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HomeMy WebLinkAboutWPO201900063 Other 2019-11-04Cale Elementary School Safe Routes to School AMT 17‐0013.005  Albemarle County, VA Page 1  DRAINAGE REPORT FOR CALE ELEMENTARY SCHOOL SAFE ROUTES TO SCHOOL (SRTS) ALBEMARLE COUNTY, VA Prepared By: A. Morton Thomas & Associates, Inc. October 31, 2019 Submitted To: Ms. Lisa Glass County of Albemarle Facilities Planning & Construction Division 401 McIntire Road Charlottesville, VA 22902 Phone: (434) 872-4501 Ext. 3037 Fax: (434) 293-0294 Cale Elementary School Safe Routes to School  AMT 17‐0013.005  Albemarle County, VA Page 2  TABLE OF CONTENTS BACKGROUND INFORMATION ...................................................................................................................... 3  WATER QUALITY............................................................................................................................................ 4  WATER QUANTITY ......................................................................................................................................... 5  APPENDIX A ................................................................................................................................................... 6  APPENDIX B ................................................................................................................................................... 7  Cale Elementary School Safe Routes to School  AMT 17‐0013.005  Albemarle County, VA Page 3    BACKGROUND INFORMATION Paul H. Cale Elementary School is one of fifteen elementary schools in the County of Albemarle. Located in the central portion of the County just outside the City of Charlottesville limits, Paul H. Cale Elementary School is access via Avon Street Extended. The portion of Avon Street Extended adjacent to the school is a Major Collector with a posted speed limit of 45 MPH. Avon Street Extended is a two-lane roadway section with a southbound left turn lane and northbound right turn lane at the school’s main entrance. The eastern side of Avon Street Extended south of the main entrance has an existing sidewalk while on the western side along the entire frontage of the school there is an asphalt path. There are currently plans to install sidewalk along the eastern side of Avon Street Extended north of the secondary school entrance. Therefore, the purpose of this project is to provide a safe route for children to walk to school. Part of the earlier work for this project included a Consultant Report for the Neighborhood Improvements Funding Initiative which later resulted in funding through the Safe Routes to School program. For children using the existing asphalt path on the east side of Avon Street Extended, will be to construct a mid-block crosswalk near the southern side of the school’s campus. The mid-block crossing will include various safety measures to alert drivers that pedestrians are present. These safety measures will include high visibility crosswalk markings, traffic signage, and Rectangular Rapid Flashing Beacons (RRFB). From this mid-block crossing will be a new non-ADA compliant sidewalk along the southern side of the school’s campus to the front of the school. Portions of the existing ADA compliant sidewalk and new ADA compliant sidewalk will be constructed along Avon Street Extended and the main entrance to the front of the school. A third sidewalk, ADA compliant, will connect to the planned northern sidewalk and traverse along the northern side of the school’s campus to the front of the school. Additionally, nine parallel parking spaces will be added along this sidewalk to help with the school’s parking deficiency. Associated improvements will include a new dumpster pad and enclosure, drainage facilities, and a bioretention basin for stormwater management. Figure 1 below depicts the location of the proposed pedestrian improvements. Cale Elementary School Safe Routes to School  AMT 17‐0013.005  Albemarle County, VA Page 4    Figure 1: Paul H. Cale Elementary School and the location of proposed