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HomeMy WebLinkAboutCorrespondencePlan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 1 1 Fire Carmel Fire 9/11/24 10:02 AM Comment This proposal involves a change of use for the current building from a B (Business)/ S (Storage) occupancy classification to an A (Assembly) occupancy classification. With any change of use for a building, the structure shall be made do comply with the current Indiana Fire Code and Building code as required by the General Administrative Rules and 675 IAC 12-4-11, Occupancy of existing buildings. The petitioner should consult with a professional designer/architect licensed in the state of Indiana to confirm if any changes to the building are required for the proposed change of use. Submit a change of use report and detailed life safety plan detailing any required building modifications required to allow for the building reclassification to an A occupancy to the Carmel Fire Dept. for review and comment. Responded by: Christian Badger - 9/30/24 2:31 PM I called the Carmel Fire Department and the revised plans will suffice for the exist plan. They would also like to have the fire suppression contractor to call them once they start the upgrade. Resolved 2 1 Vectren Energy Chad Miller 9/11/24 3:32 PM Changemark CenterPoint Energy Please locate and show all existing gas mains and the existing gas service line to the building to avoid any damage. The owner will need to call the new service center at 1-800-990-1930 if their gas load needs change. Exising conditions.pdf Responded by: Christian Badger - 11/18/24 11:46 AM Locations of all gas mains and service lines known to Badger Engineering have been added to the plans and can be seen on Existing Site Conditions C200. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:51 PM See C200 for gas service line locations. Info Only 3 1 Urban Forestry Daren Mindham 9/13/24 10:47 AM Changemark landscape plan Please submit an engineered as-planted landscape plan for the entire property. This should include all plantings to remain, while noting the species, location and estimated diameter if a tree. If the area is considered a wooded or naturalized area like possibly the eastern perimeter, then a cloud label over the area and noting as such is adequate. Once I receive the as- planted landscape plan I will note areas of missing landscaping to add to that plan. There will be an expectation to provide a continuous landscape buffer along the western, southern and eastern perimeters with shade trees, ornamental trees and shrubs. I have attached to the correspondence folder the original landscape plan on file for reference. site plan.pdf Responded by: Christian Badger - 11/18/24 11:45 AM To the best of our knowledge, we have identified the existing tree species. The proposed trees were added by the City of Carmel. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:48 PM Landscaping Plan showing existing and proposed plantings has been created and added to plans. See C600. Still working on identifying existing species. Resolved 4 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide the engineering firm's email address on the cover sheet Responded by: Christian Badger - 9/30/24 2:13 PM Engineer’s information including email address has been added to the cover sheet. Resolved REVIEW COMMENTS Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 5 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide the developer's email address on the cover sheet Responded by: Christian Badger - 9/30/24 2:13 PM Developer’s email address has been added to owner information on the cover sheet. Resolved 6 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide a legal description of site on the cover sheet Responded by: Christian Badger - 9/30/24 2:14 PM Legal description has been added to the Title Sheet. Resolved 7 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide the sites zone district on the cover sheet Responded by: Christian Badger - 9/30/24 2:14 PM Zoning district has been added to Title Sheet. Resolved 8 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide the setback distances on the cover sheet Responded by: Christian Badger - 9/30/24 2:14 PM Setbacks and distances are now shown on the Title Sheet. Resolved 9 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide the sites total disturbance on the cover sheet Responded by: Christian Badger - 11/18/24 11:29 AM Total disturbed area has been added to the title sheet and is expressed in acres. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 8:49 AM We are unable to locate the total disturbed area in the site information section of the title sheet. Please provide the estimated disturbed area in acres in this section. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:15 PM Total disturbed area has been added to the Title Sheet where the zoning district has been added. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 10 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide all technical information required by Section 102.02(xi)(m) of the Storm Water Technical Standards Responded by: Christian Badger - 11/18/24 11:29 AM The information was added to drainage report. Information has been added to the Grading & Drainage Plan as Requested. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:13 AM We were unable to locate this information. Please provide a drainage summary on the grading and drainage plan with the next submittal. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:15 PM All technical information required by section 102.02(xi) (m) of the Storm Water Technical Standards have been provided. Resolved 11 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please include the following note on the plans: "Utility relocations required by the project shall be the responsibility of the developer. Utility line relocations required for road projects that result in a conflict with proposed development shall be the developer to resolve with the utility. Existing pole lines required to be relocated to within one foot of proposed right-of-way line." Responded by: Christian Badger - 9/30/24 2:15 PM Notes have been added to C100, C200, C400,& C500. Resolved 12 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please include the following note on the plans: "All existing perimeter road drainage structures and bridges across the frontage of this development are indicated on the plans. Provisions have been made to pmprove or replace any drainage structures and bridges as necessary or as request by the City ot accommodate the pavement widening, auxiliary lanes, multi-use path, and any other required improvements to the property or the roadway. The cost to improve or replace any draiange structures and bridges will be borne by the developer." Responded by: Christian Badger - 9/30/24 2:16 PM Notes have been added to C100, C200,& C400. Resolved 13 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please include the following note on the plans: "Damage to the exisitng right-of-way shall be restored/repaired to the satisfaction of the City at the completion of the project. The contractor is encouraged to inspect the right- of-way with the city prior to the start of construction to document the existing condition of the right-of-way." Responded by: Christian Badger - 9/30/24 2:16 PM Notes have been added to C100, C200, C400,& C500. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 14 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please include the following note on the plans: "All paving within the existing and proposed city right -of-way shall conform to the requirements of the Department of Engineering. The contractor shall contact the department of Engineering to schedule a pre-construction meeting to review the department's construction requirements, staff notification requirements, required inspections for certain stages of the work and to review the authority of the department as it relates to work within the existing and proposed right-of-way." Responded by: Christian Badger - 9/30/24 2:18 PM Notes have been added to C100, C200,& C400. Resolved 15 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please verify that there are no direct discharge areas Responded by: Christian Badger - 9/30/24 2:18 PM There are no direct discharge areas. Resolved 16 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please clearly show the construction limits on all sheets with plan view (not required on profile sheets) Responded by: Christian Badger - 9/30/24 2:19 PM Construction limit lines have been added to the plan views. New asphalt is shown with a dot hatch, the proposed concrete has been switched to a dot hatch also for clarity. Resolved 17 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please verify that all elevations are North American Vertical Datum of 1988 (NAVD) Responded by: Christian Badger - 9/30/24 2:19 PM All elevations are North American Vertical Datum of 1988 (NAVD). Resolved 18 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please verify that the horizontal datum of topgraphic map is Indiana State Plane Coordinates, NAD83 Responded by: Christian Badger - 9/30/24 2:19 PM The horizontal datum of topographic map is Indiana State Plane Coordinates, NAD83 Resolved 19 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please verify that the locations of existing utilities with top of curb and invert elevations, pipe sizes, and direction are shown Responded by: Christian Badger - 9/30/24 2:19 PM Working on getting curb inlets labeled with top of curb, rim elevations, invert elevations, pipe sizes, types, and directions. Resolved 20 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please verify that all existing culverts, pipes, and bridges on existing drives or under the roadway are shown indicating size, type, and invert elevations Responded by: Christian Badger - 9/30/24 2:20 PM All of the existing culverts and pipes now show the pipe diameter, type, and invert elevations. The top of casting elevations will also be shown for the existing structures. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 21 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please verify that the locations of all existing electrical power vaults, transformers, power lines, gas lines, television cable , and telephone lines are shown Responded by: Christian Badger - 9/30/24 2:20 PM Locations of all existing electrical power vaults, transformers, power lines, gas lines, television cables, and telephone lines are shown. Resolved 22 1 Engineering Alex Jordan 9/18/24 12:35 PM Library Comment Please provide the finished floor, minimum flood protection grade (MFPG), and minimum lowest adjacent grade (MLAG) elevations for the existing building Responded by: Christian Badger - 11/18/24 11:42 AM Finished floor, BFE, MFPG, and MLAG elevations have been added to the Title Sheet C100. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:12 AM Please have these elevations added to the grading and drainage plan. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:21 PM The finished floor, minimum flood protection grade (MFPG), and minimum lowest adjacent grade (MLAG) elevations for the existing building have been added to the plans. See C100 Resolved 23 1 Engineering Alex Jordan 9/18/24 1:11 PM Changemark Please label all existing easements on this sheet It appears that there are several easements in this area but they are not labeled on this sheet. Please revise. Exising conditions.pdf Responded by: Christian Badger - 9/30/24 2:22 PM All existing easements have been labeled. Resolved 24 1 Engineering Alex Jordan 9/18/24 1:53 PM Changemark Please show the contours for the dry detention as they are shown on the survey provided The contours for the pond bank shown on this sheet do not appear to match the as-built condition and will need to be shown appropriately on all sheets. Exising conditions.pdf Responded by: Christian Badger - 9/30/24 2:23 PM Contours for the pond bank have been changed based off of the survey point data. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 25 1 Engineering Alex Jordan 9/18/24 1:55 PM Changemark The existing gravel strip that is proposed to be removed is a recorded BMP In order to remove this, the proposed gravel strip on these plans will need to be installed per the previously approved design or another BMP will need to be proposed. Exising conditions.pdf Responded by: Christian Badger - 11/18/24 11:42 AM Detail C4.2 has been added to the proposed plans per the original O & M manual. The gravel strip detail is to be relocated along the new west edge of the parking lot (20’ west). We will provide a detail (#12) on the Details Sheet C700. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:25 AM I have uploaded the approved plans and recorded O&M manual of the previous project on this site to the correspondence folder. The gravel strip will need to be replaced with the velocity dissipater that is detailed on sheet C-4.2 of the plans. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:24 PM A new detail will be provided on C700. Previous specifications are unobtainable by Badger Engineering unless the City has the specifications on file. Resolved 26 1 Engineering Alex Jordan 9/18/24 1:58 PM Changemark Please provide the critical elevations of the ponds, both the wet and dry grading and drainage plan.pdf Responded by: Christian Badger - 11/18/24 11:43 AM Critical pond elevations have been added to the Grading & Drainage Plan C400. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:27 AM Please have these elevations added to the grading and drainage plan. We will need the top of bank, 2-year, 10- year, and 100-year elevations provided. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:24 PM Critical elevations for the dry pond and wet ponds have been added to the plans. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 27 1 Engineering Alex Jordan 9/18/24 1:58 PM Changemark A consent to encroach will need to be applied for to install the parking within this easement This can be applied for here: https://cw.carmel.in.gov/PublicAccess/login grading and drainage plan.pdf Responded by: Christian Badger - 11/18/24 11:43 AM A consent to encroach has been applied for. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:28 AM We will leave this comment unresolved until the consent to encroach is filed. