EB WB NB HCM Control Delay, s 0 4.9 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)993 - - 1591 - HCM Lane V/C Ratio 0.025 - - 0.02 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - D APPENDIX – D: TRIP GENERATION RATES E APPENDIX – E: FUTURE CONDITIONS CAPACITY ANALYSIS WITHOUT DEVELOPMENT Project Name: Traffic Impact Study for Fairhope Downs Subdivision (CR-3) Scenario: Without the Proposed Development (2022) - AM Peak Hour Step1 Posted Speed Limit 45 Demand volume in analysis direction, Vd 14 Demand volume in opposite direction, Vo 14 Peak hour factor (PHF)d 0.8 Peak hour factor (PHF)o 0.8 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)20 Percentage of Truck (PT)2 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.982318 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =5 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=44.7 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =17.815 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =17.815 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =1.1 80% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=43.32351 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=97% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = YES LOSB =NO LOS C =NO LOS D =NO LOS E =NO LOS F =NO Project Name: Traffic Impact Study for Fairhope Downs Subdivision (CR-3) Scenario: Without the Proposed Development (2022) - PM Peak Hour Step1 Posted Speed Limit 45 Demand volume in analysis direction, Vd 30 Demand volume in opposite direction, Vo 21 Peak hour factor (PHF)d 0.8 Peak hour factor (PHF)o 0.8 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)20 Percentage of Truck (PT)2 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.982318 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =5 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=44.7 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =38.175 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =26.7225 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =1.1 80% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=43.0964 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=96% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = YES LOSB =NO LOS C =NO LOS D =NO LOS E =NO LOS F =NO HCM 6th TWSC 4: 01/23/2021 CR 3 and CR 24 01/21/2021 Without Development AM - 2022 Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 4.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 4 4 10 13 4 10 Future Vol, veh/h 4 4 10 13 4 10 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 56 Heavy Vehicles, % 2 22222 Mvmt Flow 5 5 13 17 5 18 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 10 0 51 8 Stage 1 - - - - 8 - Stage 2 - - - - 43 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1610 - 958 1074 Stage 1 - - - - 1015 - Stage 2 - - - - 979 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1610 - 950 1074 Mov Cap-2 Maneuver - - - - 950 - Stage 1 - - - - 1015 - Stage 2 - - - - 971 - Approach EB WB NB HCM Control Delay, s 0 3.2 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)1043 - - 1610 - HCM Lane V/C Ratio 0.022 - - 0.008 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - HCM 6th TWSC 4: 01/23/2021 CR 3 and Cr 24 01/21/2021 Without the Development PM - 2022 Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 13 8 22 12 5 16 Future Vol, veh/h 13 8 22 12 5 16 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 88 66 69 50 90 Heavy Vehicles, % 2 22222 Mvmt Flow 17 9 33 17 10 18 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 26 0 105 22 Stage 1 - - - - 22 - Stage 2 - - - - 83 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1588 - 893 1055 Stage 1 - - - - 1001 - Stage 2 - - - - 940 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1588 - 874 1055 Mov Cap-2 Maneuver - - - - 874 - Stage 1 - - - - 1001 - Stage 2 - - - - 920 - Approach EB WB NB HCM Control Delay, s 0 4.8 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)982 - - 1588 - HCM Lane V/C Ratio 0.028 - - 0.021 - HCM Control Delay (s) 8.8 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - F APPENDIX – F: FUTURE CONDITIONS CAPACITY ANALYSIS WITH DEVELOPMENT Project Name: Traffic Impact Study for Fairhope Downs Subdivision (CR-3) Scenario: With the Proposed Development (2022) - AM Peak Hour Step1 Posted Speed Limit 45 Demand volume in analysis direction, Vd 37 Demand volume in opposite direction, Vo 23 Peak hour factor (PHF)d 0.8 Peak hour factor (PHF)o 0.8 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)22 Percentage of Truck (PT)2 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.982318 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =5.5 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=44.2 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =47.0825 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =29.2675 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =1.1 80% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=42.50752 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=96% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = YES LOSB =NO LOS C =NO LOS D =NO LOS E =NO LOS F =NO Project Name: Traffic Impact Study for Fairhope Downs Subdivision (CR-3) Scenario: With the Proposed Development (2022) - PM Peak Hour Step1 Posted Speed Limit 45 Demand volume in analysis direction, Vd 55 Demand volume in opposite direction, Vo 37 Peak hour factor (PHF)d 0.8 Peak hour factor (PHF)o 0.8 Lane Width 10 Shoulder Width 0 Access Point Density (per mile)22 Percentage of Truck (PT)2 Percentage of RV (RV)0 Passenger Car Equivalent (ET)ATS 1.9 Passenger Car Equivalent (ET)PTSF 1.1 Passenger Car Equivalent (ER)1 Heavy Vehicle Factor, fHV,ATS = 1/(1+PT(ET-1) + PR(ER-1))0.982318 (Equation 15-4 of HCM) ATS Grade adjustment factor, fg,ATS =1 Using Exhibit 15-9 Step 2: Estimate the FFS Lane and shoulder width adjustment factor, fLS =5.3 Exhibit 15-7 Adjustment factor for access point density, fA =5.5 Exhibit 15-8 Base Free-flow Speed, BFFS =55 FFS = BFFS - fLS - fA=44.2 (Equation 15-2 of HCM) Step 3: Demand adjustment for ATS fg,ATS=1 Exhibit 15-9 vd,ATS =Vd/(PHF*fg,ATS*fHV,ATS) =69.9875 (Equation 15-3 of HCM) vo,ATS =Vo/(PHF*fg,ATS*fHV,ATS) =47.0825 (Equation 15-3 of HCM) Step 4: Estimate ATS fnp,ATS =1.1 80% in both drection Exhibit 15-15 ATSd= FFS -0.00776(vd,ATS+vo,ATS)-fnp,ATS=42.19154 (Equation 15-6 of HCM) Step 5:Estimate the PFFS PFFS = (ATSd)/(FFS)=95% Step 6: Determine LOS (Exhibit 15-3 of HCM) LOS A = YES LOSB =NO LOS C =NO LOS D =NO LOS E =NO LOS F =NO HCM 6th TWSC 4: 01/23/2021 CR 3 and CR 24 01/21/2021 With Development AM - 2022 Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 6.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 4 6 17 13 8 29 Future Vol, veh/h 4 6 17 13 8 29 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 75 75 75 75 56 Heavy Vehicles, % 2 22222 Mvmt Flow 5 8 23 17 11 52 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 13 0 72 9 Stage 1 - - - - 9 - Stage 2 - - - - 63 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1606 - 932 1073 Stage 1 - - - - 1014 - Stage 2 - - - - 960 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1606 - 919 1073 Mov Cap-2 Maneuver - - - - 919 - Stage 1 - - - - 1014 - Stage 2 - - - - 947 - Approach EB WB NB HCM Control Delay, s 0 4.1 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)1043 - - 1606 - HCM Lane V/C Ratio 0.06 - - 0.014 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - HCM 6th TWSC 4: 01/23/2021 CR 3 and Cr 24 01/21/2021 With the Development PM - 2022 Synchro 10 Light Report Page 1 Intersection Int Delay, s/veh 5.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 13 12 43 12 8 29 Future Vol, veh/h 13 12 43 12 8 29 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 75 88 66 69 50 90 Heavy Vehicles, % 2 22222 Mvmt Flow 17 14 65 17 16 32 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 31 0 171 24 Stage 1 - - - - 24 - Stage 2 - - - - 147 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1582 - 819 1052 Stage 1 - - - - 999 - Stage 2 - - - - 880 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1582 - 785 1052 Mov Cap-2 Maneuver - - - - 785 - Stage 1 - - - - 999 - Stage 2 - - - - 844 - Approach EB WB NB HCM Control Delay, s 0 5.8 9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)945 - - 1582 - HCM Lane V/C Ratio 0.051 - - 0.041 - HCM Control Delay (s) 9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.2 - - 0.1 - G APPENDIX – G: TURN LANE WARRANT ANALYSIS _iGl_ Appendix D Left/Right Turn Lane Quick Guide 101_ DEPARTMEN'I Or 'l'RANsPOR'!ATION DEPARTMENI 0, 'l'RANsPOR'!ATION Directions: The Info rmation contained i n th is worksheet should be used as a turn lane guide for smaller outparcel developments along ALDOT roadways. Follow steps 1-3 to determine estimated peak hour traffic cond itions for the proposed development, and then compare with turn lane traffic volume guides at the bottom of the sheet to determine if a turn lane requirement should be considered . Note the following: • All information inc luded on this sheet assumes a 45 MPH posted speed limit or above. • This sheet does not replace a traffic study (when required) no r does it replace actual development spec ific turn lane warrant procedures as described in Chapter 4 of the ALDOT Access Management Manual. • For more information regarding traffic studies see Chapter 3 of the ALDOT Access Management Manual. • For more information regarding turn lane req uireme nts see Chapter 4 of the ALDOT Access Manual. • Contact your local ALDOT District staff (refer to Appendix) with any questions regarding information on this sheet . Step #1: Trip Generation Estimates -Peak Hour Inbound Only Step #2: Determine Direction of Approach Residential Land Uses: Single Family Res idential Housing: __ units* ( 0 .63) Apartments: __ un its * (0.40) Town Homes or Condominiums: __ units* (0.35) Mobile Home Park: __ units * (0.37) Commercial Land Uses: Office Building : ( __ ft2 floor area/1000) * (1.36) Warehousing: ( __ ft2 floor area/1000) * (0 .24) Evaluate the existing field condit ions and determine the following directions of approach for pea k hour inbound site traffic: General Retail (Shopping Center):( __ ft2 floor area/1000) * (1.83) Convenience Store w/Gas Pumps: ( __ fuel ing stations) * (9.54) Pharmacy w/Drive Through :( __ ft2 floor area/1000) * (5.18) ___ % Traffic approaching driveway as right turns ___ % Traffic approaching Drive In Bank: ( __ ft 2 floo r area/1000) * (12.91) Sit Down Restaurant : ( __ ft2 floor area/1000) * (6.58) driveway as left turns Fast Food Restaurant w/ Dr ive Thr u: ( __ ft2 floor area/1000) *(25.17) Step #3: Peak Hour Driveway Traffic Volumes Calculation ___ % Rights (from Step #2)* ___ Trips (from Step #1) = ___ Peak Hour Right Tu rns ___ % Lefts (from Step #2) * ___ Trips (from Step #1) = ___ Peak Hour Left Turns Note: This assumes 1 site driveway on ly . If multiple driveways are proposed driveway volumes should be adjusted accordingly . See the ALDOT Access Manual Chapter 4 for guidance . Left Turn Lane Guidelines: Roadway Under 6,000 veh/day AADT If the peak hour left turns are greater than 40 then a left turn lane is required . Roadway Over 6,000 veh/day AADT If the peak ho ur left turns are greater than 30 then a left turn lane is required . Right Turn Lane Guidelines: Roadway Under 6,000 veh/day AADT If the peak hour right turns are greater than 30 then a right t urn lane is required . Roadway Over 6,000 veh/day AADT If the peak hour right turns are gr eater than 20 then a right turn la ne is required . The need for a turn lane is not totally absolved when the estimated number of peak hour turns falls below the values shown above. A turn lane or turn lane warrant analysis may still be required at ALDOT's discretion. May 12, 2021 Mike Jeffries City of Fairhope Planning & Zoning PO Box 429 Fairhope, AL 36533 251-928-8003 RE: Fairhope Downs Subdivision Sidewalk Waiver Request Dear Mike: Please accept this letter as a request for a Waiver from the Fairhope Subdivision Regulations in regards to sidewalk requirements on the above referenced development. County Road 3 