improvements, Albemarle County, VA. The disturbed area for this project is approximately 22,215 square feet (0.51 acres). According to the Albemarle County Code Sec. 17-302, all projects greater than 10,000 square feet in disturbed area must comply with the Virginia Stormwater Management Program (VSMP) regulations, including water quality and water quantity requirements. The project will result in a net increase in the impervious area of approximately 3,718 square feet (0.085 acres). Existing drainage patterns of the site will be maintained to the extent practicable. Runoff from the project areas drains to a Point of Analysis (POA) located at the outlet of the 18-inch storm drain at the south of the project near the mid-block crossing. This is the location where the drainage from both portions of the project will converge. WATER QUALITY Water quality design calculations for this project were prepared in accordance with the Virginia Runoff Reduction Method (VRRM) spreadsheet using the Rational Method. The VRRM spreadsheet and corresponding drainage area map are included in Appendix A. The VRRM spreadsheet shows that a post development Total Phosphorus (TP) load reduction of 0.26 lb./yr. is required for this project. After extensive investigation, it was determined that a bioretention basin located along the south side of the school’s secondary entrance would be the most ideal location and method of treatment. The western section of the parallel parking will be graded to capture all runoff from the parking lot, the adjacent sidewalk to the high point and adjacent slope to the property line and release it across the northern entrance into the bioretention basin. The southern and central sidewalks will not be treated. In total 0.13 acres of managed turf and 0.11 acres of impervious surface will be Cale Elementary School Safe Routes to School  AMT 17‐0013.005  Albemarle County, VA Page 5    treated by the proposed Level 2 Bioretention Basin. With a 50% phosphorus removal efficiency rate the Level 2 Bioretention Basin will provide a phosphorus removal rate of 0.27 lb./yr. exceeding the required 0.26 lb./yr. reduction. The bioretention basin was designed using Virginia DEQ Stormwater Design Specification No.9, Date March 1, 2011. According to Table 9.3 a Level 2 Bioretention Basin shall be calculated using Surface Area (sq.ft.) = [(1.25)(Tv)]/Storage Depth. Storage Depth is found by calculating the sum of the voids of the bioretention layers. Therefore, the Surface Area ≥ (1.25)(467)/1.67 or 350 square feet. The designed basin has a surface area of 358 square feet. Information on the proposed Level 2 Bioretention Basin is included in Appendix A. WATER QUANTITY Since this project will be discharging to a man-made stormwater conveyance system, in accordance with the Virginia Administrative Code 9VAC25-870-66, channel protection will be satisfied by conveying the post-development peak flow rate from the 2-year, 24-hour storm event without causing erosion of the system. The point of analysis point is to be where either: 1. Based on land area, the site's contributing drainage area is less than or equal to 1.0% of the total watershed area; or 2. Based on peak flow rate, the site's peak flow rate from the 1-year, 24-hour storm is less than or equal to 1.0% of the existing peak flow rate from the 1-year, 24-hour storm prior to the implementation of any stormwater quantity control measures. Rather than perform a complicated analysis of the downstream system, we chose to follow subdivision 3 of 9VAC25-870-66 by using the “Energy Balance”. The “Energy Balance” uses the maximum peak flow rate from the 1-year, 24-hour storm following the land-disturbing activity shall be calculated using QDeveloped ≤ I.F. * (QPre-developed* RVPre-Developed) / RVDeveloped, where I.F. is the improvement factor. Since the site is less than 1-acre the improvement factor is equal to 0.9. Therefore, QDeveloped ≤ 0.9 *(3.55 * 0.573) / 0.567 or 3.23 cfs. From the routing results the 1-year, 24-hour storm has a runoff rate of 3.20 cfs thereby satisfying the “Energy Balance”. Table 1: Peak Flow Rates Generated from Site Storm Event Pre-Developed Conditions (cfs) Post-Developed Conditions (cfs) Change 1-Yr, 24-Hr 3.55 3.19 -0.36 2-Yr, 24-Hr 9.87 9.21 -0.66 10-Yr, 24-Hr 19.57 18.92 -0.65 Per Virginia Administrative Code 9VAC25-870-98, linear development projects are not required to control post development stormwater runoff for flooding. Supporting hydrologic calculations are located in Appendix B. Cale Elementary School Safe Routes to School  AMT 17‐0013.005  Albemarle County, VA Page 6    APPENDIX A VRRM & BMP Calculations    DEQ Virginia Runoff Reduction Method Re‐Development Compliance Spreadsheet  ‐ Version 3.0  Project Name:  Date:  Linear Development Project?Yes Site Information Post‐Development Project (Treatment Volume and Loads) 0.51 #### 20%Linear project?Yes The site's net increase in impervious cover (acres) is: 0.080145496 ✔ Post‐Development TP Load Reduction for Site (lb/yr): 0.25 ✔ Pre‐ReDevelopment Land Cover  (acres) A Soils B Soils C Soils D Soils TotalsForest/Open Space (acres) ‐‐ undisturbed forest/open space 0.00 Managed Turf (acres) ‐‐ disturbed, graded for  yards or other turf to be mowed/managed 0.05 0.34 0.39 Impervious Cover (acres)0.07 0.12 0.19 0.58 Post‐Development Land Cover  (acres) A Soils B Soils C Soils D Soils TotalsForest/Open Space (acres) ‐‐ undisturbed, protected forest/open space or reforested land 0.00 Managed Turf (acres) ‐‐ disturbed, graded for yards or other turf to be mowed/managed 0.05 0.26 0.31 Impervious Cover (acres)0.07 0.20 0.27 Area Check OK. OK. OK. OK.0.58 Constants Runoff Coefficients (Rv)Annual Rainfall (inches)43 A Soils B Soils C Soils D Soils Target Rainfall Event (inches)1.00 Forest/Open Space 0.02 0.03 0.04 0.05Total Phosphorus (TP) EMC (mg/L)0.26 Managed Turf 0.15 0.20 0.22 0.25Total Nitrogen (TN) EMC (mg/L)1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load (lb/acre/yr)0.41Pj (unitless correction factor)0.90 Pre‐ReDevelopment Listed Adjusted1 Forest/Open Space Cover (acres)0.00 0.00 Forest/Open Space  Cover (acres)0.00 Forest/Open Space  Cover (acres)0.00 Weighted Rv(forest)0.00 0.00 Weighted Rv(forest)0.00 Weighted Rv(forest)0.00 % Forest 0% 0%% Forest 0%% Forest 0% Managed Turf Cover (acres)0.39 0.31 Managed Turf Cover (acres)0.31 Managed Turf Cover (acres)0.31 Weighted Rv(turf)0.22 0.22 Weighted Rv (turf)0.22 Weighted Rv (turf)0.22 % Managed Turf 67% 62%% Managed Turf 53%% Managed Turf 62% Impervious Cover (acres)0.19 0.19 Impervious Cover (acres)0.27 ReDev. Impervious Cover (acres)0.19 New Impervious Cover (acres)0.08 Rv(impervious)0.95 0.95 Rv(impervious)0.95 Rv(impervious)0.95 Rv(impervious)0.95 % Impervious 33% 38%% Impervious 47%% Impervious 38% Total Site Area (acres)0.58 0.50 Final Site Area (acres)0.58 Total ReDev. Site Area (acres)0.50 Site Rv 0.46 0.50 Final Post Dev Site Rv 0.56 ReDev Site Rv 0.50 Pre‐ReDevelopment Treatment Volume (acre‐ft) 0.0221 0.0206 Final Post‐Development Treatment Volume      (acre‐ft) 0.0270 Post‐ReDevelopment Treatment Volume     (acre‐ft) 0.0206 Post‐Development Treatment Volume (acre‐ft) 0.0063 Pre‐ReDevelopment Treatment Volume  (cubic feet) 962 898 Final Post‐Development Treatment Volume (cubic feet) 1,174 Post‐ReDevelopment Treatment Volume     (cubic feet) 898 Post‐Development Treatment Volume (cubic feet) 276 Pre‐ReDevelopment TP Load               (lb/yr)0.60 0.56 Final Post‐Development TP Load  (lb/yr) 0.74 Post‐ReDevelopment Load (TP)             (lb/yr)*0.56 Post‐Development TP Load (lb/yr)0.17 Pre‐ReDevelopment TP Load per acre(lb/acre/yr)1.05 1.14 Final Post‐Development TP Load per acre (lb/acre/yr)1.28 Post‐ReDevelopment TP Load per acre (lb/acre/yr)1.14 0.20 Max. Reduction Required (Below Pre‐ReDevelopment Load)20% TP Load Reduction Required for Redeveloped Area  (lb/yr) 0.11 TP Load Reduction  Required for New Impervious Area (lb/yr)0.14 0.25 0.25 4.32 Cale Elementary SRTS 4/16/2019 LAND COVER SUMMARY -- POST DEVELOPMENTLAND COVER SUMMARY -- PRE-REDEVELOPMENT  Maximum reduction required: Enter Total Disturbed Area (acres) →Check: Land cover areas entered correctly? Total disturbed area