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:25 PM A consent to encroach will be submitted. Resolved 28 1 Engineering Alex Jordan 9/18/24 3:00 PM Changemark Please provide protection around this trench drain during construction SWPPP Plan.pdf Responded by: Christian Badger - 11/18/24 11:43 AM ERTEC Slot Guard is now specified and called out as the inlet protection for the trench drain as seen on SWPPP C 500. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:29 AM Please have these shown on the SWPPP plan. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:26 PM Sandbags will be provided around the trench drain during construction. Resolved 29 1 Engineering Alex Jordan 9/18/24 3:02 PM Changemark Please place a rock horseshoe check dam around this end section rather than inlet protection SWPPP Plan.pdf Responded by: Christian Badger - 9/30/24 2:26 PM Horseshow check dam is used instead of inlet protection. See C500. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 30 1 Engineering Alex Jordan 9/18/24 3:04 PM Changemark Please call out the BMPs on this sheet Please show the existing and proposed BMPs for the site on this sheet. Please also show all BMP/water quality easements. SWPPP Plan.pdf Responded by: Christian Badger - 11/18/24 11:43 AM The existing and proposed BMPs and the storm water quality easement is shown on C500. The new gravel strip BMP is also shown on SWPPP C500 ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:30 AM Thank you for calling out the gravel strip/velocity dissipater but please also call out the native vegetated dry detention area. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:26 PM The existing 2' gravel strip water quality measure is called out with the relocation also shown on C500. Water quality easements have been made viewable on C 500. Resolved 31 1 Engineering Alex Jordan 9/18/24 3:06 PM Changemark Please list the specific BMPs that existing or will be provided for this site in this section SWPPP Specs.pdf Responded by: Christian Badger - 11/18/24 11:43 AM Added note to section stating existing native vegetation is to be preserved during construction activities. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:33 AM Thank you for including the gravel strip/velocity dissipater but please also include the native vegetated dry detention area in this section. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:27 PM The existing 2' gravel strip and the proposed relocation of said strip has been listed in this section. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 32 1 Engineering Alex Jordan 9/18/24 3:09 PM Changemark Please provide a detail for this As stated in my previous comment, this will need to be installed per the previous BMP specifications or an different BMP will need to be proposed to replace the one being removed. site plan.pdf Responded by: Christian Badger - 11/18/24 11:44 AM The gravel strip detail is now in the Details Sheet C 700 per the existing O & M manual. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:31 AM Please replicate the previously designed velocity dissipater on the plans and provide a detail. The plan sets showing the design for this BMP were uploaded to the correspondence folder. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:28 PM There is no way for Badger Engineering to obtain the previous specifications for the gravel strip as it was done over 30 years ago by an unknown entity. A new detail will be created and added to C700. Resolved 33 1 Engineering Alex Jordan 9/18/24 3:11 PM Library Comment Please submit a storm water management permit application Responded by: Christian Badger - 9/30/24 2:28 PM Storm water management permit application will be submitted. Resolved 34 1 Engineering Alex Jordan 9/18/24 3:11 PM Library Comment Please provide an operation and maintenance manual for the BMPs with the next submittal Responded by: Christian Badger - 12/5/24 8:33 PM The revised BMP Manual has been uploaded to the Carmel Server in the Drainage Folder ---------------------------------------------------------- Responded by: Christian Badger - 11/18/24 11:44 AM The existing BMP Manual will be re-submitted. ---------------------------------------------------------- Reviewer Response: Alex Jordan - 10/3/24 9:34 AM We will look for this on the next submittal. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:29 PM O&M Manual will be submitted for the BMP. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 35 1 Engineering Alex Jordan 9/18/24 3:16 PM Changemark Please show the native vegetation "no mow no spray" signage. If they are not existing, new ones will need to be installed with this project. Exising conditions.pdf Responded by: Christian Badger - 9/30/24 2:29 PM Protect native plantings" sign is already existing and location is now called out on C300 (See keynotes). Detail is on C700. Resolved 36 1 Sign Permits Aliza Shalit 9/19/24 11:07 AM Changemark Spandrel panel dimensions Please provide these exact dimensions (height and width as outlined by green rectangle) Signage plan1.pdf Responded by: Christian Badger - 9/30/24 2:41 PM Revisions made. See Sheet S1 & S3 Resolved 37 1 Sign Permits Aliza Shalit 9/19/24 11:07 AM Changemark sign proportions The sign proportions on the schematic and rendering do not match. Both must be to scale and match. Please update. Signage plan1.pdf Responded by: Christian Badger - 9/30/24 2:41 PM Revisions made. See Sheet S1 Resolved 38 1 Sign Permits Aliza Shalit 9/19/24 11:07 AM Changemark Spandrel panel Please provide spandrel panel dimensions as outlined by green rectangle. Signage plan1.pdf Responded by: Christian Badger - 9/30/24 2:41 PM Revisions made. See Sheet S1 & S3 Resolved 39 1 Sign Permits Aliza Shalit 9/19/24 11:07 AM Changemark Sign size Please provide sign size dimensions using the thin outline around the sign. Maximum sign size must be within the sign area overage from the South sign, but still comply with UDO sign standards (maximum sign size is 70% of spandrel panel height x 85% of spandrel panel width). Signage plan1.pdf Responded by: Christian Badger - 9/30/24 2:45 PM Revisions made. See Sheet S1 & S3 Resolved 40 1 Sign Permits Aliza Shalit 9/19/24 11:07 AM Changemark Window signs Window signs may only cover 30% of each windowpane. Please reduce. Signage plan1.pdf Responded by: Christian Badger - 9/30/24 2:45 PM No window signs are proposed and stickers removed from the garage doors. Resolved 41 1 Sign Permits Aliza Shalit 9/19/24 11:07 AM Comment All signs require an individual and separate sign permit application and review process. Please apply through the City's online application portal. Info Only 42 1 Sign Permits Aliza Shalit 9/19/24 11:40 AM Changemark Changemark note #01 Maximum incidental directional sign area is 3sf. This includes the arrow. Please provide sign area as outlined to make sure it is within the maximum allowable sign size. Signage plan 2.pdf Responded by: Christian Badger - 9/30/24 2:46 PM Dimensions in compliance with requirement. See Sheet S2 Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 43 1 Sign Permits Aliza Shalit 9/19/24 11:40 AM Changemark Sign Base Please make base as wide as sign. Signage plan 2.pdf Responded by: Christian Badger - 9/30/24 2:46 PM Dimensions in compliance with requirement. See Sheet S2 Resolved 44 1 Sign Permits Aliza Shalit 9/19/24 11:40 AM Changemark Incidental signs May have a maximum of 3sf of signage and my only stand 3ft from ground to top of sign. Please update. Signage plan 2.pdf Responded by: Christian Badger - 9/30/24 2:46 PM Noted & compliant. See Sheet S2 Resolved 45 1 CrossRoad Engineers Willie Hall 9/23/24 10:38 AM Changemark Stone Trench Please provide more details concerning the stone trench and how it connects to the existing infrastructure and pond. grading and drainage plan.pdf Responded by: Christian Badger - 11/18/24 11:28 AM The proposed 2’ gravel strip was part of the existing BMP and is being reconstructed. The detail has been added to sheet C700. ---------------------------------------------------------- Reviewer Response: Willie Hall - 10/17/24 7:57 AM Per discussions with Engineering, this is an existing BMP that will need to be perpetuated or alternative provided. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:09 PM There is no stone trench, it is a 2-foot wide gravel strip, which is to break up the sheet flow into the grass prior to entering the dry retention. Resolved 46 1 CrossRoad Engineers Willie Hall 9/23/24 10:38 AM Changemark 102.03 Please provide the original drainage report for the on-site and connected ponds for reference. DrainageReport4400W96thSt(09-05- 24).pdf Responded by: Christian Badger - 11/18/24 11:28 AM The existing plans, Drainage Report and O & M manual have been uploaded by Carmel and are now in the file. ---------------------------------------------------------- Reviewer Response: Willie Hall - 10/17/24 7:58 AM Please review the provided drainage report and reference in the drainage report. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:11 PM The original drainage should be in the Carmel archive. We do not have the existing drainage report. But Carmel should have it somewhere. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 47 1 CrossRoad Engineers Willie Hall 9/23/24 10:38 AM Changemark Existing Dry Pond It appears that the new parking extends into the existing basin. Please confirm that the pond volume will not be affected by the additional parking. DrainageReport4400W96thSt(09-05- 24).pdf Responded by: Christian Badger - 11/18/24 11:28 AM There was 22 feet of grass existing adjacent to the parking lot. It is this area we are installing the new parking. The parking expansion does not affect the dry pond volume, this can be seen by viewing existing conditions C400 and the SWPPP plan C500. ---------------------------------------------------------- Reviewer Response: Willie Hall - 10/17/24 7:59 AM The grading plan appears to contradict that. Please label existing contours and provide proposed contours on the grading sheet. Please revise drainage report if current design is going to continue to be used. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:11 PM The pond volume is not effected by the parking lot expansion. Resolved 48 1 CrossRoad Engineers Willie Hall 9/23/24 10:38 AM Changemark 303.07 Please provide grate and pipe calculations for the trench drain. DrainageReport4400W96thSt(09-05- 24).pdf Responded by: Christian Badger - 11/18/24 11:28 AM Trench drain gutter spread, and pipe calculations have been added to the Drainage Report Appendix under the Existing Bain Runoff Section. ---------------------------------------------------------- Reviewer Response: Willie Hall - 10/17/24 7:59 AM Comment not addressed as no new drainage report provided. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:11 PM Grate and pipe calculations will be included in the Drainage Report. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 49 1 CrossRoad Engineers Willie Hall 9/23/24 10:38 AM Changemark 201.03 Existing and proposed detention calculations shall use a 24 hr SCS type 2 storm distribution. DrainageReport4400W96thSt(09-05- 24).pdf Responded by: Christian Badger - 11/18/24 11:29 AM Section G of the Drainage report has been edited to state that the calculations were based off of the SCS Type II instead of the Indy HUFF curve. ---------------------------------------------------------- Reviewer Response: Willie Hall - 10/17/24 7:59 AM Comment not addressed as no new drainage report provided. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:12 PM Understood, the proposed and existing are using the 24 hr SCS type 2-storm Resolved 50 1 CrossRoad Engineers Willie Hall 9/23/24 10:38 AM Changemark 302.03 Please include the pond to the west of Mayflower Park Dr as it also appears to be interconnected to the on-site ponds. DrainageReport4400W96thSt(09-05- 24).pdf Reviewer Response: Willie Hall - 12/3/24 10:47 AM This comment is resolved based on the drainage report indicating that there was no increase to the existing Curve Number and that previous drainage problems were fixed with the most recent improvements, as indicated in the 2013 WSI drainage report. ---------------------------------------------------------- Responded by: Christian Badger - 11/18/24 11:29 AM Note added to Section F of the Drainage Report stating that the southern pond also drains into another existing pond on the west side of Mayflower Park Drive. ---------------------------------------------------------- Reviewer Response: Willie Hall - 10/17/24 8:03 AM Correct, a taillwater condition should be added since the ponds outlet to said pond. Please request plans/drainage report from Engineering for the MedVet site for the pond information. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:13 PM The pond to the west does not drain into our pond. Our pond drains into western pond but our calculation stopped at whether we had to increase detention. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 51 1 Transportation Systems David Littlejohn 9/26/24 3:46 PM Changemark Path along 96th St and Mayflower Park Dr The city's mobility and pedestrian plan requires a 10' multi-use path along 96th St and Mayflower Park Dr. Revise the plans to include the required path along both of these streets. You may elect to provide a monetary commitment equal to the value to otherwise design and construct the improvements along the roadway frontages. site plan.pdf Responded by: Christian Badger - 11/18/24 11:45 AM The requested 10’ path along Mayflower Park Drive and 96th Street was supposed to be part of a previous case. We are not responsible for it. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:47 PM This project in 90% an interior remodel. It is excessive to include a trail not required at the time of construction. This is not a new build. We are still working on this. Info Only 52 1 Transportation Systems David Littlejohn 9/26/24 3:46 PM Changemark Bicycle parking Section 5.29 of the city's UDO requires short term bicycle parking for assembly uses to be provided at a rate of 2% of the maximum capacity of the facility they serve. It is my understanding that the maximum capacity for this use is 331 people which calculates to 7 spaces needed (4 racks). The city requires inverted-U or A-frame racks to be installed within fifty feet of the main entrance of the building they serve. Revise the plans to include the required bicycle parking. Please refer to section 5.29 of the city's UDO for more information/details on the required bicycle parking. site plan.pdf Responded by: Christian Badger - 9/30/24 2:47 PM We show two bike parking in the front of the building. We will add another bike rake in the rear of the building. Resolved 53 1 Planning & Zoning Rachel Keesling 9/27/24 10:17 AM Library Comment Will there be any new HVAC units installed either on the roof or on the ground? Reviewer Response: Rachel Keesling - 10/16/24 9:02 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:32 PM No ground mounted or RTU are proposed for the remodel. Resolved 54 1 Planning & Zoning Rachel Keesling 9/27/24 10:27 AM Library Comment Please provide architectural elevations of the proposed new vestibule on the east side of the building. Reviewer Response: Rachel Keesling - 10/16/24 9:26 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:33 PM Sheet S-3 has been added showing the vestibule with better scales. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 55 1 Transportation Systems David Littlejohn 9/27/24 1:18 PM Changemark sidewalk connection Revise the plans to include a sidewalk connection between these two sidewalks. site plan.pdf Responded by: Christian Badger - 9/30/24 2:48 PM A 5 foot wide side walk extends between the end of walk and out new ramp. Resolved 56 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Garage door materials Will you be switching the dock garage doors out to glass doors? I ask in relation to Aliza's comment about Window signs. The proposed graphics would only be allowed on windows. The graphic cannot be added to a solid garage door. Signage plan1.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:02 AM Ok, thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:34 PM We have removed the graphics on the garage doors. Resolved 57 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Garage door safety What will be done on the inside or outside of the building to prevent people from falling out of the garage doors? Will there be railing added? Will they ever be opened? Please provide more specific details. Signage plan1.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:06 AM Ok, thank you for confirming. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:34 PM The garage door will be locked at all times. Resolved 58 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Building lighting Please provide information on if any lighting will be added to the facades, either near the entrance or elsewhere. Signage plan1.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:14 AM The signage plan identifies existing lights as well. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:35 PM We are looking at lit bollards for the rear entry. These would be powered by solar. Resolved 59 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Updated elevation Please provide an updated elevation that shows what is actually built on the east facade. (I think you have that on the signage drawings.) building elevations.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:16 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:35 PM S3 is a new drawing and shows the corrected existing elevations. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 60 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Trash enclosure Please note that any trash dumpsters without proper enclosures will be required to come into compliance. building elevations.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:05 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:35 PM The new and existing trash enclosures will be fenced in compliance with the ordinance. Resolved 61 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Lot coverage percent Please add the lot coverage percent to the Site Information Table. site plan.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:16 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:36 PM The information has been added to the Site information table. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 62 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Bicycle parking Please work with David Littlejohn to split up the required 7 parking spaces (4 racks) into two at the west entrance and two at the east entrance. site plan.pdf Reviewer Response: Rachel Keesling - 12/18/24 12:28 PM Thank you for providing the correct bicycle rack specifications. ---------------------------------------------------------- Responded by: Christian Badger - 12/5/24 8:33 PM The revised Site plan and Site Details have been uploaded to the Carmel Server. ---------------------------------------------------------- Reviewer Response: Rachel Keesling - 11/26/24 11:19 AM The bike rack detail you put on the drawings says "physical appearance of bicycle rack not necessarily shown accurately. See specs for type of rack." This is where we need you to show the exact specification. Please revise. ---------------------------------------------------------- Responded by: Christian Badger - 11/18/24 11:44 AM The existing and proposed bike racks should now be correctly shown. Bike rack detail (#11) has been added to Details Sheet C700. ---------------------------------------------------------- Reviewer Response: Rachel Keesling - 10/16/24 9:18 AM Please update the site plan to show the new bike rack location on the east side of the building. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:38 PM We are leaving the bike parking in front and adding an additional 4-bike bike rack to the rear of the building Resolved 63 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Curb Please confirm if you will be installing a curb at the edge of the concrete extension, or if no curb is needed for drainage purposes. site plan.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:18 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:39 PM We have revised the detail for the concrete extension to include a curb. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 64 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark Wheel stops It appears like you are opting to install wheel stops in front of each end parking space. Please label these if so. site plan.pdf Reviewer Response: Rachel Keesling - 11/26/24 11:48 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 11/18/24 11:44 AM Site Plan C300 has been corrected and the parking blocks are called out in the keynotes. ---------------------------------------------------------- Reviewer Response: Rachel Keesling - 10/16/24 9:25 AM I'm sorry, I did not see a note/number called out for these in the list. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:40 PM The wheel stops proposed are shown on the site plan and in the keynotes. Resolved 65 1 Planning & Zoning Rachel Keesling 9/27/24 3:02 PM Changemark New sidewalk Please label the sidewalk width. It must be a minimum of 5' wide. site plan.pdf Reviewer Response: Rachel Keesling - 10/16/24 9:26 AM Thank you. ---------------------------------------------------------- Responded by: Christian Badger - 9/30/24 2:40 PM All sidewalk have been labeled as 5-feet wide Resolved 66 2 Urban Forestry Daren Mindham 10/3/24 10:28 AM Changemark tree counts The tree counts do not match the plan. Please change the numbers to match the species counts on the plan. I believe they are simply reversed. Landscaping Plan.pdf Responded by: Christian Badger - 11/18/24 11:46 AM The tree counts for the proposed trees has been corrected Resolved 67 2 Urban Forestry Daren Mindham 10/3/24 10:40 AM Changemark North perimeter landscaping I would prefer to have this landscaping removed from the plan to limit any confusion that this property is responsible for this landscaping. This landscaping is on the neighboring property and is not on this parcel. This landscaping is on a stamped approved plan for the adjacent property - not this site. Landscaping Plan.pdf Responded by: Christian Badger - 11/18/24 11:46 AM The plants that are outside of the parcel have been removed from the landscape plan and planting schedule. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 68 2 Sign Permits Aliza Shalit 10/15/24 3:26 PM Changemark Ground sign face change This sign will require a sign permit for a ground sign face change. Please make sure you apply for one when ready. Signage plan 3.pdf Info Only 69 2 Sign Permits Aliza Shalit 10/16/24 11:08 AM Comment A sign variance will be required for both the west and east signs for sings not facing a public street frontage. No sign permits will be processed without the variance being granted. Info Only 70 2 Planning & Zoning Rachel Keesling 10/16/24 2:14 PM Changemark Bike parking Please show dimensions of bike parking pad and the racks on the pad. site plan.pdf Reviewer Response: Rachel Keesling - 12/18/24 12:24 PM Thank you for providing the length and width. ---------------------------------------------------------- Responded by: Christian Badger - 12/5/24 9:21 PM We have revised and uploaded the file to the Carmel Server ---------------------------------------------------------- Reviewer Response: Rachel Keesling - 11/26/24 11:39 AM I see two lengths, but no width shown on the plan. Please revise. ---------------------------------------------------------- Responded by: Christian Badger - 11/18/24 11:44 AM Dimensions of bike parking and bike parking pad are now shown on Site Plan C300. Resolved Plan Review - Review Comments Report Project Name: PZ-2024-00162 ADLS Amend - 3rd Shot Pickleball Workflow Started: 9/6/2024 3:36:06 PM Report Generated: 01/02/2025 12:22 PM REF #CYCLE REVIEWED BY TYPE FILENAME DISCUSSION STATUS 71 2 Planning & Zoning Rachel Keesling 10/16/24 2:14 PM Changemark Bike parking #2 Do you plan to have bike parking spaces here? Please check in with David Littlejohn on the location of these spaces as it is typically hard to maneuver bikes to park when placed right next to a parking space. site plan.pdf Reviewer Response: Rachel Keesling - 12/18/24 12:23 PM Thank you for removing the label. ---------------------------------------------------------- Responded by: Christian Badger - 12/5/24 8:34 PM We have revised and uploaded the file to the Carmel Server ---------------------------------------------------------- Reviewer Response: Rachel Keesling - 11/26/24 11:44 AM I see that you removed the symbol on the plan, thank you. But you left the #31 notation that there is bike parking here. Please remove. ---------------------------------------------------------- Responded by: Christian Badger - 11/18/24 11:45 AM Dimensions of bike parking and bike parking pad are now shown on Site Plan C300. Resolved 72 3 Engineering Alex Jordan 11/20/24 12:45 PM Comment We have one final comment that can be revised and addressed via email: 1. The O&M site map will need to be revised to show the parking addition and relocation of the gravel strip BMP. Please work with the Hamilton County Recorder's Office to see if the existing document can be revised or if a new O&M will need to be recorded. Once this item is addressed, the following items will need to be submitted before we can issue a stormwater management permit: 1. A signed and recorded O&M manual 2. A stormwater engineers estimate breaking down the cost of all temporary and permanent stormwater measures 3. A non-expiring stormwater performance bond for 100% of the approved estimate (once approved) Info Only 73 3 Transportation Systems David Littlejohn 12/5/24 8:38 AM Changemark Bike rack type - detail Section 5.29 of the city's UDO requires an inverted-U or A-frame bike rack type. Revise the plans/details to show bike racks that comply with the city's standards. Please refer to section 5.29 of the UDO for more information/details on the city's bicycle parking requirements/standards. Site Details.pdf Responded by: Christian Badger - 12/5/24 9:22 PM We have revised and uploaded the file to the Carmel Server Resolved 990 W. Oak Street, Zionsville, Indiana 46052 (765) 485-0000 FAX (317) 342-5832 www.badgerengr.com November 13, 2024 Attn: Rachel Keesling City of Carmel rkeesling@carmel.in.gov (317) 750-5634 Ref: 3 rd Shot Pickleball-Zionsville 4400 W 96th Street Carmel, Indiana 46032 Dear Mrs . Keesling, T he following document provides comments for your review. The project is a remodel for a proposed pickleball court and accompanying parking lot expansion located at 4400 W 96th Street, Carmel, Indiana 46032. The items you listed have been numbered and the information in blue is our response. 2. Please locate and show all existing gas mains and the existing gas service line to the building to avoid any damage. The owner will need to call the new service center at 1-800-990-1930 if their gas load needs change. Locations of all gas mains and service lines known to Badger Engineering have been added to the plans and can be seen on Existing Site Conditions C200. 3. Please submit an engineered as-planted landscape plan for the entire property. This should include all plantings to remain, while noting the species, location and estimated diameter if a tree. If the area is considered a wooded or naturalized area like possibly the eastern perimeter, then a cloud label over the area and noting as such is adequate. Once I receive the as-planted landscape plan I will note areas of missing landscaping to add to that plan. There will be an expectation to provide a continuous landscape buffer along the western, southern and eastern perimeters with shade trees, ornamental trees and shrubs. I have attached to the correspondence folder the original landscape plan on file for reference. To the best of our knowledge, we have identified the existing tree species. The proposed trees were added by the City of Carmel. 1105 S. Harding Street, Indianapolis, Indiana Page-2 9. Please provide the sites for total disturbance on the cover sheet Total disturbed area has been added to the title sheet and is expressed in acres. 10. Please provide all technical information required by Section 102.02(xi)(m) of the Storm Water Technical Standards Apologies for confusion, information was added to drainage report. Information has been added to the Grading & Drainage Plan as Requested. 