is a rural County Road and no sidewalks have been installed to date on the other parcels in the vicinity. The nearest sidewalk is over 3 miles from our site. We feel a sidewalk is not needed at this time. We appreciate your consideration in helping us make this development a success. If you have any questions, please do not hesitate to contact me. Sincerely, David E Diehl, PLS Partner DANIELL, UPTON, ANDERSON, LAW & BUSBY, P.C. DAVID F . DANIELL MARKJ. UPTON ~ WILLIAM D . ANDERSON Ill□ JONATHON R. LAW DAVID A. BUSBY il'• A WILLIAM A. MENAS, U ATTORNEYS AND COUNSELORS A T LAW MALBIS PLANTATION PARKWAY 30421 HIGHW AY 181 DAPHNE, ALABAMA 36527 1251) 625-0046 WWW . d a nl e ll up to n .c om April 29 , 2021 By Ema il: hunte r.s immons@ fairhopeal.gov Hunter Simmons Fairhope Board of Adjustments and Appeals Planning and Zoning Manager P. 0. Drawer 429 Fairhope, Alabama 36533 Re: Proposed Fairhope Downs Subdivision Our File No. 99317-21027 Dear Mr. Simmons: FAX: 1251) 625-0464 l!J AI.so ADMJTTED IN FLORIDA • ALso ADMITTED IN MlSSJSSJPPI ~ ALSO ADMJTTED IN GEORGIA • ALSO ADMITTED J.N TEXAS 0 MASTER OP BUSINESS ADMINJSTRATION We represent a number of the landowners whose properties and homes immediately abut the proposed Fairhope Downs project. Because of the topography and the frequent flooding of this area, we have engaged an Engineer to review the most recent submission for this proposed project. We understand this new submission was made on Apri 127 th. We spoke with Samara today. Samara advised we would be unable to obtain a copy of the submission materials until a "final packet" is prepared for submission to the Planning Commission. Samara suggested this packet wilJ be available online a week befo re the next meeting of the Commission in June. We respectfully request access to the submission materials as soon as possible so the Engineer we have engaged may make an appropriate review of the project, drainage, retention , etc. One week before the meeting is simply not enough time to permit a comprehensive review of the submission. JACOB CT EDINGTON AVKENSLEY AV HAZEL LNCLUBDRMARGA R E T D R QUAIL CREEK DRROYAL LNQUAIL CREEK DR NANDINA LOOPPARKERCTSTATE HWY 181REBECCA'SWAYCOVEY RUN PLIDLEWILD DRBRECKIN DRWINDMILL RD City of FairhopePlanning Commission June 7, 2021 ¯WINDMILL RD STATE HWY 181SD 21.32 - Windmill Professional Park MOP Legend bc_base.SDE.RoadCenterlines COF Corp. Limits B-4 - Business and Professional District PUD - Planned Unit Development R-1 - Low Density Single-Family R-2 - Medium Density Single-Family R-3 - High Density Single-Family R-3PGH - Patio/Garden Single-Family R-6 - Mobile Home Park District R-A - Residential/Agriculture District COF Planning Jurisdiction ¯ ¯ ^ Project Name: Windmill Professional Park MOPSite Data: 1.48 acresProject Type: 4-unit Multiple Occupancy ProjectJurisdiction: Fairhope Planning JurisdictionZoning District: B-4PPIN Number: 77307General Location: Northwest corner of the intersection of State Highway 181 and Windmill Road Surveyor of Record: Engineer of Record: S.E. CivilOwner / Developer: FST Provision InvestmentsSchool District: Fairhope Elementary School Fairhope Middle and High Schools Recommendation: Approved w/ ConditionsPrepared by: Samara Walley SD 21.32 Windmill Professional Park MOP – June 7, 2021 Summary of Request: Request of Larry Smith of S.E. Civil on behalf of FST Provision Investments, LLC for MOP approval of Windmill Professional Park, a 4-unit project. The subject property is owned by the Fairhope Single Tax. Larry Smith is the authorized agent and engineer for the project. The subject property is zoned B-4 Business and Professional District and approximately 1.48 acres. The property is located at the northwest corner of the intersection of State Highway 181 and Windmill Rd. The applicant has submitted a site plan illustrating a total of 4 office buildings on a 1.48 acres site. Two proposed buildings are each 3,022 square feet and remaining buildings are 1,150 square feet each. There are 42 parking spaces provided on site. Parking is located on the interior of the lot and is partially screened by landscaping along Windmill Road. A 5’ sidewalk is illustrated along Windmill Road and Highway 181. It should be noted that this proposed development did not result in the requirement of a Traffic Impact Study. Greenspace: 10% greenspace is required resulting in 0.148 acres. The greenspace plan illustrates 0.169 acres of greenspace on site and is therefore adequate. The applicant plans to have amenities such as a BBQ pit located between the two 1,150 square foot buildings. Utilities: Water, sewer and gas services shall be provided by the City of Fairhope. Electrical service shall be provided by Baldwin EMC. The applicant states that there is an existing fire hydrant located at the corner of Windmill Road and Highway 181. The fire flow test, signed by Larry Smith, PE, affirms that there is adequate fire flow for the proposed development. I • I I ,cowesDEW,,,U,; CNf')aEEDl!TAII.. SD 21.32 Windmill Professional Park MOP – June 7, 2021 Drainage: A detention pond is located in the northwest corner of the property. S.E. Civil states the following regarding drainage: “The site is high along the western property line and run-off flows from west to east and discharges into the right of way of State Route 181. Elevations range from 20 ft to 15 ft. The site is mostly grass. Run-off from the developed lot will sheet flow into a detention pond along the northern property line. The pond will discharge into the existing ditch along SR 181. The detention pond will have a sand filter that will serve as water quality for the site.” It should be noted that the Planning Commission recommended approval to the City Council for the Rezoning of the adjacent property at its May 3, 2021 meeting. The case is pending and has not yet been heard by the City Council. The location of the detention pond, as illustrated, is subject to the approval of the adjacent Rezoning case. If disapproved, buffering may be required. Landscape: The applicant has submitted landscape plan completed by Espalier Landscape Architecture. Staff finds that the landscape plan has not provided adequate landscaping to screen the parking lot. As a condition of approval, additional parking screening shall be provided. The subdivision regulations contain the following criteria in Article V.B.2. Approval Standards: “2. Consistency with Plans, Regulations and Laws - The Planning Commission shall not approve the subdivision of land if the Commission makes a finding that such land is not suitable for platting and development as proposed, due to any of the following: a. The proposed subdivision is not consistent with the City’s Comprehensive Plan, and/or the City’s Zoning ordinance, where applicable; • Meets b. The proposed subdivision is not consistent with the City’s Comprehensive Plan or any other plan or program for the physical development of the City including but not limited to a Master Street Plan, a Parks Plan, a Bicycle Plan, a Pedestrian Plan, or the Capital Improvements Program; • Meets c. The proposed subdivision is not consistent with these Regulations; • Meets d. The proposed subdivision is not consistent with other applicable state or federal laws and regulations; or • Meets e. The proposed subdivision otherwise endangers the health, safety, welfare or property within the planning jurisdiction of the City.” • Meets Recommendation: Staff recommends approval of case SD 21.32 subject to the following conditions: 1. Final landscape screening for the parking area along Windmill Rd shall be reviewed and approved by the Director of the Planning and Zoning Department prior to the issuance of a Certificate of Occupancy. 2. Current zoning requires a 10’ buffer where adjacent to residentially zoned property. A buffer has not been provided because the adjacent property has been recommended for approval to B-4 zoning by the Fairhope Planning Commission (case ZC 21.07). The rezoning has yet to be approved by the City Council. A buffer will be required if case ZC 21.07 fails to get approval by the City Council. ORGANIZER: The name and mailing address of the Organizer of the Company, who has been authorized to execute this document in connection with the formation of the Company, is as follows: Leo L. Crain, Esq 103 Clubhouse Drive Fairhope,Al.36532 ARTICLE SIX ADDITIONAL MEMBERS: The initial members of the Company may admit additional members at such times and upon such terms and conditions as may be mutually agreed by the Company and the additional members. ARTICLE SEVEN DISSOLUTION OF THE COMPANY: The legal existence and business of the Company may be continued by_ the written consent of all the remaining members within 90 days after an event of dissociation of a member. ARTICLE EIGHT MANAGEMENT: The Company shall be managed by one (1) or more Managers. The names and mailing addresses of the 4utial Managers who shall serve until their successors are elected and begin serving are as follows: Geoff Lane 105 Willow Lake Drive Fairhope, AL 36532 The manager(s) of the Company shall have exclusive authority to operate the Company and conduct its business and affairs, including but not limited to exclusive authority to (I) execute binding contracts and acquire and convey assets in the name of the Company (all such contracts, acquisitions and/or conveyances to be binding upon and enforc.eable against the Company regardles~ of whether such contracts, acquisitions and/or conveyances are, or are not, apparently for the carrying on in the usual way the business of the Company), (II) compensate individuals and/or entities for services rendered to or for the benefit of the XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXN00°26'40"E 208.62'S89°33'46"E 313.06'S00°26'40"W 208.68'WINDMILL ROAD 66 FT. R/WALABAMA HIGHWAY 18180 FT. R/W(A.K.A. CO RD 27) (A.K.A. BELFOREST RD.)1423152226"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINES56°24'43"W 66.20'TREE CANOPY LINE54.86'37.05'S00°26'40"W 171.63'P.O.B.N89°33'05"W 258.20'100' HWY. CONST. SETBACK (60 FT. FROM PROP. LINE)10 FT. BLDG. SETBACK10 FT. BLDG. SETBACK20 FT. BLDG. SETBACK20 FT. BLDG. SETBACK24'10'10'90'10'24'R15'R20'R20'10'20'20'24'24'20'20'10'20'R5'R5'R5'R5'R5'R5'HANDICAP PARKING(TYP.) SEE DETAILHANDICAP RAMP(TYP.) SEE DETAILRIBBON CURB(TYP.) SEE DETAILASPHALT PAVING(TYP.) SEE DETAILASPHALT PAVING(TYP.) SEE DETAILCONCRETE SIDEWALK(TYP.) SEE DETAILSIDEWALK TO HAVE ATHICKENED EDGE ALONGPARKING SPACESSEE DETAILOFFICE BUILDING3,022 SFFFE=119.50OFFICE BUILDING3,022 SFFFE=120.504" SWSL96666DETENTION PONDOFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75PERVIOUS CONCRETE(TYP.) SEE DETAILR10'CONCRETE SIDEWALK(TYP.) SEE DETAILRIBBON CURB(TYP.) SEE DETAIL10'R5'R5'17'20'HANDICAP RAMP(TYP.) SEE DETAIL9GREENSPACE=0.040GREENSPACE=0.1295' CONC. SIDEWALK(TYP.) SEE DETAIL5' CONC. SIDEWALK(TYP.) SEE DETAILBBQ PITSEE DETAIL10'X12' STEPPINGSTONE PATIODUMPSTER W/ 6'WOOD PRIVACYFENCE W/ GATESHEETC0120200768TLSDRAWNDATESCALEJOB No.5/14/211"=20'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallSITE PLANCONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING BUT NOT LIMITEDALL CURBED OR STRIPED RADII ARE TO BE 4' UNLESS OTHERWISE NOTED.EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED ORRELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN THE BASE BID.TO ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIREDFOR SITE WORK. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIESTHE DRAWINGS. CONCRETE FOR CURBING SHALL BE 3000 PSI.REFER TO THE LANDSCAPING PLANS FOR PLANTING LOCATIONS AND ISLAND DETAILS.PAINTED STRIPING SHALL BE BRIGHT AND CLEAR. STRIPES SHALL BE PER PLAN AND PAINTEDCURBING SHALL BE FORMED AND POURED CONCRETE UNLESS OTHERWISE DETAILED WITHINHANDICAP RAMPS AND PARKING STALLS SHALL BE PER ADA REQUIREMENTS AND LOCALALL DIMENSIONS AND RADII ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED.CONDITIONS SHALL BE VERIFIED TO BE TRUE AND ACCURATE PRIOR TO BEGINNING WORK.THE SURVEY OF EXISTING CONDITIONS IS SHOWN WITHIN THESE PLANS. ALL EXISTINGON CLEAN ASPHALT OR CONCRETE. THIS SITE IS ZONED B-4.ALL ISLANDS WITH CURB & GUTTER SHALL BE LANDSCAPED.NOTIFY CITY OF FAIRHOPE INSPECTIONS 24 HOURS BEFORE THE BEGINNING OF EVERYPHASE OF CONSTRUCTION.THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL REQUIRED GOVERNMENTALA COPY OF THE APPROVED LAND DISTURBANCE PLAN AND PERMIT SHALL BE PRESENT ON SITEWHENEVER LAND DISTURBANCE ACTIVITY IS IN PROGRESS.CONSTRUCTION EQUIPMENT SHALL NOT BE PARKED IN REQUIRED R.O.W. AND MUST BESTORED WITHIN THE SITE.DURING CONSTRUCTION, ACCESS ROADWAYS CONSTRUCTED OF AN ALL WEATHER SURFACECAPABLE OF SUPPORTING 75,000 POUNDS GROSS WEIGHT SHALL BE PROVIDED. THE WIDTH OFTHE ACCESS ROADWAY, DURING CONSTRUCTION, SHALL BE 20 FT PER STANDARD FIREPREVENTION CODE, LATEST EDITION. ALL NON-HANDICAP PARKING SPACE LINES WILL BE WHITE.ALL TRAFFIC CONTROL SIGNS AND MARKINGS USED ON THE SITE WILL CONFORM WITH THEMANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD), FHWA, LATEST EDITION. REFERENCE THE SIGN CODES CONTAINED IN THE MUTCD FOR ALL TRAFFIC CONTROL SIGNS.NOTE THE COLOR AND SIZE OF ALL PAVEMENT MARKINGS, REFERENCING DETAILS IN ALDOT'SROADWAY AND TRAFFIC DESIGN STANDARDS WHERE APPLICABLE.NO "PROTECTED TREES" WILL BE REMOVED, DESTRUCTIVELY DAMAGED, MUTILATED,RELOCATED, DISFIGURED, DESTROYED, CUT DOWN, OR EXCESSIVELY PRUNED DURINGSITE PLAN NOTESAND CODES AS WELL AS O.S.H.A. AND ALDOT STANDARDS. ALL WORK AND MATERIALS SHALL COMPLY WITH THE CITY OF FAIRHOPE REGULATIONSFIRE LANES AND SIGNAGE TO MEET REQUIREMENTS OF NFPA 1 CHAPTER 18.THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH ALL OF THE EXISTING CONDITIONSAT THE SITE; INCLUDING UTILITIES, SURFACES, ETC. AND SHALL BE FULLY RESPONSIBLE FOR ANY DAMAGES THEY CAUSE TO NEW AND EXISTING CONSTRUCTION, PROPERTY AND ANYUNAUTHORIZED DISRUPTION TO UTILITIES ON SITE AND TO ADJACENT PROPERTIES.PRIOR TO CONSTRUCTION, EXISTING UTILITIES AT PROPOSED CONNECTIONS AND CROSSINGSSHALL BE FIELD EXCAVATED TO VERIFY LOCATIONS, ELEVATION AND SIZE. NOTIFY THEENGINEER IMMEDIATELY WITH ANY DEVIATIONS OR CONFLICTS.TOTAL SITE ACREAGE = 1.48 ACRES.REGULATIONS.INSPECTIONS.CONSTRUCTION ACTIVITIES.SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID.1.2.3.4.5.6.7.8.9.10.11.12.13.14.15.16.17.18.19.20.21.22.23.24.PROPOSEDEXISTINGSITE PLAN LEGENDTRAFFIC CONTROL ARROWCURB & GUTTERSTANDARD PARKING QUANTITYASPHALT PAVINGX" SYSL - X" WIDE SINGLE YELLOW SOLID LINEX" DYSL - X" WIDE DOUBLE YELLOW SOLID LINEX" SWSL - X" WIDE SINGLE WHITE SOLID LINEACCESSIBLE PARKING SPACECONCRETE PAVINGGRAVEL PAVINGRIBBON CURBPARKING DATAOFFICE A - 3,022 SF = PARKING REQUIREMENT SPACES11BUILDINGS (UNDER ROOF)SITE ANALYSIS8,344 SFSITE ACREAGE (PROPOSED)±1.48 AC (64,304 SF)BUILDING SETBACKS:FRONT YARD:SIDE YARD:REAR YARD:MAXIMUM BUILDING HEIGHT:60 FT H.C.S.* 10 FT 20 FT 30'BUILDING HEIGHT23 FTPROVIDED PARKING42 SPACESREQUIRED PARKING42 SPACES (SEE PARKING DATA)MAX. GROUND COVERAGE RATIO:N/AJURISDICTIONCITY OF FAIRHOPEPERVIOUS AREA0.949 AC (64.27%)IMPERVIOUS AREA0.527 AC (35.73%)REQUIRED:PROPERTY AREALAND USAGE--1.476 ACRESBUILDING AREA (UNDER ROOF)13.82%0.204 ACRESIMPERVIOUS PAVING 0.427 ACRESPERVIOUS PAVING 0.057 ACRESDESCRIPTION% OF PROPERTY AREAAREA28.93%3.86%GRASSED/LANDSCAPED AREA0.788 ACRES53.39%ZONINGB-4TOTAL REQUIRED =42MAX. DENSITY:N/ACONTRACTOR SHALL REFER TO THE ARCH. PLANS FOR EXACT LOCATIONS AND DIMENSIONS25.OF EXIT PORCHES; PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. THE DIMENSIONS SHOWN ARE TO THE FACE OF BUILDING UNLESS OTHERWISE NOTED.26.REFER TO STRUCTURAL PLANS FOR THE COLUMN GRID LAYOUT AND INFORMATION REQUIRED27.TO LAYOUT THE BUILDING WITHIN THE FOUNDATIONS.XCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-656680010204020 SCALEWindmill Professional ParkWindmill RoadFairhope, Alabama0 TO 400 SF = 4 SPACES400 TO 3,022 SF = 1 SPACE / 400 SF = 7 SPACESOFFICE B - 3,022 SF = 110 TO 400 SF = 4 SPACES400 TO 3,022 SF = 1 SPACE / 400 SF = 7 SPACESTOTAL PROVIDED =42*HIGHWAY CONSTRUCTION SETBACK OFFICE B - 1,150 SF =60 TO 400 SF = 4 SPACES400 TO 1,150 SF = 1 SPACE / 400 SF = 2 SPACESOFFICE B - 1,150 SF =60 TO 400 SF = 4 SPACES400 TO 1,150 SF = 1 SPACE / 400 SF = 2 SPACESOFFICE A - SURVEY AND INSPECTION MAX WORKING SHIFT = 7 EMPLOYEES1 SPACE / 3 EMPLOYEES = 3 SPACES1 SPACE FOR EACH COMPANY VEHICLE = 585/14/21NO. 1 ADDED SIDEWALKS05-46-05-15-0-000--003.544 FST MPM INVESTMENTS, L.L.C. 7685 ST HWY 59 FOLEY AL 38535 (INS 1087761) ~-r~~---~=-~~-~~~=~:~~r~~~~y--~~=' : t I !1'-i I t : I i~--~ 11 I 0 0 11 I ___ ...J../2.RBF ----• R8F ~===== -------------------=------~ -_ + _________ '\_ ___ -~_,/ ~ I ------------- -~0~1s-MANIFOLD-ESTA~ - -----T OF LOT 7 i:iD;t~ 1 ~~-C DIVISION LOT B 05-46-05-22-0-000-001.694 FST MANIFOLD, BENJAMIN LAWRENCE ETUX MIA 9940 WINDMILL RD FAIRHOPE AL 36532 (INS 1779583) I I I LOT 9 I 05-46-05-22-0-000--001.516 I FST MANIFOLD, SIMONE M 9950 WINDMILL ROAD FAIRHOPE AL 36532 (INS 741979) MOOR£HAV£N VILLAGE SUD£ 2162-£ LOT 2 05-46-05-22-0-000-001.695 FST MASON, DONE ETUX BARBARA G 5 COLONEL WINK DR GULFPORT MS 39507 (INS 1389762) -----7 I I --L __ _ [---05-46-06-23-0-000-009. 0 I WALKER, LINDA R 8800 MORPHY AVE FAIRHOPE AL 36532 0 e.. C=:::J C=:::J C=:::J 0 ~ c:::::::::::::: ~ C=:::J XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX WINDMILL ROAD 66 FT. R/WALABAMA HIGHWAY 18180 FT. R/W(A.K.A. CO RD 27) (A.K.A. BELFOREST RD.)1423152226"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINETREE CANOPY LINEP.O.B.100' HWY. CONST. SETBACK (60 FT. FROM PROP. LINE)10 FT. BLDG. SETBACK10 FT. BLDG. SETBACK20 FT. BLDG. SETBACK20 FT. BLDG. SETBACK24'10'10'90'10'24'R15'R20'R20'10'20'20'24'24'20'20'10'20'R5'R5'R5'R5'R5'R5'ASPHALT PAVING(TYP.) SEE DETAILASPHALT PAVING(TYP.) SEE DETAILOFFICE BUILDING3,022 SFFFE=119.50OFFICE BUILDING3,022 SFFFE=120.5096666DETENTION PONDOFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75R10'10'R5'R5'17'20'9SHEETAERIAL20200768TLSDRAWNDATESCALEJOB No.4/21/211"=20'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallAERIAL WITH CONTOURSCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-656680010204020 SCALEWindmill Professional ParkWindmill RoadFairhope, Alabama XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX N00°26'40"E 208.62'S89°33'46"E 313.06'S00°26'40"W 208.68'WINDMILL ROAD 66 FT. R/WALABAMA HIGHWAY 18180 FT. R/W(A.K.A. CO RD 27) (A.K.A. BELFOREST RD.)1423152226"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINES56°24'43"W 66.20'TREE CANOPY LINE54.86'37.05'S00°26'40"W 171.63'P.O.B.N89°33'05"W 258.20'LOT 1LOT 2100' HWY. CONST. SETBACK (60 FT. FROM PROP. LINE)104.31'104.31'67.32'104.31'N89°33'46"W 313.06'10 FT. BLDG. SETBACK10 FT. BLDG. SETBACK10 FT. BLDG. SETBACK10 FT. BLDG. SETBACK20 FT. BLDG. SETBACK20 FT. BLDG. SETBACKOFFICE BUILDING3,022 SFFFE=119.50OFFICE BUILDING3,022 SFFFE=120.50DETENTION PONDOFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75GREENSPACE=0.040GREENSPACE=0.129SHEETGS20200768TLSDRAWNDATESCALEJOB No.4/21/211"=20'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallGREENSPACE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-656680010204020 SCALEWindmill Professional ParkWindmill RoadFairhope, AlabamaOPEN SPACE (GREEN SPACE) CALCULATIONDENSITY: 3.6 UNITS PER ACREREQ'D 10% OF TOTAL GROSS AREA = 0.148 ACRESGREEN, COURTYARD, ETC. = 0.169 ACRESGREENSPACE CALCULATIONS (CITY OF FAIRHOPE):ACREAGE IN TOTAL TRACT: 1.48 ACRESWETLANDS: 0.00 ACRESPONDS: 0.15 ACRESASPHALT ROADS: 0.22 ACRESNET ACREAGE: 1.11 ACRESDENSITY (NET) = 4 UNITS/1.11 ACRES: 3.6 UNITS/ACREGREENSPACE REQUIRED (10% OF 1.48 ACRES): 0.148 ACRESGREENSPACE PROVIDED: 0.169 ACRESL __ _ [---_, I ~R,LIM),f,R I 81Jj)()MQRPHYA\.'E FAJRHOPEAL.38532 I 119119119 118 117 118116 117 118116 116115117118119120120119118117119112112113115115 113113114114 115116116117118120120XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX (R) N89°55'W 313.06' N00°26'40"E 208.62'(R) N00°07'E 208.71'S89°33'46"E 313.06'(R) S89°55'E 313.06'S00°26'40"W 208.68'(R) S00°07'W 208.71'OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHP26"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINE05-46-05-15-0-000-003.544FST MPM INVESTMENTS, L.L.C.7685 ST HWY 59FOLEY AL 36535(INS 1087761)S56°24'43"W 66.20'TREE CANOPY LINE54.86'(R) S56°30'00"W 75.00'37.05'S00°26'40"W 171.63'N89°33'05"W 258.20'100' HWY. CONST. SETBACK (60 FT. FROM PROP. LINE)05-46-05-15-0-000-003.544FST MPM INVESTMENTS, L.L.C.7685 ST HWY 59FOLEY AL 36535(INS 1087761)10 FT. BLDG. SETBACK10 FT. BLDG. SETBACK20 FT. BLDG. SETBACK20 FT. BLDG. SETBACK117115116114114116115117118118 118 119 118 119119119OFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMWWS10" PVC FORCE MAIN6" CI WATER MAIN118FMFMFMFMFMFMFMFMWWWWWWWWW WWWWWWWWWWProposed Building(REFER TO ARCH./CIVIL)REFER TO ARCH/CIVILREFER TO ARCH/CIVILAL HWY 181NOTE:NO WORK SHALL BE PERFORMED WITH IN THE RIGHTOF WAY WITHOUT WRITTEN PERMISSION FROM THEGOVERNING AUTHORITY.WINDMILL RD.NOTE:NO WORK SHALL BE PERFORMED WITH IN THE RIGHTOF WAY WITHOUT WRITTEN PERMISSION FROM THEGOVERNING AUTHORITY.Treesave Fencing (Typ.)See Detail #9 / L-1.2Treesave Fencing (Typ.)See Detail #9 / L-1.2GP A/C A/C GPGen.A/C A/CGen.LPLPLPLPDetention Pond(REFER TO CIVIL)All areas disturbed by constructionshall be mulched unless otherwisenoted. (Typ.)Moonglow Sweet Bay Magnolia30 gal5Bald Cypress30 gal7230 galChaste Tree330 galChaste Tree130 galTree Form Eagleston HollyTree Form Eagleston Holly30 gal3530 galLive Oak130 galBracken`s Southern MagnoliaLive Oak30 gal3815 galTeddy Bear S. Magnolia130 galTree Form Eagleston HollyTree Form Eagleston Holly30 gal1TTAll areas disturbed by constructionshall be sodded unless otherwisenoted. (Typ.)All areas disturbed by constructionshall be sodded unless otherwisenoted. (Typ.)All areas disturbed by constructionshall be mulched unless otherwisenoted. (Typ.)Pinestraw(Typ.)Pinestraw(Typ.)Pinestraw(Typ.)Pinestraw(Typ.)Pinestraw(Typ.)Breeze Grass3 gal733 galFodzinghu Sweet Olive151 galBig Blue Lilyturf163 galSir Robert AzaleaVintage Jade Distylium3 gal10Blue Pacific Juniper3 gal13Jubilation Gardenia3 gal2October Magic Ivory Camellia15 gal1Big Blue Lilyturf1 gal41313 galApricot Drift Rose116 sfsodCentipede SodOakleaf Hydrangea3 gal6Centipede Sodsod177 sf313 galApricot Drift Rose116 sfsodCentipede SodBreeze Grass3 gal9Mahonia Soft Caress7 gal8Autumn Fern1 gal7243 galApricot Drift Rose281 galBig Blue Lilyturf143 galSir Robert Azalea115 galOctober Magic Ivory Camellia23 galVarigated Flax Lily103 galVintage Jade Distylium203 galDream Quilt Camellia63 galFodzinghu Sweet Olive303 galSir Robert Azalea215 galOctober Magic Ivory Camellia641 galBig Blue LilyturfProposed Building(REFER TO ARCH./CIVIL)Big Blue Lilyturf1 gal32Apricot Drift Rose3 gal1633 galFodzinghu Sweet Olive151 galBig Blue LilyturfJubilation Gardenia3 gal2Blue Pacific Juniper3 gal13Vintage Jade Distylium3 gal1021,311 sfsodCentipede Sod179 sfsodCentipede SodPinestraw(Typ.)Contractor shall provide automatic irrigation with100% head to head coverage or hand water all trees& sod until established as directed by Owner. (Typ.)Landscape contractor shall coordinate with G.C. ontree locations prior to utility installation. (Typ.)Refer to Civil for All Grading, Drainage,Erosion Control, & Site Stabilization Otherthan shown on landscape plan. (Typ.)Tree Protection Notes:Know what'sbelow.before you dig.CallRNORTHNOTES:1. BASE SURVEY PROVIDED BY S.E. CIVIL.2. LOCATION OF STRUCTURES, HARDSCAPE, AND EXISTING VEGETATION SHALLBE FIELD VERIFIED.3. VERIFY ALL LAYOUT AND DIMENSIONS IN FIELD.4. PLANT COUNTS ARE FOR CONVENIENCE ONLY. FIELD VERIFY ACCORDINGLY.5. CONTRACTOR IS RESPONSIBLE FOR ENSURING POSITIVE DRAINAGE.6. CONTRACTOR TO OBTAIN ALL REQUIRED PERMITS.7. NOTIFY LANDSCAPE ARCHITECT IMMEDIATELY OF ANY DISCREPANCIES INDRAWINGS OR FIELD CONDITIONS.8. REFER TO CIVIL FOR ALL UTILITIES, GRADING, DRAINAGE, & HARDSCAPE.DRAFT - FOR REVIEW ONLYWINDMILL PROFESSIONAL PARKWINDMILL ROADJOSEPHHENRYCOMER IVNUMBER539R E G IS TERED LANDSCAPE ARCHITECTSTATE OF ALABAM A SEAL NOT VALIDUNL E S S S I G NEDESPALIER, LLC.PLANL-1.1LANDSCAPEFAIRHOPE, AL0SCALE: feet1632481/16" = 1'-0"See Sheet L-1.2 for plant listand landscape specifications.TREE PROTECTION DETAILTree