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HomeMy WebLinkAboutDrainage Report Indianapolis, IN | St. Louis, MO | .www.weihe.net | (800) 452-6408 Allan H. Weihe, P.E., L.S. - Founder STORMWATER TECHNICAL REPORT For: COLD CREEK COURT REDESIGN Address: 11731 Cold Creek Court Zionsville, IN 46077 Project #W160409 92-94 Prepared For: Waterfront Homes 11731 Cold Creek Court Zionsville, IN 46077 Phone: (317) 714-2406 Contact: Paul Shoopman Prepared By: Brittany Edwards, E.I. Checked By: Duane A. Sharrer, P.E. Certified By: Duane A. Sharrer, P.E. Date: April 10, 2024 Revised: I AFFIRM, UNDER THE PENALTIES FOR PERJURY, THAT I HAVE TAKEN REASONABLE CARE TO REDACT EACH SOCIAL SECURITY NUMBER IN THIS DOCUMENT, UNLESS REQUIRED BY LAW. – Duane A. Sharrer THIS INSTRUMENT PREPARED BY: Duane A. Sharrer Prepared For: Stormwater Technical Report Cold Creek Court Redesign Zionsville, IN Project #W160409 92-94 TABLE OF CONTENTS 1. Project Narrative a. Existing Conditions b. Proposed Conditions c. Water Quality d. Location Maps e. Basin Maps 2. Appendix a. CESO – Section 2B Report – May 10, 2016 PROJECT NARRATIVE Cold Creek Court Redesign - Drainage Report Weihe Engineers, INC. 4/10/2024 Prepared For: Stormwater Technical Report Cold Creek Court Redesign Zionsville, IN Project #W16-0409 92-94 Project Narrative: Waterfront Homes is proposing to redesign the roadway along Cold Creek Court in Section 3 of the Sanctuary at 116th Street subdivision in Zionsville, Indiana. The redesign will occur in front of the property located at 11731 Cold Creek Court and will replace the existing loop with an extended driveway. The overall Sanctuary at 116th Street development is located between 116th Street and 121st Street, approximately 0.6 miles east of US 421 (Michigan Road). The proposed development is on a site at a Latitude of N 39° 57' 30" and Longitude W 86° 14' 07", falling within Zionsville, Indiana. The site is generally located in the Southwest Quarter of Section 31, Township 18 North, Range 3 East, Clay Township, Hamilton County, Indiana. Please refer to Figure 1.1. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map No.18057C0205G for Hamilton County, Indiana, dated November 19, 2014 Section 5A IS NOT located within a Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevation or Floodway Area in Zone AE. See Figure 1.2. Stormwater Design: The Schneider Corporation prepared a master drainage report dated February 10, 2004 for this development, which was then called “The Lakes at Hamilton Place”. Paul I. Cripe, Inc. then revised the master drainage calculations for the eastern sections on July 31, 2006 and the name of the development was changed to “Sanctuary at 116th Street”. CESO has also submitted revised master drainage calculations for review with the most current drainage report dated May 10, 2016 for Section 2B. A condensed copy of these reports are included in the Appendix. The current master plan detention is provided by two large existing ponds, the East Pond and the West Pond. The two existing ponds will provide all the necessary detention for the overall site and are not interconnected. Each pond discharges through their own 12” RCP with both discharge pipe systems eventually draining into Long Branch Creek. The entire subject tract is part of the Long Branch Creek Watershed. Cold Creek Court Redesign - Drainage Report Weihe Engineers, INC. 4/10/2024 Pre-Developed Conditions: The project area is currently covered with a paved loop, driveways, and sidewalks. There are also sporadic trees and grass. The disturbance area will be contained within the existing right-of-way and is adjoined by existing Sanctuary at 116th Street lots 92-A, 93, and 94. Refer to Figure 1.3 and 2.1. The subject tract consists of the following soil types: Miami and Crosby. A soil map has been included with this report. Post-Developed Conditions: The proposed improvements include removing the existing paved loop on Cold Creek Court, reconfiguring the existing driveways to Lot 94, and rerouting the sidewalk. The project area lies entirely within the master planned drainage basin for the East Pond. The proposed improvements will decrease the impervious area by approximately 3,600 sf or 0.08 acres. Refer to Figure 2.2. As the impervious area is being reduced from the existing conditions, it was determined that no negative effects would result from this project. The development area of approximately 0.41 acres and loss of 0.08 acres of impervious area will have an insignificant impact on the almost 62-acre drainage basin routed to the East Pond. Storm Sewers As impervious area is being reduced from the existing conditions, no negative impacts are anticipated for the existing storm sewer system. Therefore, the storm sewers were not redesigned from the original design by The Schneider Corporation in their February 2004 drainage report for “The Lakes at Hamilton Place”. Water Quality: Water quality for Section 3 of Sanctuary at 116th Street was provided and accounted for in the master plan for the development. EX. TO EAST PONDTOTAL: 0.41 AC.IMP.: 0.21 AC.PER.: 0.20 AC. PR. TO EAST PONDTOTAL: 0.41 AC.IMP.: 0.13 AC.PER.: 0.28 AC. W S N E WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S COLD CREEK COURT REDESIGN 11731 COLD CREEK CT, ZIONSVILLE, IN 46077 DATE: APRIL 2, 2024 LOCATION MAP PROJECT LOCATION FIGURE 1.1 W S N E WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S COLD CREEK COURT REDESIGN 11731 COLD CREEK CT, ZIONSVILLE, IN 46077 DATE: APRIL 2, 2024 FEMA MAP PROJECT LOCATION FIGURE 1.2 W S N E WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S COLD CREEK COURT REDESIGN 11731 COLD CREEK CT, ZIONSVILLE, IN 46077 DATE: APRIL 2, 2024 AERIAL MAP PROJECT LOCATION FIGURE 1.3 9 Custom Soil Resource Report Soil Map 44233604423370442338044233904423400442341044234204423360442337044233804423390442340044234104423420565260 565270 565280 565290 565300 565310 565320 565330 565340 565350 565360 565260 565270 565280 565290 565300 565310 565320 565330 565340 565350 565360 39° 57' 30'' N 86° 14' 9'' W39° 57' 30'' N86° 14' 4'' W39° 57' 28'' N 86° 14' 9'' W39° 57' 28'' N 86° 14' 4'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:508 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 92-A 93 94 107COLD CREEKCOURTEX. TO EAST POND TOTAL: 0.41 AC. IMP.: 0.21 AC. PER.: 0.20 AC. W S N E WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S COLD CREEK COURT REDESIGN 11731 COLD CREEK CT, ZIONSVILLE, IN 46077 DATE: APRIL 2, 2024 EXISTING CONDITIONS MAP FIGURE 2.1 92-A 93 94 107COLD CREEKCOURTPR. TO EAST POND TOTAL: 0.41 AC. IMP.: 0.13 AC. PER.: 0.28 AC. W S N E WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S COLD CREEK COURT REDESIGN 11731 COLD CREEK CT, ZIONSVILLE, IN 46077 DATE: APRIL 2, 2024 PROPOSED CONDITIONS MAP FIGURE 2.2 DRAINAGE SUMMARY AND CALCULATIONS DRAINAGE SUMMARY AND CALCULATIONSDRAINAGE SUMMARY AND CALCULATIONS Sanctuary at 116 Sanctuary Project I, LLC Telephone: (937) 435 Contact Person: David C. Oakes 8534 Yankee Street, Suite 2B Dayton, Ohio 45458 (937) 435 www.cesoinc.com DRAINAGE SUMMARY AND CALCULATIONS Sanctuary at 116 Section Two 4455 W. 121 Carmel, Indiana Prepared For Sanctuary Project I, LLC 8534 Yankee Dayton, Ohio 45458 Telephone: (937) 435 Contact Person: David C. Oakes January 26, 2016 Revised April 5, 2016 Revised 8534 Yankee Street, Suite 2B Dayton, Ohio 45458- (937) 435-8584 www.cesoinc.com DRAINAGE SUMMARY AND CALCULATIONS For: Sanctuary at 116th Section Two 4455 W. 121st Street Carmel, Indiana Prepared For Sanctuary Project I, LLC 8534 Yankee Street Dayton, Ohio 45458 Telephone: (937) 435 Contact Person: David C. Oakes