22. Please provide the finished floor, minimum flood protection grade (MFPG), and minimum lowest adjacent grade (MLAG) elevations for the existing building Finished floor, BFE, MFPG, and MLAG elevations have been added to the Title Sheet C100. 25. In order to remove this, the proposed gravel strip on these plans will need to be installed per the previously approved design or another BMP will need to be proposed. Detail C4.2 has been added to the proposed plans per the original O & M manual. The gravel strip detail is to be relocated along the new west edge of the parking lot (20’ west). We will provide a detail (#12 ) on the Details Sheet C700. 26. Please have these elevations added to the grading and drainage plan. We will need the top-of-bank, 2-year, 10-year, and 100-year elevations provided. Critical pond elevations have been added to the Grading & Drainage Plan C400. 27. A consent to encroach will need to be applied for to install the parking within this easement A consent to encroach has been applied for. 28. Please provide protection around this trench drain during construction ERTEC Slot Guard is now specified and called out as the inlet protection for the trench drain as seen on SWPPP C500. 30. Please show the existing and proposed BMPs for the site on this sheet. Please also show all BMP/water quality easements. The existing and proposed BMPs and the storm water quality easement is shown on C500. The new gravel strip BMP is also shown on SWPPP C500. See below. 1105 S. Harding Street, Indianapolis, Indiana Page-3 31. Thank you for including the gravel strip/velocity dissipater but please also include the native vegetated dry detention area in this section. Added note to section stating existing native vegetation is to be preserved during construction activities. See above. 32. As stated in my previous comment, this will need to be installed per the previous BMP specifications, or a different BMP will need to be proposed to replace the one being removed. Apologies for the confusion, the gravel strip detail is now in the Details Sheet C700 per the existing O & M manual. 34. Please provide an operation and maintenance manual for the BMPs with the next submittal. The existing BMP Manual will be re-submitted. 45. Please provide more details concerning the stone trench and how it connects to the existing infrastructure and pond. The proposed 2’ gravel strip was part of the existing BMP and is being reconstructed. The detail has been added to sheet C700. 46. Please review the provided drainage report and reference in the drainage report. The existing plans, Drainage Report and O & M manual have been uploaded by Carmel and are now in the file. 47. It appears that the new parking lot extends into the existing basin. Please confirm that the pond volume will not be affected by the additional parking. There was 22 feet of grass existing adjacent to the parking lot. It is this area we are installing the new parking. The parking expansion does not affect the dry pond volume, this can be seen by viewing existing conditions C400 and the SWPPP plan C500. 1105 S. Harding Street, Indianapolis, Indiana Page-4 48. Please provide grate and pipe calculations for the trench drain. Trench drain gutter spread, and pipe calculations have been added to the Drainage Report Appendix under the Existing Bain Runoff Section. 49. Existing and proposed detention calculations shall use a 24 hr SCS type 2 storm distribution. Section G of the Drainage report has been edited to state that the calculations were based off of the SCS Type II instead of the Indy HUFF curve. 50. Please include the pond to the west of Mayflower Park Dr as it also appears to be interconnected to the on-site ponds. Note added to Section F of the Drainage Report stating that the southern pond also drains into another existing pond on the west side of Mayflower Park Drive. 51. The city's mobility and pedestrian plan requires a 10' multi-use path along 96th St and Mayflower Park Dr. Revise the plans to include the required path along both of these streets. You may elect to provide a monetary commitment equal to the value to otherwise design and construct the improvements along the roadway frontages. The requested 10’ path along Mayflower Park Drive and 96th Street was supposed to be part of a previous case. We are not responsible for it. 52. Section 5.29 of the city's UDO requires short term bicycle parking for assembly uses to be provided at a rate of 2% of the maximum capacity of the facility they serve. It is my understanding that the maximum capacity for this use is 331 people which calculates to 7 spaces needed (4 racks). The city requires inverted-U or A-frame racks to be installed within fifty feet of the main entrance of the building they serve. Revise the plans to include the required bicycle parking. Please refer to section 5.29 of the city's UDO for more information/details on the required bicycle parking. The bicycle racks has been corrected to be in the right location as well as the right amount. Refer to Site Plan C300 for existing and proposed bike rack locations. 62. Please work with David Littlejohn to split up the required 7 parking spaces (4 racks) into two at the west entrance and two at the east entrance. The existing and proposed bike racks should now be correctly shown. Bike rack detail (#11) has been added to Details Sheet C700. 1105 S. Harding Street, Indianapolis, Indiana Page-5 64. It appears like you are opting to install wheel stops in front of each end parking space. Please label these if so. Mistake on Site Plan C300 has been corrected and the parking blocks are called out in the keynotes. 66. The tree counts do not match the plan. Please change the numbers to match the species counts on the plan. I believe they are simply reversed. The tree counts for the proposed trees has been corrected. 67. I would prefer to have this landscaping removed from the plan to limit any confusion that this property is responsible for this landscaping. This landscaping is on the neighboring property and is not on this parcel. This landscaping is on a stamped approved plan for the adjacent property - not this site. The plants that are outside of the parcel have been removed from the landscape plan and planting schedule. 70. Please show dimensions of bike parking pad and the racks on the pad. Dimensions of bike parking and bike parking pad are now shown on Site Plan C300. 71. Do you plan to have bike parking spaces here? Please check in with David Littlejohn on the location of these spaces as it is typically hard to maneuver bikes to park when placed right next to a parking space. The proposed bike parking has been relocated. Refer to Site Plan C300 for new proposed locations. Thank you for the plan review. Please call or email with any additional comment or information on the project. Respectfully Submitted, Christian C. Badger, P.E. Badger Engineering Parking Lot Addition  4400 W 96th Street  Carmel, IN    Project Location and Description  The existing site is located at 4400 W 96th Street in Carmel, Indiana.  The site, zoned I‐1, consists  of developed 13.93 acres, which includes an office and warehouse building, associated parking  areas and two large ponds.  The proposed development consists of adding 54 parking spaces at  the northwest corner of the existing building. The existing site lies in FEMA Flood Insurance Rate  Map (FIRM) 18057C0215F (panel not printed – no special flood hazard areas) for Hamilton  County, Indiana.    The purpose of this report is to explain in further detail the design considerations and  assumptions made in the analysis of the future conditions of the site in order to show the  proposed developments are within the limits designated by the overall design.    Soils  Br ‐     Brookston Silty Clay Loam – poorly drained soil, hydrologic soil group B/D  CrA ‐  Crosby Silt Loam, 0 to 3 percent slopes – somewhat poorly drained soil, hydrologic soil  group C/D    Existing Drainage:   The existing overall site currently drains in multiple directions, all of them culminating in a pond  at the northwest corner of 96th Street and Mayflower Park Drive.  The grassy area north of the  building currently drains into a swale which drains west to a culvert that crosses beneath  Mayflower Park Drive.  The existing pond located north of the main parking lot’s entrance drive  currently drains the small grassy area north of the pond (west of the building), a portion of the  east side of Mayflower Park Drive, and the immediate area around the pond.   The rest of the  site drains towards the pond south of the entrance drive.      Previous Drainage Calculations:  This design references three prior drainage designs for this park:  1. Mayflower Vet Clinic –Designed by DeBoy Land Development Services, Inc. – Dated June  09, 2005;   2. Mayflower Park Drainage Narrative designed by Fink Roberts & Petrie, Inc. dated April  11, 2001.  Referenced within the Vet Clinic report.  3. Mayflower Park Support Net, Inc. – Designed by MSE Corporation – Dated June 02, 1997    The original design of this property is described within the Mayflower Park Support Net (Report  #3).  When the existing building on the site was constructed the site’s North Pond was designed  to accommodate approximately 3.23 acres of development including 1.93 acres of impervious  area.  The North Pond’s 100 year elevation was designed to be 885.16 which is represented in  setting the site’s Minimum Flood Protection Grade at 887.16.  The previous drainage report and  associated drainage basins are included at the end of this report.  Because the site has been  modified once already the existing and proposed curve numbers have been lowered by one  hydrologic unit group, from C to D.  The South Pond was designed to accommodate the large  parking area south of the existing building as well as the building roof and surrounding areas.   The designed 100 year elevation for the South Pond is 884.67.  Although it is not mentioned  within Report #3, the outlet of the South Pond empties into another pond west of Mayflower  Park Drive.  This pond was installed as part of the 2001 drainage calculations for the overall  Mayflower Park (Report #2) and re‐analyzed (Report #1) for the construction of the Vet Clinic on  that property.    Report #1 references the overall pervious and impervious areas as shown in Report #2 in  calculating the runoff from the proposed development of the Vet Clinic.      Proposed Drainage Improvements:  The proposed improvements will sheet drain towards the proposed dry pond and will utilize the  pond for managing the runoff from the parking lot.  In order for the pond to function as one of  the water quality devices for the site the parking lot was graded so that the entire lot would  drain to the pond.  This results in a small increase, when comparing to the existing conditions, in  total area draining to the pond system.  This change in drainage area also ensures that the  improvements will not adversely affect other current drainage basins.      Because both the county and the city have concerns about the existing conditions of the pond  systems, all three ponds have been re‐analyzed using a combination of data from the previous  reports and in‐field measurements.    In the analysis of the existing West Pond, Report #1 numbers were used, however we subtracted  the areas used for the 4400 site.  In the analysis of the existing South Pond, the basin area from  Report #3 for the South Pond was used but in‐field measurements of the South Pond staging  were used.  For the North Pond in‐field calculations were used in the analysis of the existing  conditions and design information used for proposed conditions.    Because the grassy area north of the building currently is routed through a swale and culvert to  eventually drain towards the West Pond, we have determined that any future development  north of the building will need to accommodate its own water quantity restrictions that will  match what is currently draining towards the culvert.              Proposed Pond Conditions vs. Existing Conditions   North Pond Existing Elev. Existing Outflow Proposed Elev. Proposed Outflow  2 year storm 883.46 1.02 cfs 883.46 1.16 cfs  10 year storm 884.15 1.19 cfs 884.14 1.37 cfs  100 year storm 884.59 1.19 cfs 884.53 1.22 cfs*    South Pond Existing Elev. Existing Outflow Proposed Elev. Proposed Outflow  2 year storm 883.54 4.72 cfs 883.54 4.70 cfs  10 year storm 884.26 7.42 cfs 884.26 7.24 cfs  100 year storm 884.76 9.08 cfs 884.74 8.80 cfs    West Pond Existing Elev. Existing Outflow Proposed Elev. Proposed Outflow  2 year storm 883.55 12.17 cfs 883.55 12.16 cfs  10 year storm 884.32 43.14 cfs 884.32 42.95 cfs  100 year storm 884.65 136.30 cfs 884.65 135.84 cfs  * The result of a lower outflow for the 100 year event is a result of tailwater restricting the maximum outlet rate.    The analysis of the existing conditions of the three ponds show that the pond system as‐built  does not have adequate storage capacity to meet the requirements of the current ordinance.   After discussions with the City of Carmel Engineering Department it was agreed upon that the  proposed conditions of the site will modify the existing ponds enough that the runoff volume  will be contained within the pond systems, and will not increase the peak runoff rate or the  pond elevations.  The proposed conditions results in an additional 7,535 cf of runoff volume,  while the revisions to the pond allow for 11,608 cf of additional volume.  This also results lower  proposed outflows when compared to the existing outflows.       Required Runoff Volume  (Req. Detention)  Proposed Runoff Volume  (Add. Pond Detention)  5,184 cubic feet 13,290 cubic feet    During review of the existing and proposed pond elevations, we had concerns that the pond  elevations for each storm event were not consistent for each pond.  Typically in multi‐pond  systems they have universal pond elevations.  Analysis of the hydrograph outputs revealed that  the variations in pond depth are a result of the connector pipes being undersized to adequately  allow sufficient flow back and forth between ponds.  Because it allows for the greatest outflow  amount, the overtopping of the West Pond and the 12” outlet pipe from the North Pond result  in the inconsistent pond elevations.  The elevation for the West Pond overtopping is 884.11,  which results in a much higher outflow from the West Pond than the other two ponds connector  pipes can match.  