protection fencing shall be installed 20' from trunks oftrees larger than 20" DBH and 10' from trunks of trees under 20" DBH.4'-0"Maintain existinggrade with the treeprotection fenceunless otherwiseindicated on theplans.Steel 'T' postsor approved equal.Notes:1- See city tree protection ordinance sec.20.5-6 for required tree protectionmeasures.2- No pruning shall be performed except byapproved arborist.3- No equipment shall operate inside theprotective fencing including during fenceinstallation and removal.4- Tree protection fence shall be installedprior to any landscape disturbance.5- No entry, storage, or temporary parkingshall be allowed inside fence.SECTION VIEW8.5" x 11"signlaminated inplastic spacedevery 50'along thefence.Tree Protectionfence: Chain link fence or approved equal.Steel 'T' postsinstalled at 8' o.c.9t~J}~~~ •. :---y -·-·. ---, ~'""'-~~ Q,onosc,u: ~ ESPALIER landscape architecture I I ' I '' I I ' 1 I ; ~ ISSUED/REVISED ~ Permittin 10/B/ZO ~ Re,lsed 4/22/20 ~ I!!!, ~ ~□ e ru+:; == ~ ,_ 10,/6/,0 CITY OF FAIRHOPE LANDSCAPE REQUIREMENTS:PERIMETER REQUIREMENTS:Road Frontage Feet = 171.63'/30' = 6 Trees in First 25' regardless of tree credits.Remaining Perimeter Feet = 846'/30' = 28 TreesParking Requirements (1 Tree/12 Spaces) = 42/12 =3Total Trees Required = 6 Frontage (Overstory) & 28 Perimeter Trees (At Least 50% Overstory)NOTES:1. MULCH ALL TREE RINGS & SHRUB AREAS WITH LONG LEAF PINESTRAW.2. THIS PLANT LIST IS FOR CONVENIENCE ONLY. CONTRACTOR TO VERIFY.3. STABILIZE ALL AREAS DISTURBED BY CONSTRUCTION AS NOTED.APPROVED NURSERIES:1. GREEN FOREST NURSERY2. FLOWERWOOD NURSERY3. GREENS NURSERY4. CHERRY LAKE NURSERY5. POSEY & SON NURSERYOther nurseries may he approved at the discretion of the landscape architect.TREESCODEQTYBOTANICAL NAMECOMMON NAMECONTREMARKSIE 6 Ilex x attenuata `Eagleston` Tree Form Eagleston Holly 30 gal 1.5" Cal. Min., 8` Ht. Min., GreenforestNursery Or Approved EqualMB 1 Magnolia grandiflora `Brackens Brown Beauty` Bracken`s Southern Magnolia 30 gal 2" Cal. Min., 10` Ht. Min, SpecimenMT 8 Magnolia grandiflora `Teddy Bear` Teddy Bear S. Magnolia 15 gal 1.5" - 2.5" Cal. Min., Greenforest NurseryOnly Or Approved EqualMJ2 5 Magnolia virginiana `Jim Wilson` Moonglow Sweet Bay Magnolia 30 gal 1" Cal./Cane Min., 10` Ht. Min, Mulit. Trunk,Tree FormQV 8 Quercus virginiana Live Oak 30 gal 2" Cal. Min., 10` Ht. MinTD 7 Taxodium distichum Bald Cypress 30 gal 2" Cal. Min., 10` Ht. MinVC 5 Vitex agnus-castus Chaste Tree 30 gal Multitrunk, SpecimenGreenforest Nursery Only Or ApprovedEqual.SHRUBSCODEQTYBOTANICAL NAMECOMMON NAMESIZESPACINGREMARKSAR2 60 Azalea x `Sir Robert`Sir Robert Azalea3 gal 30" o.c.CD2 20 Camellia sasanqua `Dream Quilt`Dream Quilt Camellia3 gal 48" o.c. Greens NurseryCI 4Camellia sasanqua `Ivory`October Magic Ivory Camellia 15 gal 48" o.c. Greens NurseryDV 2Daniellia tasmanica `Variegata`Varigated Flax Lily3 gal 36" o.c.D` 30 Distylium `Vintage Jade`Vintage Jade Distylium3 gal 48" o.c.DE 7Dryopteris erythrosoraAutumn Fern1 gal 24" o.c.GL2 4Gardenia jasminoides `Leeone`Jubilation Gardenia3 gal 36" o.c.HQ 6Hydrangea quercifoliaOakleaf Hydrangea3 gal 48" o.c.JB 26 Juniperus conferta `Blue Pacific`Blue Pacific Juniper3 gal 42" o.c.LB2 195 Liriope muscari `Big Blue`Big Blue Lilyturf1 gal 15" o.c.LB 16 Lomandra longifolia `Breeze`Breeze Grass3 gal 48" o.c. Do not substitute Katrinus.MS 8Mahonia eurybracteata `Soft Caress`Mahonia Soft Caress7 gal 30" o.c.OF 12 Osmanthus fragrans `Fodzinghu`Fodzinghu Sweet Olive3 gal 36" o.c. Waters NurseryRA 102 Rosa x `Meimirrote` TMApricot Drift Rose3 gal 24" o.c.GROUND COVERSCODEQTYBOTANICAL NAMECOMMON NAMECONTSPACINGREMARKSEO 21,899 sf Eremochloa ophiuroides Centipede Sod sodPLANT SCHEDULEKnow what'sbelow.before you dig.CallRDRAFT - FOR REVIEW ONLYLANDSCAPE NOTES:1. This section covers furnishing and installing all landscape plants and non-plant materials covered bythe drawings and these specifications. The work shall include materials, labor, equipment and servicesas described herein and indicated on the drawings. Also, the work shall include the maintenance of allplants and planting areas until acceptance by the Owner, and fulfillment of all guarantee provisions asherein specified.2. Before beginning work, the contractor shall thoroughly acquaint himself with the existing siteconditions and proposed plans. The intent is to provide a smooth transition between existing conditions that are to remain and the new site features with minimal damage to existing treesand vegetation.3. Contractor is made aware of active existing underground utilities. It is the contractors responsibility to familiarize himself with the location of said utilities and other obstructions. Thecontractor shall investigate and verify, in the field, the existence and location of all utilities and anyexisting irrigation piping, and take necessary precautions to prevent their disturbance and avoidinterruption of service. Contractor is responsible for calling appropriate line location service. Alldamaged utilities shall be replaced to owners satisfaction by contractor with no additional chargeto owner.4. Discrepancies between site conditions and conditions on plans shall be call to the attention of theOwner immediately.5. Existing grades shall be verified in field prior to beginning any work. Discrepancies shall be broughtto the landscape architects attention immediately. Landscape contractor to provide fine grading toensure positive drainage. 6. The landscape architect shall have the right to reject any and all work and/or materials at any stageof progress which in his opinion do not meet the requirements of these plans and specifications. Suchrejected material shall be removed from the site immediately and replaced with acceptable materials.7. Landscape contractor is responsible for obtaining all state and local permits and licenses requiredto perform this work.8. Landscape contractor shall abide by all state and local laws and ordinances. Contractor shall alsoconform to POA or ARB guidelines if applicable.9. All work shall comply with the current edition of the Standard Building Code published by theSouthern Building Code Congress International, Inc.10. Topsoil shall be sandy/loam natural, friable, and fertile with a PH of 5.5 to 6.5. Topsoil shall be freefrom roots, stones, debris, noxious weeds, or any substance harmful to plant growth. Quality ofTopsoil to be approved by Landscape Architect.11. Once delivered to the site, the contractor is responsible for the protection, including theft, ofall materials.12. The landscape plan is to serve as a guide for installation. Field adjustment and changes to layoutmay be made by Landscape Architect.13. Contractor shall layout all plant material per planting plans and schedule a site meeting withlandscape architect for approval with a minimum of 48 hours notice.14. Quantities shown on plant list are for convenience only.15. All groundcover & flower beds shall receive 3" minimum of planting mix consisting of decomposedpinebark or mushroom compost and blended into the top 6" of existing soil. Rake beds smooth andtop dress with 2" min. of ground pinebark prior to planting.16. All tree and shrub planting pits shall be backfilled with 75% excavated soil & 25% planting mixconsisting of decomposed pinebark or mushroom compost.17. All trees shrubs and groundcovers shall be planted with Woodace fertilizer tabs at rates permanufactures recommendations. All planting beds shall also be top dressed with a slow releaseOsmocote fertilizer or equal per manufactures recommendations prior to mulching.18. All beds shall receive Freehand pre-emergent herbicide or equal.19. Unless otherwise noted, all beds shall receive 3" compacted depth of fresh Long Leaf pine strawfree from sticks and pine cones. Groundcover areas with 4" plants or plugs shall be mulched withpulverized pinebark mulch unless otherwise noted.20. All bed lines shall have 3" V-Shaped trenches. See detail.21. All plant material shall meet or exceed federal, state, and county laws requiring inspection for plantdisease and insect control.22. All plant material shall be Florida #1 or better and meet the latest standards of the "AmericanStandards for Nursery Stock".23. All trees shall be staked with arbor guy (or equal) tree stakes per manufactures recommendations.24. All disturbed areas shall be irrigated and sodded.25. Contractor shall maintain all plantings and lawn areas until final acceptance by owner and landscapearchitect. Unless specified otherwise, maintenance includes mowing, edging, weeding, blowing, pruning,watering, mulching, etc.26. Brown or defoliated plants shall be removed and replaced immediately.27. All materials and workmanship for landscape and irrigation shall be guaranteed for a minimum ofone year from final acceptance.28. No work shall be performed in any R.O.W. without approval by the appropriate Federal, State,County, or City authority.LANDSCAPE NOTES6MULCH TREE RING 3" DEEP (TYP.)KEEP MULCH OFF TRUNK +/-2"SPECIFIED PLANTING MIX. WASH IN BACKFILL TOREMOVE AIR POCKETS AND SETTLE SOIL.4" SOIL WATER WELL ABOVE FINISH GRADESET TOP OF ROOTBALL 1.5" ABOVE FINISH GRADE.SLOPE SOIL AWAY FOR POSITIVE DRAINAGE.FINISH GRADEUNDISTURBED SUBGRADESPECIFIED FERTILIZER TABSARBORGUY STAKING KITS OR EQUAL. INSTALLPER MANUFACTURERS SPECS AND SIZING.3 REQUIRED 120° APART.HIGH VISIBILITY FLAGGING TAPETREE PLANTINGARBORGUY ANCHORS TO BE DRIVEN INTOUNDISTURBED SUBGRADE. NOT PLANTING PIT.1SHRUB PLANTING DETAILNOTE:LANDSCAPE CONTRACTOR IS RESPONSIBLE TOENSURE POSITIVE DRAINAGE IN ALL DIRECTIONSAND AWAY FROM ALL STRUCTURES.SHRUBS TO BE PLANTED 1" HIGHERTHAN FINISH GRADE.3" OF MULCH AS SPECIFIEDSOIL BACKFILL AS SPECIFIED WITHFERTILIZER TABS AS SPECIFIED AT RATEPER MANUFACTURER SPECIFICATIONS.LIMITS OF MULCH BED.EDGE OF SOD, WALK, OR CURBBUILDING FACADE OR WALL32" Min.o.c. spacingo.c. spacing32" Min.2 x Dia.of Rootball6" MIN.2GROUNDCOVER PLANTING DETAILNOTE:LANDSCAPE CONTRACTOR IS RESPONSIBLE TOENSURE POSITIVE DRAINAGE IN ALL DIRECTIONSAND AWAY FROM ALL STRUCTURES.PLANTING BED PER SPECIFICATIONS2" OF PINEBARK MULCH FOR ALL 4" POTSUNLESS OTHERWISE NOTED. MULCH ASSPECIFIED FOR 1 GAL. GROUNDCOVERS.O.C. SPACING (TYP.)UNDISTURBED SUBGRADELIMITS OF MULCH BED.EDGE OF SOD, WALK, OR CURBBUILDING FACADE OR WALL3SUBGRADETRENCH BED EDGE3" OF MULCH AS SPECIFIEDCROWN MULCH AS SHOWN TOENSURE POSITIVE DRAINAGEMULCH TO BE 1" LOWER THANFINISH GRADE AT EDGEFINISH GRADENOTE:TRENCH EDGE SHALL BE LOCATEDAT ALL SOFT AND HARD EDGES.1"3"3"4WINDMILL PROFESSIONAL PARKWINDMILL ROADFAIRHOPE, ALLANDSCAPEL-1.2DETAILSJOSEPHHENRYCOMER IVNUMBER539R E G IS TERED LANDSCAPE ARCHITECTSTATE OF ALABAMA SEAL NOT VALIDUNLE S S S I GNEDESPALIER, LLC.Q-;;;:.,.,._-----,.._,, Q,;;:,.;,.,.,:---------,.._,. o.~_,,_ ----~ tA-ro Qr;;;-"" ____ _ 0 ci, 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 EB 0 0 ~ ESPALIER landscape architecture ISSUED/REVISED Permittin 10 8 20 Revised 4 22 20 119119119 118 117 118116 117 118116 116115117118119120120119118117119112112113115 115113113114114 115116116117118120120XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX WINDMILL ROAD 66 FT. R/WALABAMA HIGHWAY 18180 FT. R/W(A.K.A. CO RD 27) (A.K.A. BELFOREST RD.)26"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINETREE CANOPY LINEOFFICE BUILDING3,022 SFFFE=119.50OFFICE BUILDING3,022 SFFFE=120.50117115116114114116115117118118 118 119 118 119119119DETENTION PONDOFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75XXXXXXXXXXXXXXXXXXXXXXXXX X X X X X X X X X X X X X XXCEPSBSBOPXXXXXX25'25'BAFFLESSEE DETAILSKIMMERSEE DETAIL118SHEETC03DRAWNDATESCALEJOB No.SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallEROSION & SEDIMENTCONTROL PLAN1.2.3.4.EROSION CONTROL NOTESAND WATER CONSERVATION COMMITTEE OFFICER, AND THE FEDERAL E.P.A. GUIDELINES FORTHE NPDES PROGRAM. ALL EROSION CONTROL MEASURES SHALL BE PER THE DIRECTION OF THE ENGINEER, SOIL5.ABSOLUTELY NO SEDIMENT SHALL BE PERMITTED TO LEAVE THE SITE DURING CONSTRUCTION.6.IF HEAVY RAINS OR UNUSUAL SITE CONDITIONS RESULT IN THE POLLUTION OF ROADWAYS ORALL DISTURBED AREAS SHALL BE TEMPORARILY AND PERMANENTLY SEEDED WITH "SOUTH"ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED BY THE GOVERNING OFFICIALS.IT IS THE RESPONSIBILITY OF THE GRADING CONTRACTOR TO BE INTIMATE WITH THE LOCAL EROSION CONTROL LAWS AND TO REFLECT THIS KNOWLEDGE IN HIS/HER ACTIONS AND7.8.FOR EROSION CONTROL, SEDIMENT CONTROL AND STORMWATER MANAGEMENT ON ALL VEGETATION SHALL BE PLANTED AND MAINTAINED PER THE ALABAMA HANDBOOKIMMEDIATELY AND RESTORE THE AREAS TO THE ORIGINAL CONDITION WITHIN 24 HOURS.ADJACENT PARCELS THEN THE GRADING CONTRACTOR SHALL CLEAN THE DISTURBED AREASTYPE SEEDINGS PER THE ALABAMA HANDBOOK. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTED BY THE INSTALLATION OFEROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO, OR CONCURRENTWITH LAND DISTURBING ACTIVITIES.11. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY AND ANYDEFICIENCIES NOTED WILL BE CORRECTED BY THE END OF EACH DAY. ADDITIONAL EROSIONCONTROL MEASURES WILL BE INSTALLED IF DEEMED NECESSARY AFTER ON-SITE INSPECTIONTHE EXISTING SITE IS UN-DEVELOPED.ALL SILT BARRIERS SHALL BE PLACED AS ACCESS IS OBTAINED DURING CLEARING. NO GRADING SHALL BE DONE UNTIL THE SEDIMENT BARRIERS HAVE BEEN CONSTRUCTED. CONTRACTOR SHALL REMOVE EROSION CONTROL DEVICES AFTER PERMANENT GRASSING IS IN PLACE AND ESTABLISHED.THE CONSTRUCTION EXIT PAD SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENTTRACKING OR FLOW OF MUD ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANYSTRUCTURES USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR DISTURBED AREAS LEFT IDLE FOR TEN DAYS OR LONGER ARE TO BE SEEDED AND MULCHED.SEDIMENT / EROSION CONTROL DEVICES MUST BE CHECKED AFTER EACH STORM EVENT.EACH DEVICE IS TO BE MAINTAINED OR REPLACED IF SEDIMENT ACCUMULATION HAS REACHED1/2 OF THE CAPACITY OF THE DEVICE.CONTACT LARRY SMITH, PE 251-990-6566.AREA TO BE DISTURBED = 1.27 ACRES.MAINTENANCE OF ALL SOIL EROSION AND SEDIMENTATION CONTROL MEASURES ANDPRACTICES, WHETHER TEMPORARY OR PERMANENT, SHALL BE AT ALL TIMES THECONSTRUCTION SITES AND URBAN AREAS (ALABAMA HANDBOOK).QUOTATIONS.REFERENCE THE CONSTRUCTION SEQUENCE FOR THE RELATIONSHIP BETWEEN THEINSTALLATION OF EROSION CONTROL FEATURES AND GENERAL CONSTRUCTION.9.10.BY THE GOVERNING OFFICIAL OR ENGINEER OF RECORD.12.13.TRACKED FROM VEHICLE OR SITE ONTO PUBLIC ROADWAY MUST BE REMOVED IMMEDIATELY.14.15.16.RESPONSIBILITY OF THE OWNER'S CONTRACTOR.17.THE CONTRACTOR SHALL PREVENT THE LOSS OF SEDIMENT DUE TO WIND VIA WATERING18.DRY SOILS. CAUTION SHOULD BE TAKEN TO ENSURE THAT THE SITE IS NOT OVER WATERED.19. THE SITE IS TO BE CLEARED AND GRADED AS TO MINIMIZE THE AMOUNT OF SOIL EXPOSED20.AT ONE TIME.EROSION CONTROL MEASURES SHALL BE MAINTAINED AT ALL TIMES. IF FULL IMPLEMENTATIONOF THE APPROVED PLAN DOES NOT PROVIDE FOR EFFECTIVE EROSION CONTROL, ADDITIONALEROSION AND SEDIMENT CONTROL MEASURES SHALL BE IMPLEMENTED TO CONTROL ORTREAT THE SEDIMENT SOURCE.CONTRACTOR IS RESPONSIBLE FOR MONITORING DOWNSTREAM CONDITIONS THROUGHOUTTHE CONSTRUCTION PERIOD AND CLEARING ANY DEBRIS AND SEDIMENT CAUSED BY21.CONSTRUCTION.BMP'S SHALL BE INSTALLED AS PER THE ALABAMA HANDBOOK STANDARDS.22.BMP'S SHALL BE INSTALLED WITH MINIMAL CLEARING ACTIVITY.23.REFER TO THE LANDSCAPE PLANS FOR FINAL STABILIZATION MEASURES.24.1.2.3.REMOVE VEGETATION ONLY IN AREAS OF THE PERIMETER SEDIMENT BARRIERS,INSTALL THE CONSTRUCTION EXIT PER DETAILS.INSTALL PERIMETER SEDIMENT BARRIERS PER DETAILS.CONSTRUCTION SEQUENCE - PHASE 14.5.6.INSTALL SEDIMENT BASIN AND ASSOCIATED STORM PIPE.INSTALL TREE PROTECTION FENCING PER TREE PROTECTION ORDINANCE.4.CONSTRUCT BUILDING.CONSTRUCTION SEQUENCE - PHASE 2PERFORM CLEARING & ROUGH GRADING ON THE LOT AND ESTABLISH COVER ON1.INSTALL STORM SYSTEM AND UTILITIES.AREAS WHEN BROUGHT TO GRADE.2.SEDIMENT POND, AND CONSTRUCTION EXIT.INSTALL CURBING AND STONE BASE.3.7.ONCE INSPECTION IS COMPLETE AND APPROVED, CLEARING & SITE WORK CAN BEGIN (PHASE 2).REQUEST BMP & TREE PROTECTION INSPECTION PRIOR TO CLEARING.1.2.CALL FOR AN INSPECTION FROM THE QCP.ONCE THE QCP HAS CERTIFIED THAT ALL AREAS ARE STABILIZED, REMOVE BMPS AND TREE PROTECTION.STABILIZE ANY AREAS DISTURBED BY BMP AND TREE PROTECTION REMOVAL.CONSTRUCTION SEQUENCE - PHASE 33.INSTALL PAVING AND FINAL LANDSCAPING.4.ALL CUT AND FILL SLOPES MUST BE SURFACE ROUGHENED AND VEGETATED WITHIN 7 DAYS25.OF THEIR CONSTRUCTION. ALL FILL SLOPES HAVE SILT FENCE AT THE TOE OF SLOPES. 26.EXISTING TREES, TO BE SAVED, SHALL BE PROTECTED FROM CONSTRUCTION ACTIVITIES.27.CARE SHALL BE TAKEN IN ALL GRADING ACTIVITIES TO REMAIN OUTSIDE THE DRIP LINESOF EXISTING TREES. ALL TREE PROTECTION FENCING TO BE INSPECTED DAILY AND REPLACEDOR REPAIRED AS NEEDED. TREE PROTECTION DEVICES MUST BE INSTALLED AND INSPECTED PRIOR TO ANY CLEARING,28.GRUBBING, OR GRADING.CONTRACTOR TO CLEAN OUT ACCUMULATED SEDIMENT IN THE DETENTION POND AT THE END29.OF CONSTRUCTION WHEN DISTURBED AREAS HAVE BEEN STABILIZED. Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566PRACTICESBCODECEPMULCHINGMUTSPSSTRAW WATTLESWCONSTRUCTIONEXIT PADSEDIMENTBARRIERTEMPORARYSEEDINGPERMANENTSEEDINGEROSION CONTROL PRACTICES20200768TLS4/21/211"=20'80010204020 SCALEWindmill Professional ParkWindmill RoadFairhope, Alabama5.ESTABLISH VEGETATION ON AREAS NOT IMPACTED BY PAVING OPERATIONS.IJ5-48.05.1S-O-«JO.a)3.5# FSTMPM:Sf:J:r"J: t.LC. =~-(/NS!Q8m11) I 0 0 0 0 0 0 L __ _ [---_, I ~R,LIM),f,R 81Jj)OMQRPHYA\.'E I FAJRHOPEA!.38532 I SCALE: NTSASPHALTIC CEMENT PAVEMENT DETAILNOTE: PAVING SECTION / DESIGN PROVIDED BY GEOCON ENGINEERING & MATERIALS TESTING, INC.S.E. CIVIL EXPRESSES NO WARRANTY FOR THE USE OF THIS PAVING SECTION. ALL ASPHALT MATERIALAND PAVING OPERATIONS SHOULD MEET APPLICABLE SPECIFICATIONS OF THE ASPHALT INSTITUTE ANDALABAMA DEPARTMENT OF TRANSPORTATION. REFER TO THE GEOTECHNICAL REPORT FOR FURTHERINFORMATION.SHEETC05DRAWNDATESCALEJOB No.SEALAFFIXREVISIONDATECONSTRUCTION DETAILSRKnow what'sbelow.before you dig.Call24" STRUCTURAL FILL (TOP 6 INCHES COMPACTED TO 100% STANDARD DENSITY)6" - ALDOT SECTION 825 CRUSHED AGGREGATE BASE(COMPACTED TO 100% STANDARD DENSITY)2" - ALDOT SECTION 424A,BITUMINOUS WEARING SURFACEALDOT SECTION 401 PRIME COAT(REQ'D IF BASE MATERIAL IS NOT AT OR WITHIN 2%OF THE BASE MATERIAL'S OPTIMAL MOISTURE CONTENT)NOTE:CONSTRUCTION JOINTS ARE REQUIRED BETWEEN ALL POURSSEPARATED BY MORE THAN 30 MINUTES TIME.PLACE LONGITUDINAL CONSTRUCTION JOINT AT CENTERLINE OF ROADWAYS WHEN PAVEMENT IS WIDER THAN 12'.TEN FEET (10') SPACING BETWEEN CONTRACTION JOINTS OR AS SHOWN ON PLANS.FILL JOINTS TO WITHIN 1/8" OF SURFACE WITH A SELF-LEVELING JOINT SEALANT.1. 2.3.4.tt/41/4"BROOM FINISH (TYP.)1.25t5'THICKEN EDGE WHERE-EVER EDGE IS SUBJECT3/8" PREMOLDED EXPANSIONJOINT FILLER ADJACENT TO ALL STRUCTURES OROTHER CONCRETE.tSAWN CONTRACTION JOINTISOLATION JOINTTO WHEEL LOADS.JOINTING AT STRUCTURESSTRUCTURE OR CASTING5.WHEN A JOINT FALLS WITHIN 5' OF A MANHOLE, LIGHT POLE BASE, OR OTHERSTRUCTURE, SHORTEN ONE OR MORE PANELS ON EITHER SIDE OF STRUCTURETO ALLOW CONTROL JOINTS TO FALL AT STRUCTURE.LONGITUDINALJOINTTRANSVERSEJOINTISOLATION JOINTSEENOTE 5.AND SEALDOWELED JOINT1/4"1"tSAWCUTTIED LONGITUDINAL JOINTTIE BAR#5 X 36"@ 24" O.C.t/2t/2ONE SIDE @ 12" O.C.14" LENGTH, LIGHTLY GREASESMOOTH DOWEL, 3/4" DIA.,SCALE: NTSCONCRETE PAVEMENT JOINTS DETAILS6.CONCRETE PAVEMENTS SHALL BE CONSTRUCTED, JOINTED, REINFORCED, ANDFINISHED TO MEET ACI 330 AND PORTLAND CEMENT ASSOCIATION (PCA) GUIDELINES.1/4"1"AND SEALSAWCUT1ST POUR2NDCONSTRUCTION JOINTSEALANTRESERVOIRAND SEALPOURHALF ROUND KEY JOINT.2tAND SEALSAWCUTCivil Engineering& SurveyingRIBBON CURB DETAILCOMPACTEDNOTE:1. PROVIDE #6 X 18" LONG, SMOOTH DOWELS AT ALL EXPANSION JOINTS.2. 3/4" EXPANSION JOINTS WITH BITUMINOUS SEALANT AT 100 FEET INTERVALSSCALE: NTS6"AND AT ALL RADII AND AT DRAINAGE STRUCTURES.3. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI.4. LIGHT BROOM FINISH ON ALL SURFACES, ALL RADII TO BE TRUE ARCS.5. PROVIDE (2) #4 BARS, 10' LONG, CENTERED OVER ALL TRENCH CROSSINGS.6. PROVIDE (2) #6 X 2.5' LONG BARS TO CONNECT EXISTING AND NEW CURBS.7. GUTTER SHALL PITCH AS REQUIRED TO CONVEY DRAINAGE.6"N.T.S.880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566BASESUBGRADE20200768TLS4/21/21Windmill Professional ParkWindmill RoadFairhope, Alabama4'-1/2"PARKING SPACEOF PARKING SPACEHANDICAP SIGNAGE DETAILSCALE: NTSCL2'-11 1/2"BACKGROUNDLIGHT BLUE2"1'-6"PARKING SIGNWHITE REFLECTIVE PAINT3'-6"3'-6"6"2'-0"R 1'-8"R6"LC1'-0"2'-0"5°1'-0"6"RAND LOCK WASHERS.2-3/8"0 CADIUM BOLTS, NUTS1'-6"1'-0"67°4"AND REGULATIONS.FASTEN WITHWITH CURRENT STATE AND LOCAL CODESNOTE: ACCESSIBLE PARKING SIGN SHALL CONFORM1'-0"4'-0"7'-0" CONCRETE 4"7.5"TO BOT. OF SIGN(S)(NOT REQUIRED WHENFIGURE IS ON ASPHALT)7.5"SIGN POST2" SQUARE GALVANIZEDTYPICAL SIDEWALK DETAILALL SIDEWALKS SHALL BE 4" THICKCONTRACTION JOINTS SHALL BE SPACED AT 5'-0" FOR SIDEWALKS 5' WIDE ANDFOR SIDEWALKS 5' TO 8' WIDE, SPACINGOF CONTRACTION JOINTS SHALL BE EQUALFOR SIDEWALKS OVER 8' WIDE, SPACE CONTRACTION JOINTS AS SHOWN ON DRAWINGSCONTRACTION JOINTS SHALL BE 1" DEEP AND EDGED WITH 1/8" RADIUS.PROVIDE 1/2" EXPANSION MATERIAL WHERE SIDEWALK ABUTS CONCRETEA LAYER OF #15 FELT IS REQUIRED BETWEEN WALK AND ADJACENT50' MAX. SPACING BETWEEN EXP. JOINTSCONTRACTION JOINTSLESS.TO WIDTH.STRUCTURE.PARALLELING CONCRETE CURB.8.7.6.5.4.3.SCALE: NTSNOTES:CURB OR PAVEMENT1.2.1/4" EXP. JOINTBUILDING PAD12"SEE NOTE #63'-0"4"1/4" EXP. JOINT1/2" EXP. JOINT9. WWF SHALL BE UTILIZED TO REINFORCE THE SIDEWALKS.CONCRETE.FOR SIDEWALKS 10' OR GREATER OR WHEN SIDEWALKS ABUT PARKING WHERE THEREIS NOT A CURB, THICKEN WALK TO 12" IN 3'.4" TROWELEDEDGE FINISHLIGHT BROOMFINISHSIDEWALK FINISHPAVEMENTCOMPACTED BASESUBGRADETHICKENED EDGESIDEWALK W/THICKENED EDGE6"4"8"SCALE: NTSHANDICAP PARKING DETAIL1. DIMENSIONS ARE TO THE CENTERLINE OF MARKINGS.NOTES:2. CRITERIA FOR PAVEMENT MARKINGS ONLY, NOT PUBLIC SIDEWALK CURB RAMP LOCATIONS.FOR RAMP LOCATIONS REFER TO PLANS.3. BLUE PAVEMENT MARKINGS SHALL BE TINTED TO MATCH SHADE 15180 OF FEDERAL STANDARDS 595A.4. DIAGONAL OR PERPENDICULAR PARKING SPACES SHALL BE A MINIMUM OF NINE (9) FEETWIDE MEASURED FROM CENTER TO CENTER OF THE BLUE DEMARCATION LINES.INTERNATIONAL ACCESSIBLESYMBOL AND SIGNAT EACH ACCESSIBLEPARKING SPACE4" BLUE4" BLUE60°CHEVRONS 2' O.C.20'10'SIDEWALK4" BLUE9.5'HC SIGNAGE4" WHITE2"4" BLUE8' VANSTRIPING OR FACEOF CURB, REFER TO SITE PLAN4" BLUE4" WHITE2"HANDICAP RAMPTYPE (SEE DETAIL)5' STDSTRIPING ORFACE OF CURB(TYP.)SCALE: NTSPERVIOUS CONCRETE DETAIL6" - 1500 PSI (ASTM C-39)6" MIN. - No. 57 STONE SUBBASEPERVIOUS CONCRETENON-WOVEN GEOTEXTILE ON BOTTOM ANDSIDES OF OPEN-GRADED BASE (MIRAFI 500X)15% POROSITY MINIMUMWASHED (LIMESTONE NOT ALLOWED)24" STRUCTURAL FILL (TOP 6 INCHES COMPACTED TO 100% STANDARD DENSITY)UNDERDRAINSEE DETAILt~>J 1-rn, I~ ii---------------1µ:zji ~ m [!] NOTE 1: CLEARANCE BETWEEN PIPE AND TRENCH WALL SHALL BE ADEQUATE TOSEE NOTE 1EXCAVATION LINEBEDDINGHDiENABLE SPECIFIED COMPACTION BUT NOT LESS THAN Do/6MIDDLE BEDDINGLOOSELY PLACEDUNCOMPACTED BEDDINGEXCEPT FOR TYPE 4Do/3FOUNDATIONDoOVERFILL OR BACKFILLSW, ML, OR CLHAUNCHLOWER SIDEDo (MIN.)OUTER BEDDINGMATERIAL ANDCOMPACTION EACHSIDE, SAMEREQUIREMENTSAS HAUNCHDo/6 (MIN.)BEDDINGHDiMIDDLE BEDDINGLOOSELY PLACEDUNCOMPACTED BEDDINGEXCEPT FOR TYPE 4Do/3FOUNDATIONDoOVERFILLSW, ML, OR CLHAUNCHLOWER SIDEDo (MIN.)OUTER BEDDINGMATERIAL ANDCOMPACTION EACHSIDE, SAMEREQUIREMENTSAS HAUNCHEMBANKMENT INSTALLATIONTRENCH INSTALLATIONTYPE 1Do/24 MINIMUM; NOT LESSTHAN 3". IF ROCKFOUNDATION, USE Do/12MINIMUM; NOT LESS THAN 6".95% CATEGORY I90% CATEGORY I,95% CATEGORY II, OR100% CATEGORY IIIUNDISTURBED NATURAL SOIL WITH FIRMNESSEQUIVALENT TO THE FOLLOWING PLACED SOILS:90% CATEGORY I, 95% CATEGORY II, 100% CATEGORY III, OR EMBANKMENT TO THE SAME REQUIREMENTS.INSTALLATIONTYPEBEDDINGTHICKNESSHAUNCH ANDOUTER BEDDINGTRENCH INSTALLATIONLOWER SIDEEMBANKMENT INSTALLATIONLOWER SIDETYPE 2Do/24 MINIMUM; NOT LESSTHAN 3". IF ROCKFOUNDATION, USE Do/12MINIMUM; NOT LESS THAN 6".90% CATEGORY I, OR85% CATEGORY I,90% CATEGORY II, OR95% CATEGORY IIIUNDISTURBED NATURAL SOIL WITH FIRMNESSEQUIVALENT TO THE FOLLOWING PLACED SOILS:85% CATEGORY I, 90% CATEGORY II, 95% CATEGORY III, OR EMBANKMENT TO THE SAME REQUIREMENTS.95% CATEGORY IITYPE 3Do/24 MINIMUM; NOT LESSTHAN 3". IF ROCKFOUNDATION, USE Do/12MINIMUM; NOT LESS THAN 6".85% CATEGORY I,90% CATEGORY II, OR95% CATEGORY IIIUNDISTURBED NATURAL SOIL WITH FIRMNESSEQUIVALENT TO THE FOLLOWING PLACED SOILS:85% CATEGORY I, 90% CATEGORY II, 95% CATEGORY III, OR EMBANKMENT TO THE SAME REQUIREMENTS.85% CATEGORY I,90% CATEGORY II, OR95% CATEGORY IIITYPE 4NO BEDDING REQUIRED,EXCEPT IF ROCK FOUNDATION,USE Do/12 MINIMUM, NOTLESS THAN 6".NO COMPACTIONREQUIRED EXCEPTIF CATEGORY III, USE85% CATEGORY IIINO COMPACTIONREQUIRED EXCEPTIF CATEGORY III, USE85% CATEGORY IIINO COMPACTIONREQUIRED EXCEPTIF CATEGORY III, USE85% CATEGORY IIIRCP STORM PIPE BEDDING DETAILSCALE: NTSAS REQUIREDSHEETC06DRAWNDATESCALEJOB No.SEALAFFIXREVISIONDATECONSTRUCTION DETAILSRKnow what'sbelow.before you dig.CallCivil Engineering& SurveyingN.T.S.880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566ELEVATION=116.75DISCHARGE PIPEOUTLET PIPEELEVATION=117.75ELEV. = 115.0012" WEIR ELEVATION=112.00STRUCTURE BOTTOMSTRUCTURE TOPSECTION A-APLAN VIEW60"60"ON FRONT ONLYOUTLET CONTROL STRUCTURE (A2) DETAILJUNCTION BOX FRAME AND COVEREJIW 1337 W/ "STORM" CASTED IN COVER OR APPROVED EQUALAGGREGATE FOUNDATION6" COMPACTED GRADEDAGGREGATE FOUNDATION6" COMPACTED GRADEDAAFRONT VIEWEMERGENCY OVERFLOWSCALE: NTS6"SKIMMER CONNECTION4" PVC PIPE FOR TEMP.TO UNDERDRAIN AFTER FINALSEE DETAIL. TO CONNECTEDSTABILIZATION.ELEV.