Date: January 26, 2016 Revised April 5, 2016 Revised May 10, 2016 8534 Yankee Street, Suite 2B -1889 www.cesoinc.com DRAINAGE SUMMARY AND CALCULATIONS th Street B Street Carmel, Indiana Prepared For: Sanctuary Project I, LLC Street Dayton, Ohio 45458 Telephone: (937) 435-8584 Contact Person: David C. Oakes January 26, 2016 Revised April 5, 2016 May 10, 2016 DRAINAGE SUMMARY AND CALCULATIONS 8584 Contact Person: David C. Oakes DRAINAGE SUMMARY AND CALCULATIONSDRAINAGE SUMMARY AND CALCULATIONS HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT ____________________________ Indiana Registration No. PE The following report and accompanying computations have been developed by me or under my direct supervision HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT ____________________________ Indiana Registration No. PE The following report and accompanying computations have been developed by me or under my direct supervision HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION Sanctuary at 116 ____________________________ Indiana Registration No. PE The following report and accompanying computations have been developed by me or under my direct supervision HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION Sanctuary at 116 Section 4455 W. 121 Carmel, Indiana ____________________________ Indiana Registration No. PE____________ The following report and accompanying computations have been developed by me or HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION Sanctuary at 116th Section Two 4455 W. 121st Street Carmel, Indiana ____________________________ ____________ The following report and accompanying computations have been developed by me or HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION th Street B Street Carmel, Indiana ____________ The following report and accompanying computations have been developed by me or HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT PROFESSIONAL CERTIFICATION The following report and accompanying computations have been developed by me or HYDROLOGY & HYDRAULIC ANALYSIS AND REPORT The following report and accompanying computations have been developed by me or Table of SECTION 1 SECTION 2 SECTION 3 SECTION 4 SECTION 5 SECTION 6 SECTION 7 SECTION 8 Table of Contents: SECTION 1 - Hydraulic Report (Project Narrative) SECTION 2 - Location SECTION 3 - Existing Conditions o Existing Watershed Exhibit o Soils Mapping & Classification o Existing Rational Run SECTION 4 - Proposed o Proposed Watershed Exhibit o Engineering Data o o SECTION 5 - Storm Sewers o Storm S o Storm Sewer Analysis o Inlet Analysis SECTION 6 - Emergency Overflow Plan Calculations SECTION 7 - Original Master Plan o Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, dated 02/10/04 o Developed Drainage Analysis HCSO file date 07/31/06 SECTION 8 - Revised Master Plan o ICPR Model of Schneider Original Master Plan (with proposed Section 6 drainage areas) Contents: Hydraulic Report (Project Narrative) Location & Property Existing Conditions Existing Watershed Exhibit Soils Mapping & Classification Existing Rational Run Proposed Conditions Proposed Watershed Exhibit Engineering Data ICPR Model of Schneider Original Master Plan ICPR Model of Schneider Original Master Plan with proposed Section 4B areas) Storm Sewers Storm Sewer Watershed Storm Sewer Analysis Inlet Analysis Emergency Overflow Plan Calculations Original Master Plan Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, dated 02/10/04 Developed Drainage Analysis HCSO file date 07/31/06 Revised Master Plan ICPR Model of Schneider Original Master Plan (with proposed Section 6 drainage areas) Hydraulic Report (Project Narrative) & Property Maps Existing Conditions Existing Watershed Exhibit Soils Mapping & Classification Existing Rational Run-off Calculations Conditions Proposed Watershed Exhibit Engineering Data ICPR Model of Schneider Original Master Plan ICPR Model of Schneider Original Master Plan with proposed Section 4B areas) ewer Watershed Storm Sewer Analysis Emergency Overflow Plan Calculations Original Master Plans Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, Developed Drainage Analysis HCSO file date 07/31/06 Revised Master Plan ICPR Model of Schneider Original Master Plan (with proposed Section 6 drainage areas) Hydraulic Report (Project Narrative) Soils Mapping & Classification off Calculations ICPR Model of Schneider Original Master Plan ICPR Model of Schneider Original Master Plan with proposed Section 4B areas) Emergency Overflow Plan Calculations Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, Developed Drainage Analysis for The Sanctuary at 116 ICPR Model of Schneider Original Master Plan (with proposed Section 6 drainage areas) ICPR Model of Schneider Original Master Plan ICPR Model of Schneider Original Master Plan Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, for The Sanctuary at 116 ICPR Model of Schneider Original Master Plan – Cripe Revised and Updated (with proposed Section 6 drainage areas) – by Weihe Engineers dated 11/11 ICPR Model of Schneider Original Master Plan – Cripe Revised ICPR Model of Schneider Original Master Plan – Revised and Updated Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, for The Sanctuary at 116th Street by Paul I Cripe, Cripe Revised and Updated by Weihe Engineers dated 11/11 Cripe Revised Revised and Updated Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, Street by Paul I Cripe, Cripe Revised and Updated by Weihe Engineers dated 11/11/13 Revised and Updated Drainage Report for The Lakes at Hamilton Place by Schneider Corporation, Street by Paul I Cripe, Cripe Revised and Updated /13 SECTION 1 Project Narrative: Sanctuary Project I, LLC o be known as “Sanctuary at 116 the existing West 121st and West 116 The existing and proposed subdivision is on a site at a and Longitude W at 116th Street Section Two Township 18 The proposed section Two at 116th Street”, and proposed for a improvements current conditions in the field. Existing Conditions: The existing onsite, totaling the overall parcel, is a combination of a Br clay loam and CrA Section Two existing drainage parcel towards In 2004, The Schneider Corporation prepared a master drainage report for this site on behalf of Dura at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was approved. In 2006, the dev master drainage plan calculations by Paul I Cripe were submitted to the Hamilton County Surveyor’s Office in July of 2006 and were approved. original master plan include into the west pond, more offsite drainage north of 121 lowering the west pond normal pool from elevation 899 to elevation 898. To date, Sections 1, 2A, 3, 4, 4A presently being proposed. As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The SECTION 1 - Project Narrative: Sanctuary Project I, LLC o be known as “Sanctuary at 116 the existing sections of “Sanctuary” located East of West 121st and West 116 The existing and proposed subdivision is on a site at a Longitude W 86° 14' 24.6732". Located in Clay To Street Section Two Township 18 North, and Range 3 East, Hamilton County Indiana. The proposed section Two Street”, and proposed for a improvements are in current conditions in the field. xisting Conditions: The existing onsite, totaling the overall parcel, is a combination of a Br clay loam and CrA Section Two B was provided for in the master plan of Sa existing drainage of Section Two parcel towards the ‘East Pond’ In 2004, The Schneider Corporation prepared a master drainage report for this site on behalf of Dura Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was approved. In 2006, the development was renamed to “The Sanctuary @ 116 