The 2‐year storm event does not reach the overtopping elevation of 884.11  and as a result the South Pond and West Pond elevations are insignificantly different.    Emergency Spillway/Overflow  An emergency spillway is proposed for the dry detention area with adequate routing for the  1.25 peak flow.  The peak 100‐year inflow to the pond is 5.52 which results in a design flow of  6.90.  Although the overflow allows for a depth of 1.25’ the overflow will only have a depth of  approximately 7”.    Water Quality  Post‐construction water quality for the improvements will be handled by the proposed filter  strip, and the dry detention area.  Due to the small size of the proposed parking lot, the design  calls for the minimum width of the filter strip.      Conclusion:  In conclusion, the proposed improvements to the existing site result in the existing detention  pond systems having a decrease in overall outflows and remain constant in pond elevations.   Downstream water quality will be maintained by the proposed filter strip and dry detention  pond.  As a result the proposed improvements will have insignificant impact to downstream  property owners.  ## # 96th St Ma y f l o w e r P a r k D r Br CrA CrA CrA 565160 565160 565200 565200 565240 565240 565280 565280 565320 565320 565360 565360 565400 56540044 1 9 8 0 0 44 1 9 8 0 0 44 1 9 8 4 0 44 1 9 8 4 0 44 1 9 8 8 0 44 1 9 8 8 0 44 1 9 9 2 0 44 1 9 9 2 0 44 1 9 9 6 0 44 1 9 9 6 0 44 2 0 0 0 0 44 2 0 0 0 0 44 2 0 0 4 0 44 2 0 0 4 0 44 2 0 0 8 0 44 2 0 0 8 0 44 2 0 1 2 0 44 2 0 1 2 0 44 2 0 1 6 0 44 2 0 1 6 0 0 100 200 30050 Feet 0 30 60 9015 Meters± 39° 55' 45'' 86 ° 1 4 ' 3 ' ' 39° 55' 32'' 86 ° 1 4 ' 3 ' ' 39° 55' 32'' 39° 55' 45'' 86 ° 1 4 ' 1 5 ' ' 86 ° 1 4 ' 1 5 ' ' Map Scale: 1:1,870 if printed on A size (8.5" x 11") sheet. Soil Map—Hamilton County, Indiana Natural ResourcesNatural ResourcesNatural ResourcesNatural Resources Conservation ServiceConservation ServiceConservation ServiceConservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2012 Page 1 of 3 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Gully Short Steep Slope Other Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:1,870 if printed on A size (8.5" × 11") sheet. The soil surveys that comprise your AOI were mapped at 1:15,840. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 16N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 12, Dec 10, 2011 Date(s) aerial images were photographed: 7/19/2003 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2012 Page 2 of 3 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam 7.9 43.3% CrA Crosby silt loam, 0 to 3 percent slopes 10.4 56.7% Totals for Area of Interest 18.3 100.0% Soil Map–Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/21/2012 Page 3 of 3 Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 4HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: NorthPond The data used for this pond was taken in field Inflow = 3.38 cfs @ 11.96 hrs, Volume= 0.358 af Outflow = 1.02 cfs @ 15.41 hrs, Volume= 0.355 af, Atten= 70%, Lag= 206.8 min Primary = 1.02 cfs @ 15.41 hrs, Volume= 0.355 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 883.46' @ 13.92 hrs Surf.Area= 10,997 sf Storage= 13,026 cf Plug-Flow detention time= 229.1 min calculated for 0.355 af (99% of inflow) Center-of-Mass det. time= 223.1 min ( 1,030.4 - 807.3 ) Volume Invert Avail.Storage Storage Description #1 882.12' 32,974 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.12 8,569 0 0 883.00 9,987 8,165 8,165 884.00 12,167 11,077 19,242 885.00 15,297 13,732 32,974 Device Routing Invert Outlet Devices #1 Primary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 881.45' S= 0.0121 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.04 cfs @ 15.41 hrs HW=883.10' TW=882.99' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.04 cfs @ 1.68 fps) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 5HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 1P: NorthPond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Peak Elev=883.46' Storage=13,026 cf 12.0" Round Culvert n=0.011 L=55.6' S=0.0121 '/' 3.38 cfs 1.02 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 6HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing North Pond Basin The data used in this field was taken in field. Runoff = 3.38 cfs @ 11.96 hrs, Volume= 0.151 af, Depth= 1.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (sf) CN Description 48,582 80 >75% Grass cover, Good, HSG D 632 98 Unconnected pavement, HSG D 8,596 98 Water Surface, HSG D 5,924 98 Paved parking, HSG D 63,734 84 Weighted Average 48,582 76.23% Pervious Area 15,152 23.77% Impervious Area 632 4.17% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Existing North Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=63,734 sf Runoff Volume=0.151 af Runoff Depth=1.24" Tc=5.0 min CN=84 3.38 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 7HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: SouthPond These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 13.29 cfs @ 12.13 hrs, Volume= 1.757 af Outflow = 4.72 cfs @ 12.31 hrs, Volume= 1.739 af, Atten= 64%, Lag= 11.0 min Primary = 4.72 cfs @ 12.31 hrs, Volume= 1.532 af Secondary = 2.43 cfs @ 12.99 hrs, Volume= 0.207 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 883.54' @ 13.40 hrs Surf.Area= 21,120 sf Storage= 35,150 cf Plug-Flow detention time= 162.5 min calculated for 1.739 af (99% of inflow) Center-of-Mass det. time= 152.8 min ( 1,016.6 - 863.7 ) Volume Invert Avail.Storage Storage Description #1 881.01' 77,815 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 881.01 9,500 0 0 881.23 9,583 2,099 2,099 882.00 12,415 8,469 10,568 883.00 16,466 14,441 25,009 884.00 25,091 20,779 45,787 884.50 34,325 14,854 60,641 885.00 34,369 17,174 77,815 Device Routing Invert Outlet Devices #1 Primary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Secondary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.45' / 882.12' S= -0.0121 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=4.57 cfs @ 12.31 hrs HW=882.34' TW=882.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.57 cfs @ 2.92 fps) Secondary OutFlow Max=2.41 cfs @ 12.99 hrs HW=883.35' TW=882.87' (Dynamic Tailwater) 2=Culvert (Outlet Controls 2.41 cfs @ 3.06 fps) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 8HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 2P: SouthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Peak Elev=883.54' Storage=35,150 cf 13.29 cfs 4.72 cfs4.72 cfs 2.43 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 9HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Existing South Pond Basin These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 Runoff = 12.87 cfs @ 12.13 hrs, Volume= 0.967 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (ac) CN Description 4.680 74 >75% Grass cover, Good, HSG C 4.200 98 Paved parking, HSG C 8.880 85 Weighted Average 4.680 52.70% Pervious Area 4.200 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, From Mayflower Park (Support Net) Subcatchment 2S: Existing South Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=8.880 ac Runoff Volume=0.967 af Runoff Depth=1.31" Tc=20.0 min CN=85 12.87 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 10HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: WestPond The data for this pond was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 38.37 cfs @ 12.56 hrs, Volume= 7.046 af Outflow = 18.86 cfs @ 12.83 hrs, Volume= 6.982 af, Atten= 51%, Lag= 16.1 min Primary = 12.17 cfs @ 13.25 hrs, Volume= 6.547 af Secondary = 7.74 cfs @ 12.70 hrs, Volume= 0.435 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 883.55' @ 13.25 hrs Surf.Area= 39,170 sf Storage= 77,914 cf Plug-Flow detention time= 111.9 min calculated for 6.982 af (99% of inflow) Center-of-Mass det. time= 103.3 min ( 1,013.0 - 909.6 ) Volume Invert Avail.Storage Storage Description #1 880.54' 190,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 880.54 20,900 0 0 881.12 20,938 12,133 12,133 881.61 21,544 10,408 22,541 882.61 27,026 24,285 46,826 883.61 39,955 33,491 80,317 884.61 96,185 68,070 148,387 885.00 120,000 42,156 190,543 Device Routing Invert Outlet Devices #1 Primary 880.55'24.0" Round Culvert L= 95.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 880.55' / 880.18' S= 0.0039 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 884.11'100.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Secondary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=12.17 cfs @ 13.25 hrs HW=883.55' (Free Discharge) 1=Culvert (Barrel Controls 12.17 cfs @ 3.87 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=7.47 cfs @ 12.70 hrs HW=883.22' TW=882.97' (Dynamic Tailwater) 3=Culvert (Inlet Controls 7.47 cfs @ 2.38 fps) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 11HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 3P: WestPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=883.55' Storage=77,914 cf 38.37 cfs 18.86 cfs 12.17 cfs 7.74 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 12HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Mayflower Park The data for this basin was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The total areas for the North and South pond have been removed from the total basin area reported in the Vet Clinic report. Runoff = 38.37 cfs @ 12.56 hrs, Volume= 5.514 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (sf) CN Description 76,532 98 Paved parking, HSG C 122,816 74 >75% Grass cover, Good, HSG C 984,645 98 Paved parking, HSG C 911,800 74 >75% Grass cover, Good, HSG C 2,095,793 86 Weighted Average 1,034,616 49.37% Pervious Area 1,061,177 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 2,600 0.90 Direct Entry, From Vet Clinic 5.0 Direct Entry, Roof 53.1 2,600 Total Subcatchment 3S: Mayflower Park Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=2,095,793 sf Runoff Volume=5.514 af Runoff Depth=1.38" Flow Length=2,600' Tc=53.1 min CN=86 38.37 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 13HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: NorthPond The data used for this pond was taken in field Inflow = 2.85 cfs @ 11.96 hrs, Volume= 0.415 af Outflow = 1.16 cfs @ 15.39 hrs, Volume= 0.410 af, Atten= 59%, Lag= 205.5 min Primary = 1.16 cfs @ 15.39 hrs, Volume= 0.410 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 883.46' @ 13.94 hrs Surf.Area= 11,810 sf Storage= 14,234 cf Plug-Flow detention time= 228.9 min calculated for 0.410 af (99% of inflow) Center-of-Mass det. time= 222.4 min ( 1,039.3 - 816.8 ) Volume Invert Avail.Storage Storage Description #1 882.12' 35,109 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.12 9,548 0 0 883.00 10,963 9,025 9,025 884.00 12,814 11,889 20,913 885.00 15,577 14,196 35,109 Device Routing Invert Outlet Devices #1 Primary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 881.45' S= 0.0121 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Secondary 884.00'12.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 884.00' S= -0.0392 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.18 cfs @ 15.39 hrs HW=883.14' TW=883.01' (Dynamic Tailwater) 1=Culvert (Outlet Controls 1.18 cfs @ 1.83 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=882.12' TW=884.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 14HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 4P: NorthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Peak Elev=883.46' Storage=14,234 cf 2.85 cfs 1.16 cfs1.16 cfs 0.00 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 15HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Proposed Rem. North Pond Basin Runoff = 2.68 cfs @ 11.96 hrs, Volume= 0.121 af, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (sf) CN Description 8,199 98 Paved parking, HSG D 8,596 98 Water Surface, HSG D 27,002 80 >75% Grass cover, Good, HSG D 43,797 87 Weighted Average 27,002 61.65% Pervious Area 16,795 38.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Proposed Rem. North Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=43,797 sf Runoff Volume=0.121 af Runoff Depth=1.45" Tc=5.0 min CN=87 2.68 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 16HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 5P: SouthPond These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 13.21 cfs @ 12.13 hrs, Volume= 1.816 af Outflow = 4.70 cfs @ 12.31 hrs, Volume= 1.797 af, Atten= 64%, Lag= 10.9 min Primary = 4.70 cfs @ 12.31 hrs, Volume= 1.584 af Secondary = 2.48 cfs @ 13.00 hrs, Volume= 0.214 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 883.54' @ 13.40 hrs Surf.Area= 21,090 sf Storage= 35,077 cf Plug-Flow detention time= 159.1 min calculated for 1.797 af (99% of inflow) Center-of-Mass det. time= 149.1 min ( 1,019.8 - 870.7 ) Volume Invert Avail.Storage Storage Description #1 881.01' 77,815 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 881.01 9,500 0 0 881.23 9,583 2,099 2,099 882.00 12,415 8,469 10,568 883.00 16,466 14,441 25,009 884.00 25,091 20,779 45,787 884.50 34,325 14,854 60,641 885.00 34,369 17,174 77,815 Device Routing Invert Outlet Devices #1 Primary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Secondary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.45' / 882.12' S= -0.0121 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=4.55 cfs @ 12.31 hrs HW=882.34' TW=882.03' (Dynamic Tailwater) 1=Culvert (Outlet Controls 4.55 cfs @ 2.91 fps) Secondary OutFlow Max=2.45 cfs @ 13.00 hrs HW=883.35' TW=882.86' (Dynamic Tailwater) 2=Culvert (Outlet Controls 2.45 cfs @ 3.12 fps) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 17HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 5P: SouthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Peak Elev=883.54' Storage=35,077 cf 13.21 cfs 4.70 cfs4.70 cfs 2.48 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 18HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: South Pond Basin These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 Runoff = 12.87 cfs @ 12.13 hrs, Volume= 0.967 af, Depth= 1.