=112.0016"16"ALUMINUM STRAPSSUSPENDING INLETINLET1" VENT WITHRED TIP2" PVC FLOAT4" SCH 40 COUPLINGCONNECTION1 1/2" HOSE, SS CLAMPS1 1/2" THREADED MALE NIPPLEON OUTLET ENDNO INLET EXTENSIONSKIMMER SHOWN INFLOATING POSITION1.5"1.5" HEAD ON CENTEROF INLET AND ORIFICE1 1/2"" SCH 40 SOLID PVCBARREL OR "ARM"1. SKIMMER TO BE ATTACHED TO PROPOSED OUTLET CONTROL STRUCTURE WITH A 4" SCH 40 PIPETHROUGH THE BOTTOM OF THE STRUCTURE. 2. DIMENSIONS ARE APPROXIMATE, NOT INTENDED AS PLANS FOR CONSTRUCTION.3. BARREL (SOLID, NOT FOAM CORE PIPE) SHOULD BE 1.4 TIMES THE DEPTH OF WATER WITH A MIN.LENGTH OF 6 FEET SO THE INLET CAN BE PULLED TO THE SIDE FOR MAINTENANCE. SKIMMERIS MADE FOR SMALL SEDIMENT TRAPS WITH A MAXIMUM DEPTH OF 4'.4. INLET TAPERS DOWN FROM 2.5" MAX. INLET TO A 1 1/2" BARREL AND HOSE. BARREL IS SMALLERTO REDUCE BUOYANCY AND TENDENCY TO LIFT INLET BUT IS SUFFICIENT FOR FLOW THROUGH INLETBECAUSE OF SLOPE. THE INLET ORIFICE CAN BE REDUCED USING THE PLUG AND CUTTER PROVIDED TOCONTROL OUTFLOW RATE.5. INLET IS 3" PIPE BETWEEN THE STRAPS WITH ALUMINUM SCREEN DOOR ACCESS TO THE 1.5" INLET ANDORIFICE INSIDE.6. CAPACITY IS 1,728 CUBIC FEET PER DAY MAXIMUM WITH A 1.5" INLET AND 1.5" OF HEAD.INLET CAN BE REDUCED BY INSTALLING A SMALLER ORIFICE USING THE PLUG AND CUTTER PROVIDED TOADJUST FLOW RATE FOR THE PARTICULAR BASIN VOLUME AND DRAWDOWN TIME REQUIRED.7. SHIPPED ASSEMBLED. USER GLUES INLET EXTENSION AND BARREL, INSTALLS VENT, CUTS ORIFICE INPLUG AND ATTACHES TO OUTLET PIPE OR STRUCTURE. INCLUDES FLEXIBLE HOSE, ROPE, ORIFICE CUTTER, ETC.SCALE: NTS1.5" SKIMMER DETAILJ.W. FAIRCLOTH & SON, INCWWW.FAIRCLOTHSKIMMER.COMP.O. BOX 757HILLSBOROUGH, NC 27278919-732-1244BASIS OF DESIGNASSEMBLE THE SKIMMER FOLLOWING THEMANUFACTURER'S INSTRUCTIONSLAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THEBASIN WITH THE FLEXIBLE JOINT CONNECTED WATERTIGHT AT THE BASE OF THE RISER PIPE. BE SURE TOATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TOTHE SIDE OF THE BASIN. THIS WILL BE USED TO PULLTHE SIMMER TO THE SIDE FOR MAINTENANCE.PREVENT THE SKIMMING DEVICE FROM SETTLING INTOTHE MUD BY EXCAVATING A SHALLOW PIT UNDER THESKIMMER OR PROVIDING A LOW SUPPORT UNDER THESKIMMER OF STONE OR TIMBER.SKIMMER NOTES:20200768TLS4/21/21Windmill Professional ParkWindmill RoadFairhope, AlabamaHANDICAP RAMP DETAILSCALE: NTSNOTES FOR RAMPS:BRISTLE BROOMS.CONCRETE TO BE FINISHED WITH TAMPS, WOOD FLOATS AND STIFF 1/2" EXPANSION JOINTS SHALL BE PLACED WHERE SIDEWALKS TIE INTO A STRUCTURE OR TERMINATE AT CURB, RAMPS OR DRIVEWAYS.2.1.DETECTABLE WARNING MATS TO BE PLACED PER ADA REQUIREMENTS.3.SIDEWALK5' MIN.2.0%2.0%2.0%1:121:125' MIN.5" SIDEWALK CURBDETECTABLE WARNING2'SEE DRAWINGTOP OFSAND MIX = 114.00'BOTTOM OFSAND MIX = 112.00'UNDERDRAININVERT = 111.33'3:1 SLOPE3:1 SLOPEUNDERDRAIN, SEE DETAILSAND FILTER DETAILSCALE: NTS50/50 MIX SAND & TOPSOILTOP = 117.75'NOTE:REFER TO LANDSCAPEPLAN FOR PLANTINGSCROSS SECTION13.3'W X 163'LUNDERDRAIN TIE ININVERT =112.00BOTTOM OFSAND MIX = 112.00'UNDERDRAININVERT = 111.33'UNDERDRAINCONNECTION12"MIN.12"MIN.JOINTOVERLAP 2' MIN.12"12"MIN.MIN.PIPE SECTIONISOMETRIC VIEWFILTER FABRICFILTER FABRICSTORM PIPE JACKETWITH SUBGRADE (MIN.1.0%)MIRAFI 140N ORAPPROVED EQUAL4" PERFORATED PVCSCH. 40 PIPELAY PIPE WITH PERFORATIONSDOWN. PIPE TO SLOPEOF TRENCH.SCALE: NTSUNDERDRAIN DETAILWASHED CRUSHED STONENO. 57 OR NO. 67(LIMESTONE NOT ALLOWED)4" COVER ON ALL SIDES8. THE PLUG IS NOT REQUIRED. DESIGN ORIFICE SIZE IS 1.5".DOES NOT INCLUDE 1 1/2" SCH 40 SOLID PVC BARREL OR "ARM".[!] SHEETC07DRAWNDATESCALEJOB No.SEALAFFIXREVISIONDATECONSTRUCTION DETAILSRKnow what'sbelow.before you dig.CallUNDISTURBED GROUNDLENGTH - 5' MIN. SPACED 10' MAX O.C.44" TYPE "A" GEOTEXTILE FABRICCONFORMING TO AASHTO M288DISTURBED NOTE:OVERLAP JOINTS IN FABRICAT POST TO PREVENT LEAKAGEOF SILT AT SEAM.COMPACTED BACKFILLFLOWSCALE: NTSSILT BARRIER TYPE "A"STEEL "T" POST 1.3LB/FT MIN.TRENCHFABRICFRONT VIEWSIDE VIEWSBSILT FENCE ROLL 1ROLL JOINT FOR JOINING TWO SILT FENCE SECTIONSSTEEL POSTGROUND(WOVEN WIRE FENCE BACKING)10' MAX. OC6"32"36" MIN.24" MIN.32"6"6"24" MIN.W/ WIRE BACKSILT FENCE ROLL 2POSTS (ONE POST APPLICABLE FOR TYPES A & B FENCE)ROLL THE ENDS OF EACH SECTION OF FENCE ONEOR MORE TIMES BEFORE INSTALLING THE POSTSCivil Engineering& SurveyingN.T.S.880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-6566PERMANENT SEEDINGSCALE: NTSPSZONE 3 - AREAS NOT SUBJECT TO FREQUENT MOWINGDATE OF PLANTINGLIME RATE:1 TON PER ACRE ON LIGHT-TEXTURED, SANDY SOILS (IF THE COVER WILL BE TALL FESCUE AND CLOVER USE 2 TONS/ACRE.)2 TONS PER ACRE ON HEAVY-TEXTURED, CLAYEY SOILSFERTILIZER RATE:GRASSES ALONE: 400 LB/ACRE OF 8-24-24WHEN VEGETATION HAS EMERGED TO A STAND AND IS GROWING, FERTILIZE WITH 30 TO 40 LBS/ACRE OF 28-0-0MULCH RATE:PER MULCHING DETAILGRASS-LEGUME MIXTURES: 800 TO 1200 LB/ACRE OF 5-10-10 OR THE EQUIVALENTLEGUMES ALONE: 800 TO 1200 LB/ACRE OF 0-10-10 OR THE EQUIVALENTREQUIRED POUNDS PER ACRE OF PURE LIVE SEEDANNUAL RYEGRASSHULLED BERMUDAGRASSUNHULLED BERMUDAGRASSTALL FESCUEWEEPING LOVEGRASSRESEEDING CRIMSON CLOVERPENSACOLA BAHIAGRASSREQUIRED PERMANENT PLANTJAN. 1TOFEB. 15FEB. 16TOAUG. 31SEPT. 1TONOV. 30DEC. 1TODEC. 311029292929MIXED121850241012123529291029292929ANNUAL LESPEDEZA (KOBE)22TEMPORARY SEEDINGSCALE: NTSTSSPECIESSEEDING RATE/ACRENORTHCENTRALSOUTHSEEDING DATESMILLET, BROWNTOP OR GERMAN 40 LBSMAY 1-AUG 1APR 1-AUG 15APR 1-AUG 15RYE3 BUSEPT 1-NOV 15 SEPT 15-NOV 15 SEPT 15-NOV 15RYEGRASS30 LBSAUG 1-SEPT 15 SEPT 1-OCT 15 SEPT 1-OCT15SORGHUM-SUDAN HYBRIDS40 LBSMAY 1-AUG 1APR 15-AUG 1APR 1-AUG 15SUDANGRASS40 LBSMAY 1-AUG 1APR 1-AUG 1APR 1-AUG 15WHEAT3 BUSEPT 1-NOV 1SEPT 15-NOV 15 SEPT 15-NOV15COMMON BERMUDAGRASS10 LBSAPR 1-JULY 1MAR 15-JULY 15 MAR 1-JULY 15CRIMSON CLOVER10 LBSSEPT 1-NOV 1SEPT 1-NOV 1SEPT 1-NOV 1LIME RATE:1 TON PER ACRE ON COARSE TEXTURED SOILS3 TONS PER ACRE ON FINE TEXTURED SOILSFERTILIZER RATE:APPLY 8-24-24 FERTILIZER PER MANUFACTURER'S RECOMMENDATIONSWHEN VEGETATION HAS EMERGED TO A STAND AND IS GROWING, FERTILIZE WITH 30 TO 40 LBS/ACRE OF 28-0-0MULCH RATE:PER MULCHING DETAILMULCHINGSCALE: NTSMUMATERIALRATE PER ACRE &NOTESSTRAW WITH SEED1 1/2 - 2 TONSSPREAD BY HAND OR MACHINE; ANCHOR WHEN(70 LBS-90 LBS)SUBJECT TO BLOWINGSTRAW ALONE (NO SEED)2 1/2 - 3 TONS(115 LBS-160 LBS)WOOD CHIPS5-6 TONS(225 LBS-270 LBS)TREAT WITH 12 LBS NITROGEN/TONBARK35 CUBIC YARDS(0.8 CUBIC YARDS)CAN APPLY WITH MULCH BLOWERPINE STRAW1-2 TONS(45 LBS-90 LBS)(PER 1000 SF)SPREAD BY HAND OR MACHINE; ANCHOR WHENSUBJECT TO BLOWINGSPREAD BY HAND OR MACHINE; WILL NOT BLOW LIKESTRAWPEANUT HULLS10-20 TONS(450 LBS-900 LBS)WILL WASH OFF SLOPES. TREAT WITH 12 LBSNITROGEN/TONOUTLET PROTECTION (RIP RAP)PLANCOMPACTED SUBGRADESCALE: NTSMIRAFI 140NFILTER FABRICOR APPROVEDEQUAL18"ALDOT CLASS 2 RIP RAPSECTION12'OPRIP RAP FLUSHWITH GROUND20'12'ALDOT CLASS 2 RIP RAP20200768TLS4/21/21Windmill Professional ParkWindmill RoadFairhope, Alabama50' MIN.ALABAMA HIGHWAY DEPARTMENTCOARSE AGGREGATE GRADATION NO. 1NON-WOVEN CLASS IVHARD SURFACEPUBLIC ROAD6" MIN.20' MIN.SCALE: NTSCONSTRUCTION EXIT PADCEPREPAIR ASNEEDEDGEOTEXTILE UNDERLINERI Qi------[!] Qi-----0---cf✓' '/' ,/'>: "' , ">' 0-------7 7 I Qi-------Qi------ SHEETC08DRAWNDATESCALEJOB No.SEALAFFIXREVISIONDATECONSTRUCTION DETAILSRKnow what'sbelow.before you dig.CallN.T.S.SANITARY SEWER BEDDINGSCALE: NTSOF PIPESPRING LINELAYERS COMPACTEDBEDDING, MAX. 6",MAIN8"8"6" MIN.3' MIN.COVER1'TO 85% STANDARDPROCTORLAYERS COMPACTEDHAUNCHING, MAX. 6",TO 85% STANDARDPROCTORLAYERS COMPACTEDINITIAL BACKFILL, MAX. 6",TO 85% STANDARDPROCTORMAX. 6" LAYERS COMPACTED TO 95%BACKFILL WITH SELECT MATERIALSTANDARD PROCTOR (TOP 24"OF FILL TO BE COMPACTED TO 95%MODIFIED PROCTOR UNDER STRUCTURES AND ROADWAYS)MATERIAL SHALL BESANDPVC WATER BEDDINGSCALE: NTSOF PIPESPRING LINE6" LAYERS COMPACTEDBEDDING, IF REQ'D.PIPE12"12"8" MIN.3' MIN.COVER12"TO 85% STANDARD PROCTORLAYERS COMPACTEDHAUNCHING, MAX. 6",TO 90% STANDARDPROCTORLAYERS COMPACTEDINITIAL BACKFILL, MAX. 6",TO 95% STANDARDPROCTORMAX. 6" LAYERS COMPACTED TO 100%BACKFILL WITH SELECT MATERIALSTANDARD PROCTOR (TOP 24"OF FILL TO BE COMPACTED TO 95%MODIFIED PROCTOR UNDER STRUCTURES AND ROADWAYS)MATERIAL SHALL BESANDCLASS 1B MATERIAL, MAX. MAXMAXPIPEREQ'D. MIN. 1 1/2 INCH BITUMINOUSCONCRETE PATCH WEARINGSURFACE (MIX 429)EXISTINGASPHALTPAVEMENTEXISTINGBASE COURSEREQ'D. SS1 ORSS1h TACK COAT 1'1'REQ'D: SAW CUT(TYP. )BACKFILL MATERIALMIN.MIN.MIN.MIN.TRENCHWEARING SURFACE1'BASE MATERIAL1'REQ'D. 6 INCHMIN. THICKNESS OF BASE MATERIALPAVEMENT PATCHSCALE: NTSCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-656620200768TLS4/21/21Windmill Professional ParkWindmill RoadFairhope, AlabamaSMITH-BLAIRNO. 313DUCTILE IRONSERVICE SADDLEA.Y. MCDONALD CORP STOP 1-1/2"MALE IRON PIPE x FEMALE IRON PIPEMODEL NO. 73149B1-1/2" THREADED BRASSSWING CHECH VALVEA.Y. MCDONALD 72051T1-1/2" PE 3608CTS-SEWER TUBINGA.Y. MCDONALD CURBSTOP BALL STYLE 1-1/2"CB COMPRESSION x CBCOMPRESSION MODEL76100WQ WITH LOCKWINGNOTE: LOW PRESSURE SEWERSERVICE CURB STOP SHALL BEENCLOSED WITH A GREEN PLASTICSEWER METER BOX.A.Y. MCDONALD 7475301-1/2" COUPLING MALEIRON PIPE x CBCOMPRESSIONBRASS NIPPLE 1-1/2" TAPERPIPE THREADS (NPT)SCALE: NTSLOW PRESSURE SEWER SERVICESCALE: NTSBAFFLEWIRE FENCE WITH COIR MESH BLANKET ATTACHEDINSTALLED PER SEDIMENT BARRIER DETAILSTAKE TO SUPPORTFENCE, ROPE, OR WIRESTEEL SUPPORT POSTS,NOTE:INSTALL 3 BAFFLES PER POND, SPACED EQUALLY PERPENDICULAR TO FLOW PATH.10'MAX.24" INTO BOTTOM OR SIDETIGHT ROPE OR WIRE ONTOP TO PREVENT SAGGING.E.flL.lllVli.IJJ:t:i_JJQ,,&E._BMI~ [IQCICxtWbS1"'4CiU5L otA r1-0♦1·?ti 1·11: ce+rr .... , ,_, . ... , ............. . [!] 