master drainage plan calculations by Paul I Cripe were submitted to the Hamilton County Surveyor’s Office in July of 2006 and were approved. original master plan include into the west pond, more offsite drainage north of 121 lowering the west pond normal pool from elevation 899 to elevation 898. To date, Sections 1, 2A, 3, 4, 4A presently being proposed. As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The - Hydraulic Report (Project Narrative) Project Narrative: Sanctuary Project I, LLC of Dayton, Ohio is proposing a 10 be known as “Sanctuary at 116 sections of “Sanctuary” located East of West 121st and West 116th Street. The existing and proposed subdivision is on a site at a 86° 14' 24.6732". Located in Clay To Street Section Two B is more specifically in the Southwest Quarter of Sect North, and Range 3 East, Hamilton County Indiana. The proposed section Two B is Street”, and proposed for a are in accordance to the master plan s current conditions in the field. xisting Conditions: The existing onsite, totaling the overall parcel, is a combination of a Br – Crosby silt Loam type soils. The existing d B was provided for in the master plan of Sa of Section Two the ‘East Pond’ In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was elopment was renamed to “The Sanctuary @ 116 master drainage plan calculations by Paul I Cripe were submitted to the Hamilton County Surveyor’s Office in July of 2006 and were approved. original master plan included more right into the west pond, more offsite drainage north of 121 lowering the west pond normal pool from elevation 899 to elevation 898. To date, Sections 1, 2A, 3, 4, 4A presently being proposed. As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The Hydraulic Report (Project Narrative) f Dayton, Ohio is proposing a 10 be known as “Sanctuary at 116th Street Section Two sections of “Sanctuary” located East of Street. The existing and proposed subdivision is on a site at a 86° 14' 24.6732". Located in Clay To is more specifically in the Southwest Quarter of Sect North, and Range 3 East, Hamilton County Indiana. is part of the already approv Street”, and proposed for a 10 residential accordance to the master plan s current conditions in the field. The existing onsite, totaling the overall parcel, is a combination of a Br Crosby silt Loam type soils. The existing d B was provided for in the master plan of Sa of Section Two B is via overland flow, to the south the ‘East Pond’. In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was elopment was renamed to “The Sanctuary @ 116 master drainage plan calculations by Paul I Cripe were submitted to the Hamilton County Surveyor’s Office in July of 2006 and were approved. d more right into the west pond, more offsite drainage north of 121 lowering the west pond normal pool from elevation 899 to elevation 898. To date, Sections 1, 2A, 3, 4, 4A, 4B, and 6 have been constructed, with section As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The Hydraulic Report (Project Narrative) f Dayton, Ohio is proposing a 10 Street Section Two sections of “Sanctuary” located East of US 421 (Michigan Road), between The existing and proposed subdivision is on a site at a 86° 14' 24.6732". Located in Clay To is more specifically in the Southwest Quarter of Sect North, and Range 3 East, Hamilton County Indiana. part of the already approv residential lot section. accordance to the master plan s The existing onsite, totaling the overall parcel, is a combination of a Br Crosby silt Loam type soils. The existing d B was provided for in the master plan of Sa via overland flow, to the south In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was elopment was renamed to “The Sanctuary @ 116 master drainage plan calculations by Paul I Cripe were submitted to the Hamilton County Surveyor’s Office in July of 2006 and were approved. d more right-of-way drainage from the northwest corner into the west pond, more offsite drainage north of 121 lowering the west pond normal pool from elevation 899 to elevation 898. and 6 have been constructed, with section As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The Hydraulic Report (Project Narrative) f Dayton, Ohio is proposing a 10 lot r B”. The Subdivision is located within US 421 (Michigan Road), between The existing and proposed subdivision is on a site at a Latitude of N 39° 57' 43.8192" 86° 14' 24.6732". Located in Clay Township, the proposed “Sanctuary is more specifically in the Southwest Quarter of Sect North, and Range 3 East, Hamilton County Indiana. part of the already approved master planned “Sanctuary lot section. All the proposed accordance to the master plan site, graded somewhat to fit the The existing onsite, totaling the overall parcel, is a combination of a Br Crosby silt Loam type soils. The existing d B was provided for in the master plan of Sanctuary at 116 via overland flow, to the south In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was elopment was renamed to “The Sanctuary @ 116 master drainage plan calculations by Paul I Cripe were submitted to the Hamilton County Surveyor’s Office in July of 2006 and were approved. The revisions to the way drainage from the northwest corner into the west pond, more offsite drainage north of 121st Street into the east pond, and lowering the west pond normal pool from elevation 899 to elevation 898. and 6 have been constructed, with section As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The Hydraulic Report (Project Narrative) lot residential subdivision to e Subdivision is located within US 421 (Michigan Road), between Latitude of N 39° 57' 43.8192" wnship, the proposed “Sanctuary is more specifically in the Southwest Quarter of Sect North, and Range 3 East, Hamilton County Indiana. ed master planned “Sanctuary All the proposed ite, graded somewhat to fit the The existing onsite, totaling the overall parcel, is a combination of a Br – Crosby silt Loam type soils. The existing detention/retention for nctuary at 116th Street. The via overland flow, to the southeast corner of the In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was elopment was renamed to “The Sanctuary @ 116th Street”. Revised master drainage plan calculations by Paul I Cripe were submitted to the Hamilton The revisions to the way drainage from the northwest corner Street into the east pond, and lowering the west pond normal pool from elevation 899 to elevation 898. and 6 have been constructed, with section As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The Hydraulic Report (Project Narrative) esidential subdivision to e Subdivision is located within US 421 (Michigan Road), between Latitude of N 39° 57' 43.8192" wnship, the proposed “Sanctuary is more specifically in the Southwest Quarter of Section 31, ed master planned “Sanctuary All the proposed ite, graded somewhat to fit the Brookston silty etention/retention for Street. The corner of the In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes at Hamilton Place” and the master report was title as such. The master plan was submitted to the Hamilton County Surveyor’s Office in February 2004 and was Street”. Revised master drainage plan calculations by Paul I Cripe were submitted to the Hamilton The revisions to the way drainage from the northwest corner Street into the east pond, and lowering the west pond normal pool from elevation 899 to elevation 898. and 6 have been constructed, with section Two As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The esidential subdivision to e Subdivision is located within US 421 (Michigan Road), between Latitude of N 39° 57' 43.8192" wnship, the proposed “Sanctuary ion 31, ed master planned “Sanctuary ite, graded somewhat to fit the Brookston silty etention/retention for Street. The corner of the In 2004, The Schneider Corporation prepared a master drainage report for this site on Builders, Inc. At the time, the development was to be called “The Lakes Street”. Revised way drainage from the northwest corner Street into the east pond, and B As designed in the master plan, the two ponds have been constructed to serve the total 153 acres of development and have separate outlets and function independently. The west pond d discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year storm, the follo 2 10 100 Proposed Conditions: The Sanctuary at 116 is bounded on the north by West 121 Section 4B to the west, Section 2 the east. All proposed drainage excepting the transitional elevations to existing conditions will discharge via a sto property line of section 4B Based upon the rational method for the determination of the Q2, Q10, and Q100 year storm, the following was calculat The total acreage of 2 10 100 Detention and water quality for Sanctuary at 116 accounted for in the master plan as discussed above. The street patter layout of the master plan and the number of lots has not changed. drainage master section 2 Previous versions of the master plan have been included in this report in sections 7 and 8. One proposed sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention ponds. west pond discharges via a 12”RCP south into 116 discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year storm, the following was calculated for existing conditions. 2-year = 5.61 10-year = 7.58 100-year = 11.48 Proposed Conditions: The Sanctuary at 116 is bounded on the north by West 121 Section 4B to the west, Section 2 the east. All proposed drainage excepting the transitional elevations to existing conditions will discharge via a storm sewer network to the existing property line of section 4B Based upon the rational method for the determination of the Q2, Q10, and Q100 year storm, the following was calculat The total acreage of 2-year = 13.58 10-year = 17.70 100-year = 26.75 Detention and water quality for Sanctuary at 116 accounted for in the master plan as discussed above. The street patter layout of the master plan and the number of lots has not changed. drainage master plan were made with section six 2B changed no conditions of this plan, no a Previous versions of the master plan have been included in this report in sections 7 and proposed and one existing sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention ischarges via a 12”RCP south into 116 discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year wing was calculated for existing conditions. 5.61 cfs 7.58 cfs 11.48 cfs Proposed Conditions: The Sanctuary at 116th Street, Section Two is bounded on the north by West 121 Section 4B to the west, Section 2 All proposed drainage excepting the transitional elevations to existing conditions will rm sewer network to the existing property line of section 4B and to the existing pond to the east. Based upon the rational method for the determination of the Q2, Q10, and Q100 year storm, the following was calculat The total acreage of 7.16 was for that ar 13.58 cfs 17.70 cfs 26.75 cfs Detention and water quality for Sanctuary at 116 accounted for in the master plan as discussed above. The street patter layout of the master plan and the number of lots has not changed. plan were made with section six ged no conditions of this plan, no a Previous versions of the master plan have been included in this report in sections 7 and and one existing sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention ischarges via a 12”RCP south into 116 discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year wing was calculated for existing conditions. Street, Section Two is bounded on the north by West 121st Street, the existing Sanctuary at 116 Section 4B to the west, Section 2A to the south, and future sections of the Sanctuary on All proposed drainage excepting the transitional elevations to existing conditions will rm sewer network to the existing and to the existing pond to the east. Based upon the rational method for the determination of the Q2, Q10, and Q100 year storm, the following was calculated using was for that area draining south from Section 2 Detention and water quality for Sanctuary at 116 accounted for in the master plan as discussed above. The street patter layout of the master plan and the number of lots has not changed. plan were made with section six ged no conditions of this plan, no a Previous versions of the master plan have been included in this report in sections 7 and and one existing manholes/ sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention ischarges via a 12”RCP south into 116th Street and the eastern pond discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year wing was calculated for existing conditions. Street, Section Two B is proposed on a Street, the existing Sanctuary at 116 A to the south, and future sections of the Sanctuary on All proposed drainage excepting the transitional elevations to existing conditions will rm sewer network to the existing and to the existing pond to the east. Based upon the rational method for the determination of the Q2, Q10, and Q100 year ing Storm Sewers v ea draining south from Section 2 Detention and water quality for Sanctuary at 116th Street Section 2 accounted for in the master plan as discussed above. The street patter layout of the master plan and the number of lots has not changed. plan were made with section six. T ged no conditions of this plan, no additional revisions were made. Previous versions of the master plan have been included in this report in sections 7 and manholes/inlets within the sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention Street and the eastern pond discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year wing was calculated for existing conditions. B is proposed on a 7.49 acre parcel. The site Street, the existing Sanctuary at 116 A to the south, and future sections of the Sanctuary on All proposed drainage excepting the transitional elevations to existing conditions will rm sewer network to the existing storm sewers brought from the west and to the existing pond to the east. Based upon the rational method for the determination of the Q2, Q10, and Q100 year Storm Sewers v10.4 for proposed conditions ea draining south from Section 2 Street Section 2 accounted for in the master plan as discussed above. The street patter layout of the master plan and the number of lots has not changed. . These are dated 11/11/13. dditional revisions were made. Previous versions of the master plan have been included in this report in sections 7 and within the storm sewer system will have sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention Street and the eastern pond discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year 7.49 acre parcel. The site Street, the existing Sanctuary at 116 A to the south, and future sections of the Sanctuary on All proposed drainage excepting the transitional elevations to existing conditions will storm sewers brought from the west and to the existing pond to the east. Based upon the rational method for the determination of the Q2, Q10, and Q100 year for proposed conditions ea draining south from Section 2B. Street Section 2B was provided and accounted for in the master plan as discussed above. The street pattern follows the layout of the master plan and the number of lots has not changed. Revisions to the hese are dated 11/11/13. dditional revisions were