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (ac) CN Description 4.680 74 >75% Grass cover, Good, HSG C 4.200 98 Paved parking, HSG C 8.880 85 Weighted Average 4.680 52.70% Pervious Area 4.200 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, From Mayflower Park (Support Net) Subcatchment 5S: South Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=8.880 ac Runoff Volume=0.967 af Runoff Depth=1.31" Tc=20.0 min CN=85 12.87 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 19HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 6P: WestPond The data for this pond was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 38.37 cfs @ 12.56 hrs, Volume= 7.098 af Outflow = 18.87 cfs @ 12.83 hrs, Volume= 7.033 af, Atten= 51%, Lag= 16.2 min Primary = 12.16 cfs @ 13.25 hrs, Volume= 6.595 af Secondary = 7.76 cfs @ 12.70 hrs, Volume= 0.439 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 883.55' @ 13.25 hrs Surf.Area= 39,141 sf Storage= 77,828 cf Plug-Flow detention time= 112.0 min calculated for 7.035 af (99% of inflow) Center-of-Mass det. time= 103.0 min ( 1,014.4 - 911.4 ) Volume Invert Avail.Storage Storage Description #1 880.54' 190,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 880.54 20,900 0 0 881.12 20,938 12,133 12,133 881.61 21,544 10,408 22,541 882.61 27,026 24,285 46,826 883.61 39,955 33,491 80,317 884.61 96,185 68,070 148,387 885.00 120,000 42,156 190,543 Device Routing Invert Outlet Devices #1 Primary 880.55'24.0" Round Culvert L= 95.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 880.55' / 880.18' S= 0.0039 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 884.11'100.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Secondary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=12.16 cfs @ 13.25 hrs HW=883.55' (Free Discharge) 1=Culvert (Barrel Controls 12.16 cfs @ 3.87 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=7.49 cfs @ 12.70 hrs HW=883.21' TW=882.97' (Dynamic Tailwater) 3=Culvert (Inlet Controls 7.49 cfs @ 2.39 fps) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 20HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 6P: WestPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=883.55' Storage=77,828 cf 38.37 cfs 18.87 cfs 12.16 cfs 7.76 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 21HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Mayflower Park The data for this basin was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. Runoff = 38.37 cfs @ 12.56 hrs, Volume= 5.514 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (sf) CN Description 76,532 98 Paved parking, HSG C 122,816 74 >75% Grass cover, Good, HSG C 984,645 98 Paved parking, HSG C 911,800 74 >75% Grass cover, Good, HSG C 2,095,793 86 Weighted Average 1,034,616 49.37% Pervious Area 1,061,177 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 2,600 0.90 Direct Entry, From Vet Clinic 5.0 Direct Entry, Roof 53.1 2,600 Total Subcatchment 6S: Mayflower Park Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=2,095,793 sf Runoff Volume=5.514 af Runoff Depth=1.38" Flow Length=2,600' Tc=53.1 min CN=86 38.37 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 22HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 7P: Dry Detention The data used for this pond was taken in field Inflow = 1.77 cfs @ 11.96 hrs, Volume= 0.080 af Outflow = 0.19 cfs @ 12.33 hrs, Volume= 0.080 af, Atten= 89%, Lag= 22.1 min Primary = 0.19 cfs @ 12.33 hrs, Volume= 0.080 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.80' @ 12.33 hrs Surf.Area= 3,472 sf Storage= 1,391 cf Plug-Flow detention time= 65.6 min calculated for 0.080 af (100% of inflow) Center-of-Mass det. time= 65.6 min ( 884.5 - 818.8 ) Volume Invert Avail.Storage Storage Description #1 884.00' 13,290 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 0 0 0 885.00 4,333 2,167 2,167 886.00 5,530 4,932 7,098 887.00 6,854 6,192 13,290 Device Routing Invert Outlet Devices #1 Primary 884.00'12.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 884.00' / 882.62' S= 0.0287 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Device 1 884.00'3.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.19 cfs @ 12.33 hrs HW=884.80' TW=882.44' (Dynamic Tailwater) 1=Culvert (Passes 0.19 cfs of 2.06 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 3.96 fps) Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 23HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 7P: Dry Detention Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Peak Elev=884.80' Storage=1,391 cf 1.77 cfs 0.19 cfs Type II 24-hr 2-Year Rainfall=2.66"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 24HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Proposed Dry Detention Basin Runoff = 1.77 cfs @ 11.96 hrs, Volume= 0.080 af, Depth= 1.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2-Year Rainfall=2.66" Area (sf) CN Description 12,453 98 Paved parking, HSG D 15,208 80 >75% Grass cover, Good, HSG D 27,661 88 Weighted Average 15,208 54.98% Pervious Area 12,453 45.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Proposed Dry Detention Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 1 0 Type II 24-hr 2-Year Rainfall=2.66" Runoff Area=27,661 sf Runoff Volume=0.080 af Runoff Depth=1.52" Tc=5.0 min CN=88 1.77 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 25HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Time span=0.50-48.00 hrs, dt=0.01 hrs, 4751 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Sim-Route method - Pond routing by Sim-Route method w/Net Flows Peak Elev=884.15' Storage=21,069 cf Inflow=5.95 cfs 0.578 afPond 1P: NorthPond 12.0" Round Culvert n=0.011 L=55.6' S=0.0121 '/' Outflow=1.19 cfs 0.574 af Runoff Area=63,734 sf 23.77% Impervious Runoff Depth=2.22"Subcatchment 1S: Existing North Pond Tc=5.0 min CN=84 Runoff=5.95 cfs 0.271 af Peak Elev=884.26' Storage=52,947 cf Inflow=23.40 cfs 2.753 afPond 2P: SouthPond Primary=7.42 cfs 2.426 af Secondary=2.93 cfs 0.307 af Outflow=8.45 cfs 2.734 af Runoff Area=8.880 ac 47.30% Impervious Runoff Depth=2.31"Subcatchment 2S: Existing South Pond Tc=20.0 min CN=85 Runoff=22.75 cfs 1.707 af Peak Elev=884.32' Storage=123,220 cf Inflow=67.19 cfs 12.020 afPond 3P: WestPond Primary=43.14 cfs 11.482 af Secondary=9.50 cfs 0.472 af Outflow=50.79 cfs 11.954 af Runoff Area=2,095,793 sf 50.63% Impervious Runoff Depth=2.39"Subcatchment 3S: Mayflower Park Flow Length=2,600' Tc=53.1 min CN=86 Runoff=67.19 cfs 9.594 af Peak Elev=884.14' Storage=22,779 cf Inflow=4.69 cfs 0.675 afPond 4P: NorthPond Primary=1.37 cfs 0.671 af Secondary=0.00 cfs 0.000 af Outflow=1.37 cfs 0.671 af Runoff Area=43,797 sf 38.35% Impervious Runoff Depth=2.48"Subcatchment 4S: Proposed Rem. North Tc=5.0 min CN=87 Runoff=4.49 cfs 0.208 af Peak Elev=884.26' Storage=52,805 cf Inflow=23.11 cfs 2.861 afPond 5P: SouthPond Primary=7.24 cfs 2.510 af Secondary=3.05 cfs 0.332 af Outflow=8.49 cfs 2.841 af Runoff Area=8.880 ac 47.30% Impervious Runoff Depth=2.31"Subcatchment 5S: South Pond Basin Tc=20.0 min CN=85 Runoff=22.75 cfs 1.707 af Peak Elev=884.32' Storage=123,146 cf Inflow=67.19 cfs 12.104 afPond 6P: WestPond Primary=42.95 cfs 11.553 af Secondary=9.58 cfs 0.484 af Outflow=50.71 cfs 12.037 af Runoff Area=2,095,793 sf 50.63% Impervious Runoff Depth=2.39"Subcatchment 6S: Mayflower Park Flow Length=2,600' Tc=53.1 min CN=86 Runoff=67.19 cfs 9.594 af Peak Elev=885.10' Storage=2,605 cf Inflow=2.92 cfs 0.136 afPond 7P: Dry Detention Outflow=0.23 cfs 0.136 af Runoff Area=27,661 sf 45.02% Impervious Runoff Depth=2.57"Subcatchment 7S: Proposed Dry Detention Tc=5.0 min CN=88 Runoff=2.92 cfs 0.136 af Total Runoff Area = 117.089 ac Runoff Volume = 23.216 af Average Runoff Depth = 2.38" 50.34% Pervious = 58.947 ac 49.66% Impervious = 58.142 ac Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 26HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: NorthPond The data used for this pond was taken in field Inflow = 5.95 cfs @ 11.96 hrs, Volume= 0.578 af Outflow = 1.19 cfs @ 16.91 hrs, Volume= 0.574 af, Atten= 80%, Lag= 296.8 min Primary = 1.19 cfs @ 16.91 hrs, Volume= 0.574 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.15' @ 14.00 hrs Surf.Area= 12,628 sf Storage= 21,069 cf Plug-Flow detention time= 286.4 min calculated for 0.574 af (99% of inflow) Center-of-Mass det. time= 282.2 min ( 1,078.3 - 796.1 ) Volume Invert Avail.Storage Storage Description #1 882.12' 32,974 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.12 8,569 0 0 883.00 9,987 8,165 8,165 884.00 12,167 11,077 19,242 885.00 15,297 13,732 32,974 Device Routing Invert Outlet Devices #1 Primary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 881.45' S= 0.0121 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.21 cfs @ 16.91 hrs HW=883.47' TW=883.37' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.21 cfs @ 1.55 fps) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 27HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 1P: NorthPond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 6 5 4 3 2 1 0 Peak Elev=884.15' Storage=21,069 cf 12.0" Round Culvert n=0.011 L=55.6' S=0.0121 '/' 5.95 cfs 1.19 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 28HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing North Pond Basin The data used in this field was taken in field. Runoff = 5.95 cfs @ 11.96 hrs, Volume= 0.271 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (sf) CN Description 48,582 80 >75% Grass cover, Good, HSG D 632 98 Unconnected pavement, HSG D 8,596 98 Water Surface, HSG D 5,924 98 Paved parking, HSG D 63,734 84 Weighted Average 48,582 76.23% Pervious Area 15,152 23.77% Impervious Area 632 4.17% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Existing North Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.83" Runoff Area=63,734 sf Runoff Volume=0.271 af Runoff Depth=2.22" Tc=5.0 min CN=84 5.95 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 29HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: SouthPond These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 23.40 cfs @ 12.11 hrs, Volume= 2.753 af Outflow = 8.45 cfs @ 12.20 hrs, Volume= 2.734 af, Atten= 64%, Lag= 5.3 min Primary = 7.42 cfs @ 12.18 hrs, Volume= 2.426 af Secondary = 2.93 cfs @ 12.81 hrs, Volume= 0.307 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.26' @ 13.18 hrs Surf.Area= 29,900 sf Storage= 52,947 cf Plug-Flow detention time= 176.2 min calculated for 2.734 af (99% of inflow) Center-of-Mass det. time= 169.5 min ( 1,038.4 - 868.9 ) Volume Invert Avail.Storage Storage Description #1 881.01' 77,815 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 881.01 9,500 0 0 881.23 9,583 2,099 2,099 882.00 12,415 8,469 10,568 883.00 16,466 14,441 25,009 884.00 25,091 20,779 45,787 884.50 34,325 14,854 60,641 885.00 34,369 17,174 77,815 Device Routing Invert Outlet Devices #1 Primary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Secondary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.45' / 882.12' S= -0.0121 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=6.93 cfs @ 12.18 hrs HW=882.81' TW=882.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.93 cfs @ 3.07 fps) Secondary OutFlow Max=2.90 cfs @ 12.81 hrs HW=884.06' TW=883.37' (Dynamic Tailwater) 2=Culvert (Outlet Controls 2.90 cfs @ 3.70 fps) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 30HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 2P: SouthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=884.26' Storage=52,947 cf 23.40 cfs 8.45 cfs 7.42 cfs 2.93 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 31HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Existing South Pond Basin These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 Runoff = 22.75 cfs @ 12.12 hrs, Volume= 1.707 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (ac) CN Description 4.680 74 >75% Grass cover, Good, HSG C 4.200 98 Paved parking, HSG C 8.880 85 Weighted Average 4.680 52.70% Pervious Area 4.200 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, From Mayflower Park (Support Net) Subcatchment 2S: Existing South Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 25 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 II 24-hr 10-Year Rainfall=3.83" Runoff Area=8.880 ac Runoff Volume=1.707 af Runoff Depth=2.31" Tc=20.0 min CN=85 22.75 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 32HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: WestPond The data for this pond was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 67.19 cfs @ 12.56 hrs, Volume= 12.020 af Outflow = 50.79 cfs @ 12.82 hrs, Volume= 11.954 af, Atten= 24%, Lag= 15.4 min Primary = 43.14 cfs @ 12.84 hrs, Volume= 11.482 af Secondary = 9.50 cfs @ 12.64 hrs, Volume= 0.472 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.32' @ 12.84 hrs Surf.Area= 80,133 sf Storage= 123,220 cf Plug-Flow detention time= 101.1 min calculated for 11.958 af (99% of inflow) Center-of-Mass det. time= 95.4 min ( 994.6 - 899.1 ) Volume Invert Avail.Storage Storage Description #1 880.54' 190,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 880.54 20,900 0 0 881.12 20,938 12,133 12,133 881.61 21,544 10,408 22,541 882.61 27,026 24,285 46,826 883.61 39,955 33,491 80,317 884.61 96,185 68,070 148,387 885.00 120,000 42,156 190,543 Device Routing Invert Outlet Devices #1 Primary 880.55'24.0" Round Culvert L= 95.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 880.55' / 880.18' S= 0.0039 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 884.11'100.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Secondary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=43.13 cfs @ 12.84 hrs HW=884.32' (Free Discharge) 1=Culvert (Barrel Controls 15.23 cfs @ 4.85 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 27.90 cfs @ 1.30 fps) Secondary OutFlow Max=9.29 cfs @ 12.64 hrs HW=884.20' TW=883.82' (Dynamic Tailwater) 3=Culvert (Inlet Controls 9.29 cfs @ 2.96 fps) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 33HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 3P: WestPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Peak Elev=884.32' Storage=123,220 cf 67.19 cfs 50.79 cfs 43.14 cfs 9.50 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 34HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Mayflower Park The data for this basin was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The total areas for the North and South pond have been removed from the total basin area reported in the Vet Clinic report. Runoff = 67.19 cfs @ 12.56 hrs, Volume= 9.594 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (sf) CN Description 76,532 98 Paved parking, HSG C 122,816 74 >75% Grass cover, Good, HSG C 984,645 98 Paved parking, HSG C 911,800 74 >75% Grass cover, Good, HSG C 2,095,793 86 Weighted Average 1,034,616 49.37% Pervious Area 1,061,177 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 2,600 0.90 Direct Entry, From Vet Clinic 5.0 Direct Entry, Roof 53.1 2,600 Total Subcatchment 3S: Mayflower Park Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10-Year Rainfall=3.83" Runoff Area=2,095,793 sf Runoff Volume=9.594 af Runoff Depth=2.39" Flow Length=2,600' Tc=53.1 min CN=86 67.19 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 35HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: NorthPond The data used for this pond was taken in field Inflow = 4.69 cfs @ 11.96 hrs, Volume= 0.675 af Outflow = 1.37 cfs @ 17.05 hrs, Volume= 0.671 af, Atten= 71%, Lag= 305.3 min Primary = 1.37 cfs @ 17.05 hrs, Volume= 0.671 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.14' @ 14.09 hrs Surf.Area= 13,210 sf Storage= 22,779 cf Plug-Flow detention time= 277.4 min calculated for 0.671 af (99% of inflow) Center-of-Mass det. time= 273.0 min ( 1,086.1 - 813.1 ) Volume Invert Avail.Storage Storage Description #1 882.12' 35,109 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.12 9,548 0 0 883.00 10,963 9,025 9,025 884.00 12,814 11,889 20,913 885.00 15,577 14,196 35,109 Device Routing Invert Outlet Devices #1 Primary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 881.45' S= 0.0121 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Secondary 884.00'12.