119119119 118 117 118116 117 118116 116115117118119120120119118117119112112113115 115113113114114 115116116117118120120XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX OHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPWINDMILL ROAD 66 FT. R/WALABAMA HIGHWAY 18180 FT. R/W(A.K.A. CO RD 27) (A.K.A. BELFOREST RD.)18" CPPINV:115.98'YARD INLET26"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINETREE CANOPY LINEOFFICE BUILDING3,022 SFFFE=119.50OFFICE BUILDING3,022 SFFFE=120.50117115116114114116115117118118 118 119 118 119119119DETENTION PONDOFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75WWWWWWWWWWWWWWWWWWWWWWFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMWWSINSTALL 2" CL200FORCE MAININSTALL 1"WATER SERVICEINSTALL 1" METERPER UTILITYREQUIREMENTSINSTALL 2" CURBSTOP IN GREENMETER BOXPER UTILITYREQUIREMENTSINSTALL 2" SERVICESADDLE, CORP. STOP,AND SWING CHECKVALVE PER UTILITYREQUIREMENTS10" PVC FORCE MAINAPPROX. LOCATIONOF FORCE MAIN.CONTRACTOR TOVERIFY LOCATIONAPPROX. LOCATIONOF WATER MAIN.CONTRACTOR TOVERIFY LOCATIONINSTALL 1" SERVICESADDLE6" CI WATER MAINGENERATORLOCATION, REFERTO MEPGENERATORLOCATION, REFERTO MEPGAS SERVICE TOBE BROUGHT TOTHE SITE BY THEUTILITYGGGAS SERVICE TOBE BROUGHT TOTHE SITE BY THEUTILITYSIMPLEX GRINDERPUMP PER UTILITYREQUIREMENTSSIMPLEX GRINDERPUMP PER UTILITYREQUIREMENTSROAD PATCHSEE DETAIL118GENERATORLOCATION, REFERTO MEPGAS SERVICE TOBE BROUGHT TOTHE SITE BY THEUTILITYGSIMPLEX GRINDERPUMP PER UTILITYREQUIREMENTSGENERATORLOCATION, REFERTO MEPGAS SERVICE TOBE BROUGHT TOTHE SITE BY THEUTILITYGSIMPLEX GRINDERPUMP PER UTILITYREQUIREMENTSFMFMFMFMWWWWWWWWWWINSTALL 1" METERPER UTILITYREQUIREMENTSINSTALL 1" SERVICESADDLEROAD PATCHSEE DETAILGREENSPACE=0.040GREENSPACE=0.129EXISTING HYDRANTSHEETC04DRAWNDATESCALEJOB No.SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallUTILITY PLANTHE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OFEXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUSUTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THETHE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THECONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS BEFORE WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THEALL O.S.H.A. CONSTRUCTION REQUIREMENTS SHALL BE STRICTLY ADHERED TO.CONTRACTOR IS RESPONSIBLE FOR MAINTAINING PROPER TRAFFIC CONTROL FOR PUBLICSAFETY ADJACENT TO THE CONSTRUCTION SITE.LIGHTS AND OTHER TRAFFIC CONTROL DEVICES IN CONFORMITY WITH THE FEDERALTHE CONTRACTOR SHALL FURNISH, ERECT AND MAINTAIN BARRICADES, WARNING SIGNS,HIGHWAY ADMINISTRATION MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETSRESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT AND HIGHWAYS, LATEST EDITION.7.8.9.10.THE GAS SERVICE SHALL BE INSTALLED TO THE METER BY THE LOCAL GAS UTILITY. REFERTO THE MECHANICAL/PLUMBING PLANS FOR THE METER LOCATION.11.UTILITY NOTESCOMPLIANCE OF ALL SYSTEMS WITH THESE CODES.INTIMATE WITH THE LOCAL CODES AND REQUIREMENTS AND SHALL BE RESPONSIBLE FOR THEALL NEW UTILITY SERVICES SHALL BE INSTALLED PER THE SPECIFICATIONS, DETAILS, ANDVALVES, FITTINGS AND DEVICES SHALL BE IN ACCORDANCE WITH FPU SPECIFICATIONS.OF FAIRHOPE PUBLIC UTILITIES (FPU) PRIOR TO COMPLETION OF THE PROJECT. ALL PIPING,CONTRACTOR AND CERTIFIED TO BE IN ACCORDANCE WITH PLANS AND SPECIFICATIONSTHE PROPOSED WATER SERVICE SHALL BE INSTALLED BY A LICENSED PLUMBINGTHE SANITARY SEWER LINE SHALL BE TESTED FOR INFILTRATION/EXFILTRATION INREQUIREMENTS OF FPU AND OTHER UTILITY PROVIDERS. THE CONTRACTOR SHALL BEACCORDANCE WITH FPU STANDARDS & SPECIFICATIONS.ALL PVC PIPE SHALL BE MARKED USING DETECTABLE UNDERGROUND UTILITY MARKER TAPETAPE SHALL BE A MINIMUM OF 5 MILS THICK AND 3 INCHES IN WIDTH. MINIMUM TENSILESTRENGTH SHALL BE 35 POUNDS AND TAPE SHALL ELONGATE NOT LESS THAN 80 PERCENTALL PVC PIPE INSTALLATIONS REQUIRE THAT METALIZED MARKER TAPE BE BURIED IN THEBACKFILL APPROXIMATELY 12 INCHES ABOVE THE PIPE. THE TAPE SHALL BE ATTACHED TOFITTINGS, VALVES, HYDRANTS, ETC. TO PROVIDE A LOCATION ABOVE GROUND TO TRANSMIT1.2.3.4.5.BEFORE BREAKING. TAPE SHALL BE PERMANENTLY IMPRINTED WITH AN APPROPRIATELEGEND TO IDENTIFY THE CONTENTS OF THE PIPE.THE SIGNAL TO THE TAPE WITHOUT HAVING TO DIG DOWN TO THE PIPE.WATER MAINS UNDER 4" SHALL CONFORM TO THE REQUIREMENTS OF ASTM D2241.PIPE SHALL HAVE A MINIMUM PRESSURE RATING OF 200 PSI, SDR 21 OR HEAVIER.WATER MAINS 4"-12" SHALL CONFORM TO THE REQUIREMENTS OF AWWA C900, SDR 18 OR HEAVIER.6.Civil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-656620200768TLS5/14/211"=20'80010204020 SCALEWindmill Professional ParkWindmill RoadFairhope, AlabamaUTILITY PLAN LEGENDVALVEWATER METEREXISTINGFMGFIRE HYDRANT ASSEMBLYGRINDER PUMPWATERFORCE MAINTHRUST BLOCKUNDERGROUND ELECTRICGASUGEPROPOSEDGOHPOVERHEAD POWERUGEOHPWWFMCLEAN OUTWC.O.FHSANITARY SEWER STUBSWS5/14/21NO. 1 ADDED SIDEWALKSOS-48-0S-1~544 FST1~~LL.C (W510617111) r-r -----I ---------( J I r I I 11 I I'll It 11 :I, \ :1111, 1. 111 ii II ; l'J/ Ii 'I ~--j ~:;Jc== 2s~~~ / / I " ' I ---,,,,__ _____ _ ------------~:,s-MANrroLD-ESrA~ -----T---~ ------------------7[ DIVISION OF" LOT 7 iiD,;I ~6-C MOOREHAVEN V,LrGE LOT 8 I I SUD£ 2162-I ~-0-000-001.lt9ol I LOT 9 I FST/IAANIFOW.8ENJAMl/'IU.WRENCEETUX ~4-000-001.516 LOT 2 I MIA FSTMANIFOI..D,S/MONEM ~-D--OOO--OOl./195 I 9940WINDllfll.LRO f960WIHDMIU.ROAD FSTw.soN.DONEEn«a-.RBA.AAG FAIRHOPEAl.36532 FAIRHOPEAl.311532 5CO!.CW€l.WIHKDR (INSl779583) (INS74197"9) G{A.~389~39507 u a~ "~•i-ilH Ii iii ~ c= I WALKER.l.JNO,\R I 6800MORPHYAVE FAJRHOPEAl.36532 I ... • ">t 0 • N H D D D D 0 • 119119119 118 117 118116 117 118116 116115117118119120120119118117119112112113115 115113113114114 115116116117118120120XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX WINDMILL ROAD 66 FT. R/WALABAMA HIGHWAY 18180 FT. R/W(A.K.A. CO RD 27) (A.K.A. BELFOREST RD.)18" CPPINV:115.98'YARD INLET26"L.O.23"L.O.24"L.O.28"L.O.22"L.O.TREE CANOPY LINETREE CANOPY LINEOFFICE BUILDING3,022 SFFFE=119.50OFFICE BUILDING3,022 SFFFE=120.50119.33119.33118.83118.83118.83118.75118.75119.83119.83119.83119.83120.33120.33119.75119.75119.20119.25117.30118.45118.48117115116114114116115117118118 118 118.83118.83118.83119.83119.83119 118 119119146LF - 18"RCP @ 0.34%MES-A1INV OUT=111.50(W)OCS-A2TOP=117.75INV OUT=112.00(E)RELOCATEEXISTING INLET20 LF 18"HDPE MATCHEXISTING SLOPECONNECT EXISTINGPIPE AND PROPOSEDPIPE WITH COUPLING117.70118.00118.25118.75118.95118.75118.00117.66118.60119UNDERDRAINSEE DETAILSAND FILTERSEE DETAILUNDERDRAINSEE DETAILDETENTION PONDOFFICE BUILDING1,150 SFFFE=118.75OFFICE BUILDING1,150 SFFFE=119.75SLOPED TO MATCHBACKSLOPE(SEE DETAILHW-614-B)UNDERDRAININV OUT=114.00118.10117.85118117.30117.30117.30117.30117.30117.30119.09119.67118.40119.08119.08118.08118.08118.08119.08118.25118.52119.67119.09118.24119.25118.67118.67118.09118.09GREENSPACE=0.040GREENSPACE=0.129ELEVATIONELEVATIONSTATION STATIONSTORM LINE A PROFILE108110112114116118120122124126128130108110112114116118120122124126128130-0+500+000+501+001+502+00-0+500+000+501+001+502+00146LF - 18"RCP @ 0.34%PROPOSEDGRADEEXISTINGGRADESLOPED TO MATCHBACKSLOPE(SEE DETAILHW-614-B)SHEETC0220200768TLSDRAWNDATESCALEJOB No.5/14/211"=20'SEALAFFIXREVISIONDATERKnow what'sbelow.before you dig.CallGRADING & DRAINAGE PLANCivil Engineering& Surveying880 Holcomb Blvd, Ste 2FFairhope, AL 36532251-990-656680010204020 SCALEWindmill Professional ParkWindmill RoadFairhope, AlabamaSITE SHALL BE GRADED TO ASSURE DRAINAGE OF SURFACE WATER AWAY FROM THEREFER TO THE GEOTECHNICAL REPORT FOR PREPARATION OF THE SUBGRADE.BUILDING PAD.21.22.PIPE LENGTHS SHOWN ARE LINEAR DISTANCES BETWEEN CENTER TO CENTER OFSTRUCTURES. THE CONTRACTOR SHALL DETERMINE THE QUANTITY OF PIPE NEEDED FOR THEJOB, BASED ON SLOPE LENGTH AND WHOLE STANDARD PIPE SECTIONS.JUNCTION BOX = TOP; THE TOP MOST PART OF THE RIM AND COVER CASTING.CATCH BASIN = THROAT; ELEVATION OF THE POINT AT WHICH WATER PASSES INTO THE BOX.DROP INLET = GRATE; THE TOP MOST PART OF THE FRAME AND GRATE.WEIR INLET = THROAT; ELEVATION OF THE POINT AT WHICH WATER PASSES INTO THE BOX.DEFINITION OF THE TYPE OF TOP IS AS LISTED:THE ELEVATION OF MANHOLE/INLET TOPS ARE TO BE AT THE FINISH ELEVATION SHOWN. THETHE CONTOUR INTERVAL IS ONE FOOT OR AS SHOWN.ALL DISTURBED AREAS NOT OTHERWISE COVERED BY BUILDINGS OR PAVEMENT SHALLRECEIVE FOUR INCHES OF TOPSOIL AND STABILIZED PER THE LANDSCAPE PLAN.THE TYPE OF PIPE MAY BE ALTERED IF APPROVED BY THE ENGINEER.EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, ANDEXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANIES AT LEAST 72 HOURS WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS.ALL CUT OR FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. SLOPESSTORM PIPE SHALL BE AS FOLLOWS:BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THEGRADING & DRAINAGE NOTESSTANDARDS UNLESS APPROVED OTHERWISE BY THE ENGINEER. ALL STRUCTURES SHALL BE PRECAST CONCRETE PER ASTM C-478/C-913 AND ALDOTSTEEPER THAN 3:1 SHALL BE COVERED WITH CURLEX BLANKETS BY AMERICAN EXCELSIORALL CAST IN PLACE CONCRETE TO HAVE A MIN. 28 DAY COMPRESSION STRENGTH OF 3000 P.S.I.ALL STRUCTURAL FILL AREAS TO BE CONSTRUCTED UNDER THE DIRECTION OF A SOILSENGINEER. REFER TO THE GEOTECHNICAL REPORT BY GEOCON ENGINEERING & MATERIALSGRADES NOT OTHERWISE INDICATED ON THE PLANS SHALL BE UNIFORM LEVELS OR SLOPESBETWEEN POINTS WHERE ELEVATIONS ARE GIVEN. ABRUPT CHANGES IN SLOPE SHALL BEWELL ROUNDED. ELEVATIONS REPRESENT FINAL GRADE.ALL SILT BARRIERS SHALL BE PLACED AS ACCESS IS OBTAINED DURING CLEARING. NOGRADING SHALL BE DONE UNTIL THE TREE PROTECTION, SAVE AREAS, SILT BARRIERINSTALLATION AND DETENTION FACILITIES ARE CONSTRUCTED.THE LAND DISTURBANCE PERMIT MUST BE DISPLAYED ON SITE AT ALL TIMES DURINGCONSTRUCTION AND IN PLAIN VIEW FROM A PUBLIC ROAD OR STREET.ALL O.S.H.A. CONSTRUCTION REQUIREMENTS SHALL BE STRICTLY ADHERED TO.RCP, CLASS III PER ALDOT SPECIFICATIONS.CONTRACTOR IS RESPONSIBLE FOR MAINTAINING PROPER TRAFFIC CONTROL FOR PUBLICSAFETY ADJACENT TO THE CONSTRUCTION SITE.LIGHTS AND OTHER TRAFFIC CONTROL DEVICES IN CONFORMITY WITH THE FEDERALTHE CONTRACTOR SHALL FURNISH, ERECT AND MAINTAIN BARRICADES, WARNING SIGNS,HIGHWAY ADMINISTRATION MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETSRESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT COMPANY OR EQUAL.AND HIGHWAYS, LATEST EDITION.TESTING, INC. FOR COMPACTION REQUIREMENTS.1.2.3.4.5.6.7.8.9.10.11.12.13.14.15.16.17.18.MAXIMUM CUT OR FILL SLOPE IS 3H:1VCONTRACTOR TO CLEAN OUT ACCUMULATED SILT IN THE STORM SYSTEM AT THE ENDOF CONSTRUCTION WHEN DISTURBED AREAS HAVE BEEN STABILIZED.19.20.THE CONTRACTOR SHALL PROVIDE TO THE ENGINEER RECORD DRAWINGS OF AS-BUILT CONDITIONS FOR THE DEVELOPMENT OF THE SITE.HDPE, ADS N12 PIPE PER SPECIFICATIONS.TEMPORARY SEDIMENT BASIN FEATURES ARE TO BE CONSTRUCTED AND FULLY OPERATIONALPRIOR TO ANY OTHER CONSTRUCTION OR GRADING.23.ALL ELEVATIONS ARE REFERENCED TO NAVD 88 DATUM.24.PVC, SCH. 40 PIPE PER SPECIFICATIONS.DETENTION POND AND TEMPORARY SEDIMENT BASIN FEATURES ARE TO BECONSTRUCTEDAND FULLY OPERATIONAL PRIOR TO ANY OTHER CONSTRUCTION OR GRADING. 25.PROPOSEDEXISTINGGRADING & DRAINAGE PLAN LEGENDSTORM SEWER PIPINGJUNCTION BOX (JB)CONTOURSSPOT ELEVATIONXXX+ XXX.XXXXXXXX.XXHIGH POINTHPTYPE "S" 2- WING INLET (DWCB)DROP INLET (DI)WEIR INLET (WI)TYPE "S" 1- WING INLET (SWCB)MITERED END SECTION (MES)02.55VERTICAL SCALE: 1" = 5'1002040GRAPHIC SCALEHORIZONTAL SCALE: 1" = 20'DRAINAGE FROM THIS SITE WILL BE DIRECTED ONTO STATE ROW. REFER TO PRE VS. POST COMPARISON BUILDING ANALYSISSTORMWATER DISCHARGE ANALYSIS (TO R/W)EVENT2 YR5 YR10 YR25 YR50 YR100 YRPRE (cfs)0.862.003.295.607.8710.56POST (cfs)0.811.883.035.116.859.46REDUCTION (cfs)0.050.120.260.491.021.10THE PROPOSED WORK WILL NOT HAVE ANY ADVERSE EFFECTS ON DRAINAGESTRUCTURES UPSTREAM OR DOWNSTREAM OF THE PROPOSED SITE.OFFICE DEVELOPMENT - 6044 SF5/14/21NO. 1 ADDED SIDEWALKSn-, I lj I li;h 11 i''" hm :I ~ ~--:1 11 I 11 I :1 11 :1 I ~~ \ " " e 77f FS~~5t1.~ FotEYAL36535 (INSI081781) I I I I I -I T\ ---+ I \ -I/ 1__::i -f---I T ____L_J_ ' -1'-I I I I I -/ / I \ i' I I' I I , I I I I / +-n--, Le:::,. [g L EZ>,.. -~ ---=-= Project Number:Sheet No.Drawn By:Checked By:Date:PCDALEOctober 21st 20202020-39Hudson and Allen Building756 Saint Louis StreetMobile, Alabama 36602(251) 432-3480Fairhope , Alabama 36532ALAOFAMATSTAR4150Paul Carpenter DavisBTETIamaCRAHAlabREDISTEEGCEelMobiG201AG201SCALE: 1/4" = 1'-0"LIFE SAFETY PLAN TOTAL SQUARE FOOTAGE 3,163LIFE SAFETY LEGENDLIFE SAFETY LOADSBG201SCALE: 3/4" = 1'-0"FIRE EXTINGUISHER (MOUNT HEIGHT) ff u PATHOfECRESS65' ~oc, Gill EKTR'T @D ~ 0 0 ~PAIBOFEGRESS FIREOOINGUISHER CABINET-SEMI RECESSED, 2-1/21b-51b MOOEL:ULINE H-5799OR EOIJIV.OUNT RE'IIEWINTERIO WAI..LSECTIONS 0 FEC§ FIRE EXTINGUISHER CABINET EXIT UGHT, W/ BATTERY OPERATED EIAERGENCY LIGHT SEE ELECTRICAL PLAN OIRECTIONALARROWATSIGNAGE ~ KNOXBOX SF #PERSONS 100Sf/PERSON Jls.J J2 F1REOOINGUISHERBRACKET10lb STANDARD WAJ..L IJOUNT, IJOOEL ULINEH-59JJOREQUrv.oJ..ENT FIRE EXTINGUISHER-CLASS "'8C,51blilOOEL:ULINE S-987J REVIEW INTERIOR WAJ..LSECTIONS g PCDA ARCHITECTURI! Ii le " ~ lo ~ iii iu '!) Sh..tTltl< LIFE SAFETY PLAN Project Number:Sheet No.Drawn By:Checked By:Date:PCDALEOctober 21st 20202020-39Hudson and Allen Building756 Saint Louis StreetMobile, Alabama 36602(251) 432-3480Fairhope , Alabama 36532ALAOFAMATSTAR4150Paul Carpenter DavisBTETIamaCRAHAlabREDISTEEGCEelMobiA201AA201SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION BA201SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION $ ~~~NG W&L $~w o·-o· f'INISHFUXlR ~)fl.,;/;\\"'""' 0 0 g PCDA ARCHITECTURI! Ii le " ~ lo ~ iii 'IT ',f) Sh..tTltl< EXTERIOR ELEVATIONS Project Number:Sheet No.Drawn By:Checked By:Date:PCDALEOctober 21st 20202020-39Hudson and Allen Building756 Saint Louis StreetMobile, Alabama 36602(251) 432-3480Fairhope , Alabama 36532ALAOFAMATSTAR4150Paul Carpenter DavisBTETIamaCRAHAlabREDISTEEGCEelMobiA202CA202SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION DA202SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION g PCDA ARCHITECTURI! 