made. Previous versions of the master plan have been included in this report in sections 7 and storm sewer system will have sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention Street and the eastern pond discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year 7.49 acre parcel. The site Street, the existing Sanctuary at 116th Street, A to the south, and future sections of the Sanctuary on All proposed drainage excepting the transitional elevations to existing conditions will storm sewers brought from the west Based upon the rational method for the determination of the Q2, Q10, and Q100 year for proposed conditions B. B was provided and follows the Revisions to the hese are dated 11/11/13. Because dditional revisions were made. Previous versions of the master plan have been included in this report in sections 7 and storm sewer system will have sumps. SNOUTs will also be installed on these sump structures to provide better floatable control for the storm water prior to the discharging into the existing detention discharges via a 12”RCP to the east. Both discharge points flow into Long Branch Creek. Based upon the rational method for the determination of the Q2, Q10, and Q100 year 7.49 acre parcel. The site A to the south, and future sections of the Sanctuary on All proposed drainage excepting the transitional elevations to existing conditions will storm sewers brought from the west Based upon the rational method for the determination of the Q2, Q10, and Q100 year for proposed conditions. B was provided and Because Previous versions of the master plan have been included in this report in sections 7 and storm sewer system will have floatable control for the storm water prior to the discharging into the existing detention Storm Sewer Analysis: In the anal velocity of Storm Sewer Analysis: In the analysis of the storm sewers, a 10 velocity of 2.5fps. Storm Sewer Analysis: ysis of the storm sewers, a 10 ysis of the storm sewers, a 10--year design storm was used, with a minimum year design storm was used, with a minimum year design storm was used, with a minimum year design storm was used, with a minimum year design storm was used, with a minimum SECTION 2 SECTION 2 –– Location & Property Maps Location & Property MapsLocation & Property MapsLocation & Property Maps 3/6/2015 Google Maps https://www.google.com/m aps/@39.9589477,­86.2304383,15z 1/1 Map data ©2015 Google 1000 ft Traffic, Bicycling, Terrain, Directions 4455 W. 121st Street Zionsville, IN 46077 SECTION 3 SECTION 3 – o Existing Watershed Exhibit o Soils Mapping & Classification o Existing Rational – Existing Conditions Existing Watershed Exhibit Soils Mapping & Classification Existing Rational Existing Conditions Existing Watershed Exhibit Soils Mapping & Classification Existing Rational Run Existing Conditions Existing Watershed Exhibit Soils Mapping & Classification Run-off Calculations Existing Watershed Exhibit Soils Mapping & Classification off Calculationsoff Calculations FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMEX CONCRETE EX CONCRETEWWWWW W W W WWWWW W W WSHEET NO.JOB NO.:DATE:CHECKED:DRAWN:DESIGN:ISSUE:REVISIONS NO.DATE DESCRIPTIONW:\PROJECTS\EUBEL BRADY & SUTMAN\4431 THE SANCTUARY\DESIGN\CIVIL\SECTION 4B & 2B\STORM\2B\4431 DRAINAGE - 2B.DWG - 1/26/2016 9:00 AMEXISTING CONDITIONS PLAN SANCTUARY AT 116TH STREET CITY OF CARMEL INDIANADRAINAGE443101/29/16JEEJEE1SECTION TWO B0GRAPHIC SCALE (IN FEET)5050100EXISTING SEC. 6EXISTING SEC. 2AEXISTINGSEC. 4AN. POOL=898.00100 YR=900.22121ST STREETEXISTING 5.65 AC.EXISTING SEC. 4B Soil Map—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/9/2015 Page 1 of 344235004423570442364044237104423780442385044239204423500442357044236404423710442378044238504423920564790564860564930565000565070565140565210565280565350565420 564790 564860 564930 565000 565070 565140 565210 565280 565350 565420 39° 57' 46'' N 86° 14' 30'' W39° 57' 46'' N86° 14' 1'' W39° 57' 32'' N 86° 14' 30'' W39° 57' 32'' N 86° 14' 1'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 150 300 600 900 Feet 0 45 90 180 270 Meters Map Scale: 1:3,120 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points 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 Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at scales ranging from 1:12,000 to 1:15,800. 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 map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Boone County, Indiana Survey Area Data: Version 17, Sep 10, 2014 Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 15, Sep 9, 2014 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 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—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/9/2015 Page 2 of 3 Map Unit Legend Boone County, Indiana (IN011) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CudA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 1.8 3.5% ThrA Treaty silty clay loam, 0 to 1 percent slopes 0.0 0.0% Subtotals for Soil Survey Area 1.8 3.5% Totals for Area of Interest 51.0 100.0% Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 13.2 25.9% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 33.0 64.8% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 0.1 0.1% MmC2 Miami silt loam, 6 to 12 percent slopes, eroded 2.2 4.2% W Water 0.7 1.4% Subtotals for Soil Survey Area 49.2 96.5% Totals for Area of Interest 51.0 100.0% Soil Map—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/9/2015 Page 3 of 3 Hydrology Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jan 26 2016 Existing Sanctuary 2B Hydrograph type = Rational Peak discharge (cfs) = 5.832 Storm frequency (yrs) = 2 Time interval (min) = 1 Drainage area (ac) = 5.650 Runoff coeff. (C) = 0.3 Rainfall Inten (in/hr) = 3.441 Tc by User (min) = 15 IDF Curve = Carmel.IDF Rec limb factor = 1.00 Hydrograph Volume = 5,249 (cuft); 0.121 (acft) 0 5 10 15 20 25 30 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 6.00 6.00 Q (cfs) Time (min) Runoff Hydrograph 2-yr frequency Runoff Hyd - Qp = 5.83 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jan 26 2016 Existing Sanctuary 2B Hydrograph type = Rational Peak discharge (cfs) = 7.584 Storm frequency (yrs) = 10 Time interval (min) = 1 Drainage area (ac) = 5.650 Runoff coeff. (C) = 0.3 Rainfall Inten (in/hr) = 4.475 Tc by User (min) = 15 IDF Curve = Carmel.IDF Rec limb factor = 1.00 Hydrograph Volume = 6,826 (cuft); 0.157 (acft) 0 5 10 15 20 25 30 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 Q (cfs) Time (min) Runoff Hydrograph 10-yr frequency Runoff Hyd - Qp = 7.58 (cfs) Hydrology Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Jan 26 2016 Existing Sanctuary 2B Hydrograph type = Rational Peak discharge (cfs) = 11.48 Storm frequency (yrs) = 100 Time interval (min) = 1 Drainage area (ac) = 5.650 Runoff coeff. (C) = 0.3 Rainfall Inten (in/hr) = 6.774 Tc by User (min) = 15 IDF Curve = Carmel.IDF Rec limb factor = 1.00 Hydrograph Volume = 10,334 (cuft); 0.237 (acft) 0 5 10 15 20 25 30 Q (cfs) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 Q (cfs) Time (min) Runoff Hydrograph 100-yr frequency Runoff Hyd - Qp = 11.48 (cfs) 0 5 10 15 20 25 30 35 40 45 50 55 60 Int. (in/hr) 0.00 0.00 2.00 2.00 4.00 4.00 6.00 6.00 8.00 8.00 10.00 10.00 12.00 12.00 14.00 14.00 Time (min) 100-Yr 10-Yr 2-Yr IDF file: Carmel.IDF Express Hydraflow IDF Curves Hydraflow IDF Report Page 1 of 1 Return Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 241.5741 28.3001 1.1283 -------- 3 0.0000 0.0000 0.0000 -------- 5 0.0000 0.0000 0.0000 -------- 10 172.6684 23.2001 1.0028 -------- 25 0.0000 0.0000 0.0000 -------- 50 0.0000 0.0000 0.0000 -------- 100 463.3860 