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 884.00' S= -0.0392 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.39 cfs @ 17.05 hrs HW=883.48' TW=883.34' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.39 cfs @ 1.77 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=882.12' TW=884.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 36HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 4P: NorthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 5 4 3 2 1 0 Peak Elev=884.14' Storage=22,779 cf 4.69 cfs 1.37 cfs1.37 cfs 0.00 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 37HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Proposed Rem. North Pond Basin Runoff = 4.49 cfs @ 11.96 hrs, Volume= 0.208 af, Depth= 2.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (sf) CN Description 8,199 98 Paved parking, HSG D 8,596 98 Water Surface, HSG D 27,002 80 >75% Grass cover, Good, HSG D 43,797 87 Weighted Average 27,002 61.65% Pervious Area 16,795 38.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Proposed Rem. North Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.83" Runoff Area=43,797 sf Runoff Volume=0.208 af Runoff Depth=2.48" Tc=5.0 min CN=87 4.49 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 38HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 5P: SouthPond These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 23.11 cfs @ 12.11 hrs, Volume= 2.861 af Outflow = 8.49 cfs @ 12.20 hrs, Volume= 2.841 af, Atten= 63%, Lag= 5.3 min Primary = 7.24 cfs @ 12.18 hrs, Volume= 2.510 af Secondary = 3.05 cfs @ 12.81 hrs, Volume= 0.332 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.26' @ 13.19 hrs Surf.Area= 29,812 sf Storage= 52,805 cf Plug-Flow detention time= 171.5 min calculated for 2.841 af (99% of inflow) Center-of-Mass det. time= 164.7 min ( 1,042.1 - 877.4 ) Volume Invert Avail.Storage Storage Description #1 881.01' 77,815 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 881.01 9,500 0 0 881.23 9,583 2,099 2,099 882.00 12,415 8,469 10,568 883.00 16,466 14,441 25,009 884.00 25,091 20,779 45,787 884.50 34,325 14,854 60,641 885.00 34,369 17,174 77,815 Device Routing Invert Outlet Devices #1 Primary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Secondary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.45' / 882.12' S= -0.0121 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=6.75 cfs @ 12.18 hrs HW=882.80' TW=882.49' (Dynamic Tailwater) 1=Culvert (Outlet Controls 6.75 cfs @ 3.01 fps) Secondary OutFlow Max=3.03 cfs @ 12.81 hrs HW=884.05' TW=883.30' (Dynamic Tailwater) 2=Culvert (Outlet Controls 3.03 cfs @ 3.86 fps) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 39HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 5P: SouthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 24 22 20 18 16 14 12 10 8 6 4 2 0 Peak Elev=884.26' Storage=52,805 cf 23.11 cfs 8.49 cfs 7.24 cfs 3.05 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 40HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: South Pond Basin These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 Runoff = 22.75 cfs @ 12.12 hrs, Volume= 1.707 af, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (ac) CN Description 4.680 74 >75% Grass cover, Good, HSG C 4.200 98 Paved parking, HSG C 8.880 85 Weighted Average 4.680 52.70% Pervious Area 4.200 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, From Mayflower Park (Support Net) Subcatchment 5S: South Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 25 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 II 24-hr 10-Year Rainfall=3.83" Runoff Area=8.880 ac Runoff Volume=1.707 af Runoff Depth=2.31" Tc=20.0 min CN=85 22.75 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 41HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 6P: WestPond The data for this pond was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 67.19 cfs @ 12.56 hrs, Volume= 12.104 af Outflow = 50.71 cfs @ 12.82 hrs, Volume= 12.037 af, Atten= 25%, Lag= 15.5 min Primary = 42.95 cfs @ 12.84 hrs, Volume= 11.553 af Secondary = 9.58 cfs @ 12.64 hrs, Volume= 0.484 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.32' @ 12.84 hrs Surf.Area= 80,081 sf Storage= 123,146 cf Plug-Flow detention time= 101.2 min calculated for 12.040 af (99% of inflow) Center-of-Mass det. time= 95.4 min ( 996.9 - 901.5 ) Volume Invert Avail.Storage Storage Description #1 880.54' 190,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 880.54 20,900 0 0 881.12 20,938 12,133 12,133 881.61 21,544 10,408 22,541 882.61 27,026 24,285 46,826 883.61 39,955 33,491 80,317 884.61 96,185 68,070 148,387 885.00 120,000 42,156 190,543 Device Routing Invert Outlet Devices #1 Primary 880.55'24.0" Round Culvert L= 95.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 880.55' / 880.18' S= 0.0039 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 884.11'100.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Secondary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=42.94 cfs @ 12.84 hrs HW=884.32' (Free Discharge) 1=Culvert (Barrel Controls 15.22 cfs @ 4.85 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 27.72 cfs @ 1.30 fps) Secondary OutFlow Max=9.38 cfs @ 12.64 hrs HW=884.20' TW=883.81' (Dynamic Tailwater) 3=Culvert (Inlet Controls 9.38 cfs @ 2.99 fps) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 42HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 6P: WestPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Peak Elev=884.32' Storage=123,146 cf 67.19 cfs 50.71 cfs 42.95 cfs 9.58 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 43HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Mayflower Park The data for this basin was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. Runoff = 67.19 cfs @ 12.56 hrs, Volume= 9.594 af, Depth= 2.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (sf) CN Description 76,532 98 Paved parking, HSG C 122,816 74 >75% Grass cover, Good, HSG C 984,645 98 Paved parking, HSG C 911,800 74 >75% Grass cover, Good, HSG C 2,095,793 86 Weighted Average 1,034,616 49.37% Pervious Area 1,061,177 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 2,600 0.90 Direct Entry, From Vet Clinic 5.0 Direct Entry, Roof 53.1 2,600 Total Subcatchment 6S: Mayflower Park Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10-Year Rainfall=3.83" Runoff Area=2,095,793 sf Runoff Volume=9.594 af Runoff Depth=2.39" Flow Length=2,600' Tc=53.1 min CN=86 67.19 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 44HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 7P: Dry Detention The data used for this pond was taken in field Inflow = 2.92 cfs @ 11.96 hrs, Volume= 0.136 af Outflow = 0.23 cfs @ 12.49 hrs, Volume= 0.136 af, Atten= 92%, Lag= 31.7 min Primary = 0.23 cfs @ 12.49 hrs, Volume= 0.136 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 885.10' @ 12.49 hrs Surf.Area= 4,453 sf Storage= 2,605 cf Plug-Flow detention time= 104.6 min calculated for 0.136 af (100% of inflow) Center-of-Mass det. time= 104.6 min ( 908.5 - 803.9 ) Volume Invert Avail.Storage Storage Description #1 884.00' 13,290 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 0 0 0 885.00 4,333 2,167 2,167 886.00 5,530 4,932 7,098 887.00 6,854 6,192 13,290 Device Routing Invert Outlet Devices #1 Primary 884.00'12.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 884.00' / 882.62' S= 0.0287 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Device 1 884.00'3.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.23 cfs @ 12.49 hrs HW=885.10' TW=882.94' (Dynamic Tailwater) 1=Culvert (Passes 0.23 cfs of 2.93 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.23 cfs @ 4.75 fps) Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 45HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 7P: Dry Detention Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Peak Elev=885.10' Storage=2,605 cf 2.92 cfs 0.23 cfs Type II 24-hr 10-Year Rainfall=3.83"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 46HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Proposed Dry Detention Basin Runoff = 2.92 cfs @ 11.96 hrs, Volume= 0.136 af, Depth= 2.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10-Year Rainfall=3.83" Area (sf) CN Description 12,453 98 Paved parking, HSG D 15,208 80 >75% Grass cover, Good, HSG D 27,661 88 Weighted Average 15,208 54.98% Pervious Area 12,453 45.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Proposed Dry Detention Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10-Year Rainfall=3.83" Runoff Area=27,661 sf Runoff Volume=0.136 af Runoff Depth=2.57" Tc=5.0 min CN=88 2.92 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 48HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 1P: NorthPond The data used for this pond was taken in field Inflow = 11.93 cfs @ 11.96 hrs, Volume= 0.794 af Outflow = 1.19 cfs @ 14.18 hrs, Volume= 0.790 af, Atten= 90%, Lag= 133.3 min Primary = 1.19 cfs @ 14.18 hrs, Volume= 0.790 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.59' @ 13.33 hrs Surf.Area= 13,999 sf Storage= 26,899 cf Plug-Flow detention time= 335.5 min calculated for 0.790 af (99% of inflow) Center-of-Mass det. time= 332.0 min ( 1,115.9 - 783.9 ) Volume Invert Avail.Storage Storage Description #1 882.12' 32,974 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.12 8,569 0 0 883.00 9,987 8,165 8,165 884.00 12,167 11,077 19,242 885.00 15,297 13,732 32,974 Device Routing Invert Outlet Devices #1 Primary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 881.45' S= 0.0121 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.20 cfs @ 14.18 hrs HW=884.45' TW=884.34' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.20 cfs @ 1.53 fps) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 49HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 1P: NorthPond Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Peak Elev=884.59' Storage=26,899 cf 12.0" Round Culvert n=0.011 L=55.6' S=0.0121 '/' 11.93 cfs 1.19 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 50HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Existing North Pond Basin The data used in this field was taken in field. Runoff = 11.93 cfs @ 11.96 hrs, Volume= 0.564 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (sf) CN Description 48,582 80 >75% Grass cover, Good, HSG D 632 98 Unconnected pavement, HSG D 8,596 98 Water Surface, HSG D 5,924 98 Paved parking, HSG D 63,734 84 Weighted Average 48,582 76.23% Pervious Area 15,152 23.77% Impervious Area 632 4.17% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 1S: Existing North Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=6.46" Runoff Area=63,734 sf Runoff Volume=0.564 af Runoff Depth=4.63" Tc=5.0 min CN=84 11.93 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 51HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 2P: SouthPond These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. [86] Warning: Oscillations may require smaller dt Inflow = 45.90 cfs @ 12.11 hrs, Volume= 4.296 af Outflow = 11.58 cfs @ 12.17 hrs, Volume= 4.276 af, Atten= 75%, Lag= 3.5 min Primary = 9.08 cfs @ 12.13 hrs, Volume= 4.047 af Secondary = 3.03 cfs @ 12.35 hrs, Volume= 0.229 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.76' @ 12.66 hrs Surf.Area= 34,348 sf Storage= 69,493 cf Plug-Flow detention time= 169.6 min calculated for 4.283 af (100% of inflow) Center-of-Mass det. time= 164.9 min ( 1,029.6 - 864.4 ) Volume Invert Avail.Storage Storage Description #1 881.01' 77,815 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 881.01 9,500 0 0 881.23 9,583 2,099 2,099 882.00 12,415 8,469 10,568 883.00 16,466 14,441 25,009 884.00 25,091 20,779 45,787 884.50 34,325 14,854 60,641 885.00 34,369 17,174 77,815 Device Routing Invert Outlet Devices #1 Primary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Secondary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.45' / 882.12' S= -0.0121 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=8.44 cfs @ 12.13 hrs HW=883.99' TW=883.68' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.44 cfs @ 2.69 fps) Secondary OutFlow Max=3.00 cfs @ 12.35 hrs HW=884.60' TW=883.87' (Dynamic Tailwater) 2=Culvert (Outlet Controls 3.00 cfs @ 3.82 fps) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 52HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 2P: SouthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 Peak Elev=884.76' Storage=69,493 cf 45.90 cfs 11.58 cfs 9.08 cfs 3.03 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 53HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Existing South Pond Basin These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 Runoff = 45.90 cfs @ 12.11 hrs, Volume= 3.506 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (ac) CN Description 4.680 74 >75% Grass cover, Good, HSG C 4.200 98 Paved parking, HSG C 8.880 85 Weighted Average 4.680 52.70% Pervious Area 4.200 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, From Mayflower Park (Support Net) Subcatchment 2S: Existing South Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 50 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 II 24-hr 100-Year Rainfall=6.46" Runoff Area=8.880 ac Runoff Volume=3.506 af Runoff Depth=4.74" Tc=20.0 min CN=85 45.90 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 54HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 3P: WestPond The data for this pond was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 139.57 cfs @ 12.51 hrs, Volume= 23.484 af Outflow = 136.30 cfs @ 12.60 hrs, Volume= 23.415 af, Atten= 2%, Lag= 5.5 min Primary = 136.30 cfs @ 12.60 hrs, Volume= 23.414 af Secondary = 0.04 cfs @ 9.74 hrs, Volume= 0.001 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.65' @ 12.60 hrs Surf.Area= 98,568 sf Storage= 152,187 cf Plug-Flow detention time= 72.6 min calculated for 23.448 af (100% of inflow) Center-of-Mass det. time= 69.5 min ( 941.3 - 871.7 ) Volume Invert Avail.Storage Storage Description #1 880.54' 190,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 880.54 20,900 0 0 881.12 20,938 12,133 12,133 881.61 21,544 10,408 22,541 882.61 27,026 24,285 46,826 883.61 39,955 33,491 80,317 884.61 96,185 68,070 148,387 885.00 120,000 42,156 190,543 Device Routing Invert Outlet Devices #1 Primary 880.55'24.0" Round Culvert L= 95.