1,i~NGWALL 1,ii~ 0 Ii le " ~ lo ~ iii 'IT ',f) Sh..tTltl< EXTERIOR ELEVATIONS o·-o· FINISH FLOOR ~ /~,i,~) CO< TI<CC 0 Project Number:Sheet No.Drawn By:Checked By:Date:PCDALEOctober 21st 20202020-35SE Civil Office Building756 Saint Louis StreetMobile, Alabama 36602(251) 432-3480Fairhope , Alabama 36532ALAOFAMATSTAR4150Paul Carpenter DavisBTETIamaCRAHAlabREDISTEEGCEelMobiG201AG201SCALE: 1/4" = 1'-0"LIFE SAFETY PLAN TOTAL SQUARE FOOTAGE 3,163LIFE SAFETY LEGENDLIFE SAFETY LOADSBG201SCALE: 3/4" = 1'-0"FIRE EXTINGUISHER (MOUNT HEIGHT) ~ 0 0 PAIBOFEGRESS FIRE EXTINGUISHER CABINET EXIT UGHT ;{E 8:~~~~PE~t!O EIAERGENCY LK;HT 0IRECTIONALAAR0WATSIGNAGE KNOX BOX [fE~~6iW1NIOR EMERGENCY LIGHTING g PCDA ARCHITECTURI! Project Number:Sheet No.Drawn By:Checked By:Date:PCDALEOctober 21st 20202020-35SE Civil Office Building756 Saint Louis StreetMobile, Alabama 36602(251) 432-3480Fairhope , Alabama 36532ALAOFAMATSTAR4150Paul Carpenter DavisBTETIamaCRAHAlabREDISTEEGCEelMobiA201AA201SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION BA201SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION $ ~~~NG W&L $~w o·-o· flNISHfLOOR ~)fl.,;/;\\"'""' 0 0 RIDGEVENTATWJN """ CEMENTFIBERBOAAD f.l&IAANDSOfFTT g PCDA ARCHITECTURI! Ii le " ~ lo ~ iii 'IT ',f) Sh..tTltl< EXTERIOR ELEVATIONS Project Number:Sheet No.Drawn By:Checked By:Date:PCDALEOctober 21st 20202020-35SE Civil Office Building756 Saint Louis StreetMobile, Alabama 36602(251) 432-3480Fairhope , Alabama 36532ALAOFAMATSTAR4150Paul Carpenter DavisBTETIamaCRAHAlabREDISTEEGCEelMobiA202CA202SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION DA202SCALE: 1/4" = 1'-0"EXTERIOR ELEVATION 1,i~NGWALL 1,ii~ o·-o· flNISHFLOOR ~ /~,i,~) CO< TI<CC 0 0 CE~ENT flBER BOARD fASC~ANDSOffll RIOGEV£NTATMAIN 800, CEMENTflBERBOARO f-'SC~ AND SOFFTT g PCDA ARCHITECTURI! Ii le " ~ lo ~ iii 'IT ',f) Sh..tTltl< EXTERIOR ELEVATIONS 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 Table of Contents General Information ......................................................................................................................1 Drainage Conditions ......................................................................................................................1 Hydraulic Analysis .........................................................................................................................1 Water Quality Calculations ..........................................................................................................2 Summary of Results .......................................................................................................................2 Appendix A .....................................................................................................................................3 Vicinity & Drainage Maps .................................................................................................... Appendix B .....................................................................................................................................4 HydroCAD Report ................................................................................................................. Appendix C .....................................................................................................................................5 Soil Information ..................................................................................................................... 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 1 | Page GENERAL INFORMATION Windmill Professional Park is a proposed two unit office complex located in Fairhope, Alabama. The development contains approximately 1.48 acres. The site is in Sections 15 of Township 6 South, Range 2 East and is on the northwest corner of Windmill Road and SR 181. DRAINAGE CONDITIONS The site is high along the western property line and run-off flows from west to east and discharges into the right of way of State Route 181. Elevations range from 20 ft to 15 ft. The site is mostly grass. Run-off from the developed lot will sheet flow into a detention pond along the northern property line. The pond will discharge into the existing ditch along SR 181. The detention pond will have a sand filter that will serve as water quality for the site. HYDRAULIC ANALYSIS Field verified elevations were used to determine the drainage basin area. The SCS method for runoff estimation was used to develop the detention calculations for the project. NOAA has published intensity curves specific to this area and the 2, 5, 10, 25, 50 and 100-year, 24-hour storm events were utilized in the drainage calculations for this site. The existing GIS contours along with field verified elevations for the area are used to determine the size of the drainage basin. The drainage basin area is then plotted on the USDA Web Soil Survey to determine the soil characteristics. Soil surveys are made to provide information about the soils within the drainage area. They include a description of the soil types, their location, and tables that show soil properties and limitations affecting various uses. Urban Hydrology for Small Watersheds’ Technical Release 55 or TR-55 presents a simplified procedure for estimating runoff and peak discharges in small watersheds. Using this procedure, the SCS Curve number method along with the information gained in the soil report, runoff is able to be estimated. The time of concentration (Tc) was also necessary for the flow estimate. This value was estimated using the grade change from the most remote point of the drainage area to the location of the proposed pond or ditch. This grade change and the total travel length can be applied to the Kirpich equation to calculate the time of concentration. The Kirpich equation also utilizes a modifier for surface conditions from 2.0 to 0.20 for natural ground to concrete channels respectively. HydroCAD utilizes the composite runoff curve number and the area of the drainage basin to determine the outflow of the drainage basin. A twenty-four-hour rainfall intensity for a two, five, ten, twenty-five, fifty, and one-hundred-year return storm event was applied to the drainage areas to determine the flow. The software was used to determine the flow exiting the drainage basin and entering the proposed detention pond for pre- and post-development scenarios. 880 Holcomb Blvd., Suite 2F Fairhope, Alabama 36532 251-990-6566 2 | Page WATER QUALITY CALCULATIONS The water quality calculations are based upon the newly developed areas. Proposed impervious areas will be directed to the pond. A = Area being treated = 1.103 acres I = Percentage of Imperviousness = 56.7% P = Rainfall treatment depth = 1.8 inches Rv = Runoff coefficient WQv = Water quality treatment volume Rv = 0.015 + 0.0092I = 0.015 + 0.0092 (56.7) = 0.537 WQv = P * Rv * A/12 = 1.8 inches * 0.537 * 1.103 / 12 = 0.089 ac-ft = 3,870 ft3 The water quality volume is provided by the amount of run-off that is filtered by the sand filter. The sand filter starts at an elevation of 112.00 ft. The primary weir starts at an elevation of 115.00 ft. Therefore, the pond volume between these elevations will be treated by the sand filter. Per the stage storage charts, the volume between these elevations (WQv) is 5,138 ft3. SUMMARY OF RESULTS Analysis determined that the proposed detention pond is adequate to effectively handle and store the peak post-development flows observed during a two, five, ten, twenty-five, fifty, and one- hundred-year return events. Please see HydroCad summary in Appendix B showing the pre- developed flow rates and post-developed flow rates for the 2, 5, 10, 25, 50 & 100-year storm events and the associated high-water elevations. A brief summary of the pre vs. post development discharge rates may be seen below. STORMEVENTSTUDYPOINT1ͲSR181 FLOWRATES(cfs)PREPOSTDischargeHW(POND) 2YEAR0.860.81Ͳ 5YEAR2.001.88Ͳ 10YEAR3.293.03Ͳ 25YEAR5.605.11116.22 50YEAR7.876.85Ͳ 100YEAR10.569.46116.96 PONDTOPͲͲ117.30 LANCE R. LEFLEUR KAY IVEY DIRECTOR GOVERNOR Alabama Department of Environmental Management adem.alabama.gov 1400 Coliseum Blvd. 36110-2400 ■ Post Office Box 301463 Montgomery, Alabama 36130-1463 (334) 271-7700 ■ FAX (334) 271-7950 Birmingham Branch Decatur Branch Mobile Branch Mobile-Coastal 110 Vulcan Road 2715 Sandlin Road, S.W.2204 Perimeter Road 3664 Dauphin Street, Suite B Birmingham, AL 35209-4702 Decatur, AL 35603-1333 Mobile, AL 36615-1131 Mobile, AL 36608-1211 (205) 942-6168 (256) 353-1713 (251) 450-3400 (251) 304-1176 (205) 941-1603 (FAX)(256) 340-9359 (FAX)(251) 479-2593 (FAX)(251) 304-1189 (FAX) March 31, 2021 GEOFF LANE 4 LANE DEVELOPMENT, INC. 2210 MAIN ST STE H DAPHNE, AL 36526 RE: Windmill Professional Park Baldwin County (003) Dear Mr. Lane, Based on your request, coverage under General NPDES Permit Number ALR10C02B is granted. The effective date of coverage is April 01, 2021. Coverage under this permit does not authorize the discharge of any pollutant or wastewater that is not specifically identified in the permit and by the Notice of Intent. You are responsible for compliance with all provisions of the permit including, but not limited to, the performance of required inspections and/or monitoring, and the preparation and implementation of a Construction Best Management Practices Plan (CBMPP) required by the permit. The Alabama Department of Environmental Management encourages you to exercise pollution prevention practices and alternatives at your facility. Pollution prevention will assist you in complying with permit requirements. A copy of the General NPDES Permit under which coverage of your discharges has been granted is enclosed. If you have any questions concerning this permit, please contact Stephanie Fontaine by email at stephanie.fontaine@adem.alabama.gov or by phone at (334) 274-4249. Sincerely, Jeffery W. Kitchens, Chief Water Division A □EM 880 Holcomb Blvd, Suite 2F Fairhope, Alabama 36532 251-990-6566 May 14, 2021 Samara Walley City Planner 555 S. Section Street Fairhope, Alabama 36532 Re: SD 21.29 Windmill Professional Park (MOP) Dear Samara: Attached are the revised plans for the above referenced project. Below is a response to the comments provided. See in red. • Sidewalks are not shown along street frontages. Sidewalks should be illustrated or a request for a sidewalk waiver should be provided. Response: Sidewalks have been added. • Comment: Explanation of the intent greenspace as provided. - Will there be any features? Response: Yes; we will have a BBQ pit between the two 1100 SF buildings - More parking screening may be required along Windmill Road. Response: Noted • Comment: Please note that Rezoning for adjacent property is pending. Council decision could affect the buffer requirement. Response: Noted • Comment: Parking – Staff would like to further discuss proposed parking at the subject site. Response: Noted • Comment: Please provide the minutes from the community meeting. Response: We held the community meeting, and no one came. Civil -" Engineering & Surveying 880 Holcomb Blvd, Suite 2F Fairhope, Alabama 36532 251-990-6566 Below is a list of items being transmitted with this re-submittal: 1. Revised Plans (11x17) – 2 copies 2. Revised Plans (Full Size) – 1 set 3. Revised Plans – Adobe PDF Format If you have any questions, please let me know. Sincerely, Larry Smith, PE Partner