28.0001 1.1234 -------- Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.63 3.95 3.44 3.04 2.72 2.46 2.24 2.06 1.90 1.76 1.64 1.54 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 6.07 5.15 4.47 3.96 3.54 3.21 2.93 2.70 2.50 2.33 2.18 2.05 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 9.12 7.78 6.77 5.99 5.36 4.84 4.41 4.05 3.74 3.47 3.24 3.03 Tc = time in minutes. Min Tc = 0 SECTION 4 SECTION 4 – o Proposed Watershed Exhibit o Engineering Data o o – Proposed Proposed Watershed Exhibit Engineering Data o ICPR Model of Schneider Original Master Plan – o ICPR Model of Schneider Original Master Plan – Section 4B Proposed Conditions Proposed Watershed Exhibit Engineering Data ICPR Model of Schneider Original Master – Cripe Revised ICPR Model of Schneider Original Master – Revised and Updated with proposed Section 4B areas) Conditions Proposed Watershed Exhibit ICPR Model of Schneider Original Master Cripe Revised ICPR Model of Schneider Original Master Revised and Updated with proposed areas) Conditions Proposed Watershed Exhibit ICPR Model of Schneider Original Master Cripe Revised ICPR Model of Schneider Original Master Revised and Updated with proposed ICPR Model of Schneider Original Master ICPR Model of Schneider Original Master Revised and Updated with proposed ICPR Model of Schneider Original Master ICPR Model of Schneider Original Master Revised and Updated with proposed ICPR Model of Schneider Original Master ICPR Model of Schneider Original Master Revised and Updated with proposed 905905906906 90690790 7907908 908907908907 908 908906 907 90 5 9 0 6 907 908 906FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMGGGGGGGGGGGGGGGGEX CONCRETE EX CONCRETEWWWW W W W WWWWW W W W73828180797877767574SHEET NO.JOB NO.:DATE:CHECKED:DRAWN:DESIGN:ISSUE:REVISIONS NO.DATE DESCRIPTIONW:\PROJECTS\EUBEL BRADY & SUTMAN\4431 THE SANCTUARY\DESIGN\CIVIL\SECTION 4B & 2B\STORM\2B\4431 DRAINAGE - 2B.DWG - 1/26/2016 9:03 AMPROPOSED CONDITIONS PLAN SANCTUARY AT 116TH STREET CITY OF CARMEL INDIANADRAINAGE4431JANUARY 29, 2016JEEJEE2SECTION TWO B0GRAPHIC SCALE (IN FEET)5050100EXISTING SEC. 6EXISTING SEC. 2AEXISTINGSEC. 4APOND EASTSECTION 2A7.16 AC.EXISTINGSEC. 4B Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Schneider Original Master Plan Model-Cripe Revised Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:POND WEST U:POND WEST A:POND EAST U:POND EAST U:OFFSITE E POND T:OUT SET:OUT EAST 3734 T:DIRECT SW U:DIRECT SW A:DIRECT SE U:DIRECT SE T:DIRECT NW U:DIRECT NW T:3701 OUT WEST U:DIRECT S1 R:POND WEST R:POND EAST P:OUTSE Schneider Original Master Plan Model-Cripe Revised ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: DIRECT NW Node: DIRECT NW Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 24.00 Rainfall Amount(in): 0.000 Time of Conc(min): 20.00 Area(ac): 3.327 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIRECT S1 Node: 3701 OUT WEST Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 24.00 Rainfall Amount(in): 0.000 Time of Conc(min): 28.00 Area(ac): 9.106 Time Shift(hrs): 0.00 Curve Number: 72.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIRECT SE Node: DIRECT SE Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 24.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.00 Area(ac): 5.457 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: DIRECT SW Node: DIRECT SW Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 24.00 Rainfall Amount(in): 0.000 Time of Conc(min): 30.00 Area(ac): 6.981 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OFFSITE E POND Node: POND EAST Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 20.00 Area(ac): 3.164 Time Shift(hrs): 0.00 Curve Number: 70.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: POND EAST Node: POND EAST Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 24.00 Rainfall Amount(in): 0.000 Time of Conc(min): 27.00 Area(ac): 61.686 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: POND WEST Node: POND WEST Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Scsii-24 Storm Duration(hrs): 24.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 6 Schneider Original Master Plan Model-Cripe Revised Area(ac): 51.234 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 3701 OUT WEST Base Flow(cfs): 0.000 Init Stage(ft): 874.360 Group: BASE Warn Stage(ft): 874.360 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 874.360 24.00 874.360 ------------------------------------------------------------------------------------------ Name: DIRECT NW Base Flow(cfs): 0.000 Init Stage(ft): 891.000 Group: BASE Warn Stage(ft): 891.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 891.000 24.00 891.000 ------------------------------------------------------------------------------------------ Name: DIRECT SE Base Flow(cfs): 0.000 Init Stage(ft): 881.000 Group: BASE Warn Stage(ft): 883.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 881.000 0.0100 882.000 0.0400 883.000 0.1500 ------------------------------------------------------------------------------------------ Name: DIRECT SW Base Flow(cfs): 0.000 Init Stage(ft): 898.000 Group: BASE Warn Stage(ft): 898.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 0.000 24.00 898.000 ------------------------------------------------------------------------------------------ Name: OUT EAST 3734 Base Flow(cfs): 0.000 Init Stage(ft): 881.650 Group: BASE Warn Stage(ft): 881.650 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 881.650 24.00 881.650 ------------------------------------------------------------------------------------------ Name: OUT SE Base Flow(cfs): 0.000 Init Stage(ft): 879.000 Group: BASE Warn Stage(ft): 879.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 879.000 24.00 879.000 ------------------------------------------------------------------------------------------ Name: POND EAST Base Flow(cfs): 0.000 Init Stage(ft): 898.000 Group: BASE Warn Stage(ft): 902.000 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 6 Schneider Original Master Plan Model-Cripe Revised Stage(ft) Area(ac) --------------- --------------- 898.000 16.8440 899.000 17.5280 900.000 18.2260 901.000 18.9240 901.570 19.0000 ------------------------------------------------------------------------------------------ Name: POND WEST Base Flow(cfs): 0.000 Init Stage(ft): 898.000 Group: BASE Warn Stage(ft): 901.950 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 898.000 8.8010 899.000 9.2570 900.000 9.7180 901.000 10.1820 901.950 10.2000 ========================================================================================== ==== Operating Tables ==================================================================== ========================================================================================== Name: OUTLET NE Group: BASE Type: Rating Curve Function: Head vs. Discharge Head(ft) Discharge(cfs) --------------- --------------- 898.00 0.00 898.10 0.03 898.20 0.13 898.30 0.29 898.40 0.51 898.50 0.76 898.60 1.04 898.70 1.34 898.80 1.65 898.90 1.97 899.00 2.31 899.10 2.65 899.20 2.83 899.30 2.95 899.40 3.06 899.50 3.21 899.57 3.35 899.60 3.72 899.70 6.54 899.80 10.93 899.90 16.65 900.00 23.60 900.10 31.76 900.20 41.11 900.30 51.65 900.40 63.41 900.50 76.36 900.60 90.55 900.70 105.99 900.80 122.69 900.90 140.69 901.00 159.97 901.10 180.59 901.20 202.56 901.30 225.88 901.40 250.61 901.50 276.72 901.57 295.86 ------------------------------------------------------------------------------------------ Name: OUTLET SW Group: BASE Type: Rating Curve Function: Head vs. Discharge Head(ft) Discharge(cfs) --------------- --------------- 898.00 0.00 898.10 0.03 898.20 0.12 898.30 0.26 898.40 0.45 898.50 0.69 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 6 Schneider Original Master Plan Model-Cripe Revised 898.60 0.97 898.70 1.28 898.80 1.62 898.90 1.97 899.00 2.35 899.10 2.72 899.20 3.11 899.30 3.48 899.40 3.77 899.50 4.04 899.60 4.30 899.70 4.54 899.80 4.76 899.90 4.98 899.95 5.08 900.00 6.05 900.10 10.16 900.20 16.45 900.30 24.75 900.40 35.07 900.50 47.42 900.60 61.85 900.70 78.42 900.80 97.18 900.90 118.21 901.00 141.55 901.10 167.25 901.20 195.43 901.30 226.08 901.40 259.30 901.50 295.15 901.60 333.65 901.70 374.92 901.80 418.95 901.90 465.85 901.95 490.38 ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: OUTSE From Node: DIRECT SE Length(ft): 105.00 Group: BASE To Node: OUT SE Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 21.00 21.00 Entrance Loss Coef: 0.50 Rise(in): 21.00 21.00 Exit Loss Coef: 0.00 Invert(ft): 881.000 879.