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 880.55' / 880.18' S= 0.0039 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 884.11'100.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Secondary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=136.28 cfs @ 12.60 hrs HW=884.65' (Free Discharge) 1=Culvert (Barrel Controls 16.34 cfs @ 5.20 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 119.94 cfs @ 2.23 fps) Secondary OutFlow Max=0.00 cfs @ 11.67 hrs HW=882.50' TW=882.51' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 55HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 3P: WestPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Peak Elev=884.65' Storage=152,187 cf 139.57 cfs 136.30 cfs136.30 cfs 0.04 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 56HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Mayflower Park The data for this basin was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The total areas for the North and South pond have been removed from the total basin area reported in the Vet Clinic report. Runoff = 134.76 cfs @ 12.51 hrs, Volume= 19.437 af, Depth= 4.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (sf) CN Description 76,532 98 Paved parking, HSG C 122,816 74 >75% Grass cover, Good, HSG C 984,645 98 Paved parking, HSG C 911,800 74 >75% Grass cover, Good, HSG C 2,095,793 86 Weighted Average 1,034,616 49.37% Pervious Area 1,061,177 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 2,600 0.90 Direct Entry, From Vet Clinic 5.0 Direct Entry, Roof 53.1 2,600 Total Subcatchment 3S: Mayflower Park Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100-Year Rainfall=6.46" Runoff Area=2,095,793 sf Runoff Volume=19.437 af Runoff Depth=4.85" Flow Length=2,600' Tc=53.1 min CN=86 134.76 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 57HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 4P: NorthPond The data used for this pond was taken in field Inflow = 10.15 cfs @ 11.96 hrs, Volume= 0.977 af Outflow = 1.22 cfs @ 14.34 hrs, Volume= 0.972 af, Atten= 88%, Lag= 143.0 min Primary = 1.22 cfs @ 14.34 hrs, Volume= 0.972 af Secondary = 0.00 cfs @ 0.50 hrs, Volume= 0.000 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.53' @ 13.46 hrs Surf.Area= 14,280 sf Storage= 28,101 cf Plug-Flow detention time= 307.0 min calculated for 0.972 af (99% of inflow) Center-of-Mass det. time= 303.8 min ( 1,134.8 - 831.0 ) Volume Invert Avail.Storage Storage Description #1 882.12' 35,109 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 882.12 9,548 0 0 883.00 10,963 9,025 9,025 884.00 12,814 11,889 20,913 885.00 15,577 14,196 35,109 Device Routing Invert Outlet Devices #1 Primary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 881.45' S= 0.0121 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Secondary 884.00'12.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 882.12' / 884.00' S= -0.0392 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean Primary OutFlow Max=1.23 cfs @ 14.34 hrs HW=884.41' TW=884.30' (Dynamic Tailwater) 1=Culvert (Inlet Controls 1.23 cfs @ 1.57 fps) Secondary OutFlow Max=0.00 cfs @ 0.50 hrs HW=882.12' TW=884.00' (Dynamic Tailwater) 2=Culvert ( Controls 0.00 cfs) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 58HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 4P: NorthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Peak Elev=884.53' Storage=28,101 cf 10.15 cfs 1.22 cfs1.22 cfs 0.00 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 59HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Proposed Rem. North Pond Basin Runoff = 8.61 cfs @ 11.96 hrs, Volume= 0.415 af, Depth= 4.96" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (sf) CN Description 8,199 98 Paved parking, HSG D 8,596 98 Water Surface, HSG D 27,002 80 >75% Grass cover, Good, HSG D 43,797 87 Weighted Average 27,002 61.65% Pervious Area 16,795 38.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 4S: Proposed Rem. North Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=6.46" Runoff Area=43,797 sf Runoff Volume=0.415 af Runoff Depth=4.96" Tc=5.0 min CN=87 8.61 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 60HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 5P: SouthPond These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. [86] Warning: Oscillations may require smaller dt Inflow = 45.90 cfs @ 12.11 hrs, Volume= 4.478 af Outflow = 11.69 cfs @ 12.17 hrs, Volume= 4.457 af, Atten= 75%, Lag= 3.5 min Primary = 8.80 cfs @ 12.14 hrs, Volume= 4.164 af Secondary = 3.36 cfs @ 12.35 hrs, Volume= 0.294 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.74' @ 12.66 hrs Surf.Area= 34,346 sf Storage= 68,870 cf Plug-Flow detention time= 165.5 min calculated for 4.456 af (100% of inflow) Center-of-Mass det. time= 160.5 min ( 1,039.3 - 878.8 ) Volume Invert Avail.Storage Storage Description #1 881.01' 77,815 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 881.01 9,500 0 0 881.23 9,583 2,099 2,099 882.00 12,415 8,469 10,568 883.00 16,466 14,441 25,009 884.00 25,091 20,779 45,787 884.50 34,325 14,854 60,641 885.00 34,369 17,174 77,815 Device Routing Invert Outlet Devices #1 Primary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean #2 Secondary 882.12'12.0" Round Culvert L= 55.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.45' / 882.12' S= -0.0121 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean Primary OutFlow Max=8.15 cfs @ 12.14 hrs HW=883.99' TW=883.70' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.15 cfs @ 2.59 fps) Secondary OutFlow Max=3.33 cfs @ 12.35 hrs HW=884.58' TW=883.67' (Dynamic Tailwater) 2=Culvert (Outlet Controls 3.33 cfs @ 4.24 fps) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 61HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 5P: SouthPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 50 45 40 35 30 25 20 15 10 5 0 Peak Elev=884.74' Storage=68,870 cf 45.90 cfs 11.69 cfs 8.80 cfs 3.36 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 62HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: South Pond Basin These values are taken from the Mayflower Park (Support Net) drainage calculations dated June 02, 1997 Runoff = 45.90 cfs @ 12.11 hrs, Volume= 3.506 af, Depth= 4.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (ac) CN Description 4.680 74 >75% Grass cover, Good, HSG C 4.200 98 Paved parking, HSG C 8.880 85 Weighted Average 4.680 52.70% Pervious Area 4.200 47.30% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.0 Direct Entry, From Mayflower Park (Support Net) Subcatchment 5S: South Pond Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 50 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 II 24-hr 100-Year Rainfall=6.46" Runoff Area=8.880 ac Runoff Volume=3.506 af Runoff Depth=4.74" Tc=20.0 min CN=85 45.90 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 63HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 6P: WestPond The data for this pond was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. The original pond elevations were calculated in NGVD29 datum, which have been converted to NAD88 datum. This results in a change of 0.39 feet. Inflow = 139.12 cfs @ 12.51 hrs, Volume= 23.601 af Outflow = 135.84 cfs @ 12.60 hrs, Volume= 23.530 af, Atten= 2%, Lag= 5.6 min Primary = 135.84 cfs @ 12.60 hrs, Volume= 23.530 af Secondary = 0.01 cfs @ 9.74 hrs, Volume= 0.000 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 884.65' @ 12.60 hrs Surf.Area= 98,493 sf Storage= 152,065 cf Plug-Flow detention time= 73.3 min calculated for 23.566 af (100% of inflow) Center-of-Mass det. time= 69.9 min ( 945.1 - 875.1 ) Volume Invert Avail.Storage Storage Description #1 880.54' 190,543 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 880.54 20,900 0 0 881.12 20,938 12,133 12,133 881.61 21,544 10,408 22,541 882.61 27,026 24,285 46,826 883.61 39,955 33,491 80,317 884.61 96,185 68,070 148,387 885.00 120,000 42,156 190,543 Device Routing Invert Outlet Devices #1 Primary 880.55'24.0" Round Culvert L= 95.0' CMP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 880.55' / 880.18' S= 0.0039 '/' Cc= 0.900 n= 0.025 Corrugated metal #2 Primary 884.11'100.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #3 Secondary 881.01'24.0" Round Culvert L= 68.6' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 881.01' / 881.01' S= 0.0000 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=135.83 cfs @ 12.60 hrs HW=884.65' (Free Discharge) 1=Culvert (Barrel Controls 16.33 cfs @ 5.20 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 119.49 cfs @ 2.22 fps) Secondary OutFlow Max=0.00 cfs @ 11.67 hrs HW=882.50' TW=882.51' (Dynamic Tailwater) 3=Culvert ( Controls 0.00 cfs) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 64HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 6P: WestPond Inflow Outflow Primary Secondary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Peak Elev=884.65' Storage=152,065 cf 139.12 cfs 135.84 cfs135.84 cfs 0.01 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 65HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Mayflower Park The data for this basin was taken from the Mayflower Vet Clinic calculations dated June 09, 2005. Runoff = 134.76 cfs @ 12.51 hrs, Volume= 19.437 af, Depth= 4.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (sf) CN Description 76,532 98 Paved parking, HSG C 122,816 74 >75% Grass cover, Good, HSG C 984,645 98 Paved parking, HSG C 911,800 74 >75% Grass cover, Good, HSG C 2,095,793 86 Weighted Average 1,034,616 49.37% Pervious Area 1,061,177 50.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 48.1 2,600 0.90 Direct Entry, From Vet Clinic 5.0 Direct Entry, Roof 53.1 2,600 Total Subcatchment 6S: Mayflower Park Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100-Year Rainfall=6.46" Runoff Area=2,095,793 sf Runoff Volume=19.437 af Runoff Depth=4.85" Flow Length=2,600' Tc=53.1 min CN=86 134.76 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 66HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Pond 7P: Dry Detention The data used for this pond was taken in field Inflow = 5.52 cfs @ 11.96 hrs, Volume= 0.268 af Outflow = 0.30 cfs @ 12.75 hrs, Volume= 0.268 af, Atten= 95%, Lag= 47.5 min Primary = 0.30 cfs @ 12.75 hrs, Volume= 0.268 af Routing by Sim-Route method w/Net Flows, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Peak Elev= 885.74' @ 12.80 hrs Surf.Area= 5,221 sf Storage= 5,710 cf Plug-Flow detention time= 199.6 min calculated for 0.268 af (100% of inflow) Center-of-Mass det. time= 199.5 min ( 984.4 - 784.8 ) Volume Invert Avail.Storage Storage Description #1 884.00' 13,290 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 884.00 0 0 0 885.00 4,333 2,167 2,167 886.00 5,530 4,932 7,098 887.00 6,854 6,192 13,290 Device Routing Invert Outlet Devices #1 Primary 884.00'12.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 884.00' / 882.62' S= 0.0287 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean #2 Device 1 884.00'3.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.30 cfs @ 12.75 hrs HW=885.74' TW=884.13' (Dynamic Tailwater) 1=Culvert (Passes 0.30 cfs of 4.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.30 cfs @ 6.11 fps) Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 67HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Pond 7P: Dry Detention Inflow Primary Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 6 5 4 3 2 1 0 Peak Elev=885.74' Storage=5,710 cf 5.52 cfs 0.30 cfs Type II 24-hr 100-Year Rainfall=6.46"4400 W 96th - small Printed 8/15/2013Prepared by Microsoft Page 68HydroCAD® 9.10 s/n 06625 © 2010 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: Proposed Dry Detention Basin Runoff = 5.52 cfs @ 11.96 hrs, Volume= 0.268 af, Depth= 5.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.50-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100-Year Rainfall=6.46" Area (sf) CN Description 12,453 98 Paved parking, HSG D 15,208 80 >75% Grass cover, Good, HSG D 27,661 88 Weighted Average 15,208 54.98% Pervious Area 12,453 45.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 7S: Proposed Dry Detention Basin Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100-Year Rainfall=6.46" Runoff Area=27,661 sf Runoff Volume=0.268 af Runoff Depth=5.07" Tc=5.0 min CN=88 5.52 cfs Trapezoidal Channel Flow Computations Parking Lot Addition 4400 W 96th Street Emergency Overflow n = 0.013 B = 0.00 ft zL =142.00 ft:1 ft rise = 0.7% slope zR =142.00 ft:1 ft rise = 0.7% slope S = 0.0010 ft/ft d = 0.35 ft A = 17.40 sf Pw =99.40 ft Rh =0.17 ft Q = 19.73 cfs v = 1.13 ft/s Q = 18.61 cfs d = 0.34 ft A = 16.61 sf Pw =97.13 ft Rh =0.17 ft v = 1.12 ft/s n = Manning's roughness coefficient Q = (1.49/n)(A)(Rh)2/3(S)1/2 B = Bottom width of channel (ft) zL = Slope of left bank (ft:1 ft rise) T = B + (zLd) + (zRd) zR = Slope of right bank (ft:1 ft rise) S = Channel slope (ft/ft) A = (d)[(B + T)/2] d = Flow depth (ft) A = Cross sectional flow area (ft2)Pw = B + [d2 + (zLd)2]1/2 + [d2 + (zRd)2]1/2 Pw = Wetted perimeter (ft) Rh = Hydraulic radius (ft) Rh = A/Pw Q = Flow rate (cfs) v = Flow velocity (ft/s) v = Q/A T = Top width of flow (ft) n source: Input Depth of Flow Input Flow Rate Prepared on April 22, 2013 by TCW Checked on April 22, 2013 by TCW DITCH Trapezoidal Channel Flow Worksheet.xls