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: From Node: Length(ft): 0.00 Group: BASE To Node: Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 0.00 0.00 Flow: Both Rise(in): 0.00 0.00 Entrance Loss Coef: 0.000 Invert(ft): 0.000 0.000 Exit Loss Coef: 1.000 Manning's N: 0.000000 0.000000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 6 Schneider Original Master Plan Model-Cripe Revised ==== Rating Curves ======================================================================= ========================================================================================== Name: POND EAST From Node: POND EAST Count: 1 Group: BASE To Node: OUT EAST 3734 Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: OUTLET NE 901.570 898.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ---------------------------------------------------------------------------------------------------- Name: POND WEST From Node: POND WEST Count: 1 Group: BASE To Node: 3701 OUT WEST Flow: Both TABLE ELEV ON(ft) ELEV OFF(ft) #1: OUTLET SW 901.950 898.000 #2: 0.000 0.000 #3: 0.000 0.000 #4: 0.000 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100Y-24H Filename: H:\2013\W130200\Engineering\Section 6\design\site design\drainage - jo'b\icpr\Hamilton County\100Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 5.82 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Filename: H:\2013\W130200\Engineering\Section 6\design\site design\drainage - jo'b\icpr\Hamilton County\10Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 4.19 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Filename: H:\2013\W130200\Engineering\Section 6\design\site design\drainage - jo'b\icpr\Hamilton County\2Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.93 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100Y-24H Hydrology Sim: 100Y-24H Filename: H:\2013\W130200\Engineering\Section 6\design\site design\drainage - jo'b\icpr\Hamilton County\100Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 6 Schneider Original Master Plan Model-Cripe Revised Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 10Y-24H Hydrology Sim: 10Y-24H Filename: H:\2013\W130200\Engineering\Section 6\design\site design\drainage - jo'b\icpr\Hamilton County\10Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 2Y-24H Hydrology Sim: 2Y-24H Filename: H:\2013\W130200\Engineering\Section 6\design\site design\drainage - jo'b\icpr\Hamilton County\2Y-24H.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 30.00 Min Calc Time(sec): 1.0000 Max Calc Time(sec): 100.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 30.000 10.000 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 6 Schneider Original Master Plan Model-Cripe Revised Basin Name: DIRECT NW Group Name: BASE Simulation: 100Y-24H Node Name: DIRECT NW Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 3.327 Vol of Unit Hyd (in): 1.001 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.09 Flow Max (cfs): 8.981 Runoff Volume (in): 2.569 Runoff Volume (ft3): 31029.924 -------------------------------------------------------------------------------- Basin Name: DIRECT S1 Group Name: BASE Simulation: 100Y-24H Node Name: 3701 OUT WEST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.73 Comp Time Inc (min): 3.73 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 28.00 Time Shift (hrs): 0.00 Area (ac): 9.106 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 22.703 Runoff Volume (in): 2.841 Runoff Volume (ft3): 93912.886 -------------------------------------------------------------------------------- Basin Name: DIRECT SE Group Name: BASE Simulation: 100Y-24H Node Name: DIRECT SE Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 5.457 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 16.982 Runoff Volume (in): 3.318 Runoff Volume (ft3): 65724.976 -------------------------------------------------------------------------------- Basin Name: DIRECT SW Group Name: BASE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 7 Schneider Original Master Plan Model-Cripe Revised Simulation: 100Y-24H Node Name: DIRECT SW Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 6.981 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 14.994 Runoff Volume (in): 2.569 Runoff Volume (ft3): 65109.678 -------------------------------------------------------------------------------- Basin Name: OFFSITE E POND Group Name: BASE Simulation: 100Y-24H Node Name: POND EAST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 3.164 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.09 Flow Max (cfs): 8.865 Runoff Volume (in): 2.660 Runoff Volume (ft3): 30545.756 -------------------------------------------------------------------------------- Basin Name: POND EAST Group Name: BASE Simulation: 100Y-24H Node Name: POND EAST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.60 Comp Time Inc (min): 3.60 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 27.00 Time Shift (hrs): 0.00 Area (ac): 61.686 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.18 Flow Max (cfs): 184.739 Runoff Volume (in): 3.318 Runoff Volume (ft3): 742955.993 -------------------------------------------------------------------------------- Basin Name: POND WEST Group Name: BASE Simulation: 100Y-24H Node Name: POND WEST Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 7 Schneider Original Master Plan Model-Cripe Revised Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amount (in): 5.820 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 51.234 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 159.439 Runoff Volume (in): 3.318 Runoff Volume (ft3): 617070.443 -------------------------------------------------------------------------------- Basin Name: DIRECT NW Group Name: BASE Simulation: 10Y-24H Node Name: DIRECT NW Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 3.327 Vol of Unit Hyd (in): 1.001 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 4.709 Runoff Volume (in): 1.390 Runoff Volume (ft3): 16785.638 -------------------------------------------------------------------------------- Basin Name: DIRECT S1 Group Name: BASE Simulation: 10Y-24H Node Name: 3701 OUT WEST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.73 Comp Time Inc (min): 3.73 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 28.00 Time Shift (hrs): 0.00 Area (ac): 9.106 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 12.437 Runoff Volume (in): 1.591 Runoff Volume (ft3): 52606.045 -------------------------------------------------------------------------------- Basin Name: DIRECT SE Group Name: BASE Simulation: 10Y-24H Node Name: DIRECT SE Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 7 Schneider Original Master Plan Model-Cripe Revised Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 5.457 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 10.007 Runoff Volume (in): 1.959 Runoff Volume (ft3): 38805.781 -------------------------------------------------------------------------------- Basin Name: DIRECT SW Group Name: BASE Simulation: 10Y-24H Node Name: DIRECT SW Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 6.981 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 7.767 Runoff Volume (in): 1.390 Runoff Volume (ft3): 35221.082 -------------------------------------------------------------------------------- Basin Name: OFFSITE E POND Group Name: BASE Simulation: 10Y-24H Node Name: POND EAST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 3.164 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 4.719 Runoff Volume (in): 1.456 Runoff Volume (ft3): 16723.274 -------------------------------------------------------------------------------- Basin Name: POND EAST Group Name: BASE Simulation: 10Y-24H Node Name: POND EAST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 7 Schneider Original Master Plan Model-Cripe Revised Spec Time Inc (min): 3.60 Comp Time Inc (min): 3.60 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 27.00 Time Shift (hrs): 0.00 Area (ac): 61.686 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.18 Flow Max (cfs): 108.594 Runoff Volume (in): 1.959 Runoff Volume (ft3): 438661.060 -------------------------------------------------------------------------------- Basin Name: POND WEST Group Name: BASE Simulation: 10Y-24H Node Name: POND WEST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amount (in): 4.190 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 51.234 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 93.953 Runoff Volume (in): 1.959 Runoff Volume (ft3): 364334.869 -------------------------------------------------------------------------------- Basin Name: DIRECT NW Group Name: BASE Simulation: 2Y-24H Node Name: DIRECT NW Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 3.327 Vol of Unit Hyd (in): 1.001 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 1.937 Runoff Volume (in): 0.632 Runoff Volume (ft3): 7628.888 -------------------------------------------------------------------------------- Basin Name: DIRECT S1 Group Name: BASE Simulation: 2Y-24H Node Name: 3701 OUT WEST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.73 Comp Time Inc (min): 3.73 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 7 Schneider Original Master Plan Model-Cripe Revised Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 28.00 Time Shift (hrs): 0.00 Area (ac): 9.106 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 5.511 Runoff Volume (in): 0.765 Runoff Volume (ft3): 25290.032 -------------------------------------------------------------------------------- Basin Name: DIRECT SE Group Name: BASE Simulation: 2Y-24H Node Name: DIRECT SE Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 5.457 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 5.065 Runoff Volume (in): 1.021 Runoff Volume (ft3): 20233.857 -------------------------------------------------------------------------------- Basin Name: DIRECT SW Group Name: BASE Simulation: 2Y-24H Node Name: DIRECT SW Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 6.981 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 3.080 Runoff Volume (in): 0.632 Runoff Volume (ft3): 16007.595 -------------------------------------------------------------------------------- Basin Name: OFFSITE E POND Group Name: BASE Simulation: 2Y-24H Node Name: POND EAST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 7 Schneider Original Master Plan Model-Cripe Revised Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 3.164 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 2.011 Runoff Volume (in): 0.675 Runoff Volume (ft3): 7750.679 -------------------------------------------------------------------------------- Basin Name: POND EAST Group Name: BASE Simulation: 2Y-24H Node Name: POND EAST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.60 Comp Time Inc (min): 3.60 Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 27.00 Time Shift (hrs): 0.00 Area (ac): 61.686 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.18 Flow Max (cfs): 54.746 Runoff Volume (in): 1.021 Runoff Volume (ft3): 228723.786 -------------------------------------------------------------------------------- Basin Name: POND WEST Group Name: BASE Simulation: 2Y-24H Node Name: POND WEST Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Peaking Fator: 484.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Scsii-24 Rainfall Amount (in): 2.930 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 51.234 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 47.558 Runoff Volume (in): 1.021 Runoff Volume (ft3): 189969.109 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 7 Schneider Original Master Plan Model-Cripe Revised Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft OUTSE BASE 100Y-24H 12.11 20.036 -11.285 12.17 882.691 12.13 880.600 POND EAST BASE 100Y-24H 0.00 0.000 0.000 25.34 899.033 0.00 881.650 POND WEST BASE 100Y-24H 0.00 0.000 0.000 25.26 899.548 0.00 874.360 OUTSE BASE 10Y-24H 12.26 8.364 -0.037 12.27 882.630 12.26 879.751 POND EAST BASE 10Y-24H 0.00 0.000 0.000 25.35 898.613 0.00 881.650 POND WEST BASE 10Y-24H 0.00 0.000 0.000 25.27 898.928 0.00 874.360 OUTSE BASE 2Y-24H 12.24 4.573 -0.033 12.24 882.101 12.24 879.543 POND EAST BASE 2Y-24H 0.00 0.000 0.000 25.34 898.320 0.00 881.650 POND WEST BASE 2Y-24H 0.00 0.000 0.000 25.25 898.489 0.00 874.360Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 Schneider Original Master Plan Model-Cripe Revised Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 3701 OUT WEST BASE 100Y-24H 0.00 874.360 874.360 0.0000 0 12.17 22.398 0.00 0.000 3701 OUT WEST BASE 10Y-24H 0.00 874.360 874.360 0.0000 0 12.17 12.185 0.00 0.000 3701 OUT WEST BASE 2Y-24H 0.00 874.360 874.360 0.0000 0 12.25 5.353 0.00 0.000 DIRECT NW BASE 100Y-24H 0.00 891.000 891.000 0.0000 0 12.08 8.889 0.00 0.000 DIRECT NW BASE 10Y-24H 0.00 891.000 891.000 0.0000 0 12.08 4.609 0.00 0.000 DIRECT NW BASE 2Y-24H 0.00 891.000 891.000 0.0000 0 12.17 1.860 0.00 0.000 DIRECT SE BASE 100Y-24H 12.17 882.691 883.000 0.0050 5090 12.17 16.961 12.11 20.036 DIRECT SE BASE 10Y-24H 12.27 882.630 883.000 0.0050 4818 12.17 10.003 12.26 8.364 DIRECT SE BASE 2Y-24H 12.24 882.101 883.000 0.0050 2316 12.17 5.061 12.24 4.573 DIRECT SW BASE 100Y-24H 24.01 898.000 898.000 -898.0000 0 12.17 14.565 0.00 0.000 DIRECT SW BASE 10Y-24H 24.02 898.000 898.000 -898.0000 0 12.25 7.593 0.00 0.000 DIRECT SW BASE 2Y-24H 24.02 898.000 898.000 -898.0000 0 12.25 3.076 0.00 0.000 OUT EAST 3734 BASE 100Y-24H 0.00 881.650 881.650 0.0000 0 0.00 0.000 0.00 0.000 OUT EAST 3734 BASE 10Y-24H 0.00 881.650 881.650 0.0000 0 0.00 0.000 0.00 0.000 OUT EAST 3734 BASE 2Y-24H 0.00 881.650 881.650 0.0000 0 0.00 0.000 0.00 0.000 OUT SE BASE 100Y-24H 0.00 879.000 879.000 0.0000 5 12.11 20.036 0.00 0.000 OUT SE BASE 10Y-24H 0.00 879.000 879.000 0.0000 5 12.26 8.364 0.00 0.000 OUT SE BASE 2Y-24H 0.00 879.000 879.000 0.0000 5 12.24 4.573 0.00 0.000 POND EAST BASE 100Y-24H 25.34 899.033 902.000 0.0019 764508 12.17 191.733 0.00 0.000 POND EAST BASE 10Y-24H 25.35 898.613 902.000 0.0018 751988 12.17 112.128 0.00 0.000 POND EAST BASE 2Y-24H 25.34 898.320 902.000 0.0011 743264 12.17 55.958 0.00 0.000 POND WEST BASE 100Y-24H 25.26 899.548 901.950 0.0028 414234 12.17 159.242 0.00 0.000 POND WEST BASE 10Y-24H 25.27 898.928 901.950 0.0027 401809 12.17 93.916 0.00 0.000 POND WEST BASE 2Y-24H 25.25 898.489 901.950 0.0017 393093 12.17 47.519 0.00 0.000Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1