entered? BMP Design Specifications List: Linear Project TP Load Reduction Required (lb/yr):  Treatment Volume and Nutrient Load Land Cover Summary‐Post (Final) 2011 Stds & Specs Land Cover Summary‐Pre Pre‐ReDevelopment TN Load (lb/yr)Final Post‐Development TN Load(Post‐ReDevelopment & New Impervious)  (lb/yr)5.28 Land Cover Summary‐Post Post‐ReDevelopment TP Load Reduction Required (lb/yr) Post‐Development Requirement for Site Area Nitrogen Loads (Informational Purposes Only) Baseline TP Load (lb/yr)(0.41 lbs/acre/yr applied to pre‐redevelopment area excluding pervious land proposed for new impervious cover) 1Adjusted Land Cover Summary:  Pre ReDevelopment land cover minus pervious land cover (forest/open space or  managed turf) acreage proposed for new impervious cover.   Adjusted total acreage is consistent with Post‐ReDevelopment acreage (minus   acreage of new impervious cover).   Column I shows load reduction requriement for new impervious cover (based on new  development load limit, 0.41 lbs/acre/year).  Post ReDev. & New Impervious Treatment Volume and Nutrient Load Land Cover Summary‐Post Post‐Development New Impervious CLEAR  ALL 2011 BMP Standards and Specifications 2013 Draft BMP Standards and Specifications data input cells constant values calculation cells final results Cale Sidewalk VRRM_ReDev_Compliance_Spreadsheet_v3_2019_10_08.xlsmD.A. ADrainage Area ADrainage Area A Land Cover  (acres)A Soils B Soils C Soils D Soils Totals Land Cover Rv`Forest/Open Space (acres)0.00 0.00Managed Turf (acres)0.140.14 0.22Impervious Cover (acres) 0.100.10 0.950.29Total0.24467Stormwater Best Management Practices (RR = Runoff Reduction)‐‐Select from dropdown lists‐‐PracticeRunoff Reduction Credit (%)Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres)Volume from Upstream Practice (ft3)Runoff Reduction (ft3)Remaining Runoff Volume (ft3)Total BMP Treatment Volume (ft3)Phosphorus Removal Efficiency (%)Phosphorus Load from Upstream Practices (lb)Untreated Phosphorus Load to Practice (lb)Phosphorus Removed By Practice (lb)Remaining Phosphorus Load (lb)Nitrogen Removal Efficiency (%)Nitrogen Load from Upstream  Practices (lbs)Untreated Nitrogen Load to Practice (lbs)Nitrogen Removed By Practice (lbs)Remaining Nitrogen Load (lbs)1. Vegetated Roof (RR)1. Vegetated Roof (RR)1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 0 0.00 0.00 0.001.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 0 0.00 0.00 0.002. Rooftop Disconnection (RR)2. Rooftop Disconnection (RR)2.a. Simple Disconnection to A/B Soils (Spec #1)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.b. Simple Disconnection to C/D Soils (Spec #1)25 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.d. To Dry Well or French Drain #1, Micro‐Infilration #1 (Spec #8)50 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.002.e. To Dry Well or French Drain #2, Micro‐Infiltration #2 (Spec #8)90 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.002.f. To Rain Garden #1, Micro‐Bioretention #1 (Spec #9)40 0 0 0 0 25 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.002.g. To Rain Garden #2, Micro‐Bioretention #2 (Spec #9)80 0 0 0 0 50 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.002.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.i. To Stormwater Planter, Urban Bioretention (Spec #9, Appendix A)40 0 0 0 0 25 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.003. Permeable Pavement  (RR)3. Permeable Pavement  (RR)3.a. Permeable Pavement #1 (Spec #7) 45 0 0 0 0 25 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.003.b. Permeable Pavement #2 (Spec #7) 75 0 0 0 25 0.00 0.00 0.00 25 0.00 0.00 0.004. Grass Channel (RR)4. Grass Channel (RR)4.a. Grass Channel A/B Soils (Spec #3) 20 0 0 0 0 15 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.004.b. Grass Channel C/D Soils (Spec #3) 10 0 0 0 0 15 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.004.c. Grass Channel with Compost Amended Soils as per specs (see Spec #4)30 0 0 0 0 15 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00`5. Dry Swale (RR)5. Dry Swale (RR)5.a. Dry Swale #1 (Spec #10) 40 0 00 0 20 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.005.b. Dry Swale #2 (Spec #10) 60 0 0 0 0 40 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.006. Bioretention (RR)6. Bioretention (RR)6.a. Bioretention #1 or Micro‐Bioretention #1 or Urban Bioretention (Spec #9)40 0 0 0 0 25 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.006.b. Bioretention #2 or Micro‐Bioretention #2 (Spec #9)80 0.14 0.10 0 374 93 467 50 0.00 0.290.26 0.03 60 0.00 2.10 1.93 0.177. Infiltration (RR)7. Infiltration (RR)7.a. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.000.000.007.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.000.000.008. Extended Detention Pond (RR)8. Extended Detention Pond (RR)8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00     Total Phosphorus Available for Removal in D.A. A (lb/yr)Post Development Treatment Volume in D.A. A (ft3)Downstream Practice to be EmployedCLEAR  BMP AREAS2 of 1611/1/201911:34 AM Cale Sidewalk VRRM_ReDev_Compliance_Spreadsheet_v3_2019_10_08.xlsmD.A. A8.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.009. Sheetflow to Filter/Open Space (RR)9.a. Sheetflow to Conservation Area, A/B Soils (Spec #2)75 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.009.b. Sheetflow to Conservation Area, C/D Soils (Spec #2)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.009.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils (Spec #2 & #4)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00TOTAL IMPERVIOUS COVER TREATED (ac)0.10AREA CHECK:OK.TOTAL MANAGED TURF AREA TREATED (ac)0.14AREA CHECK:OK.TOTAL RUNOFF REDUCTION IN D.A. A (ft3)374TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr)0.29TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.26TOTAL RUNOFF REDUCTION IN D.A. A (ft3)374TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.03NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)1.93SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS           SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only)10. Wet Swale (no RR)10.a. Wet Swale #1 (Spec #11) 0 0 0 0 0 20 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.0010.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.0011.  Filtering Practices (no RR)11.a.Filtering Practice #1 (Spec #12) 0 0 0 0 0 60 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.0011.b. Filtering Practice #2 (Spec #12) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 450.00 0.00 0.00 0.0012. Constructed Wetland (no RR)12. Constructed Wetland (no RR)12.a.Constructed Wetland #1 (Spec #13) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 250.00 0.00 0.00 0.0012.b. Constructed Wetland #2 (Spec #13) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.0013. Wet Ponds (no RR)13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.0013.b. Wet Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.000.00 20 0.00 0.00 0.00 0.0013.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.0013.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.000.00 30 0.00 0.00 0.00 0.0014.a. Manufactured Treatment Device‐Hydrodynamic0 0 0 0 0 20 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.0014.b. Manufactured Treatment Device‐Filtering 0 0 0 0 0 20 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.0014.c. Manufactured Treatment Device‐Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00TOTAL IMPERVIOUS COVER TREATED (ac)0.10AREA CHECK:OK.TOTAL MANAGED TURF AREA TREATED (ac)0.14AREA CHECK:OK.TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr)0.25TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr)0.29TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.00TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.26TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (lb/yr)0.26TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (lb/yr)0.039. Sheetflow to Filter/Open Space (RR)11.  Filtering Practices (no RR)13. Wet Ponds (no RR)14. Manufactured BMP (no RR)10. Wet Swale (Coastal Plain) (no RR)14. Manufactured Treatment Devices (no RR)3 of 1611/1/201911:34 AM Cale Sidewalk VRRM_ReDev_Compliance_Spreadsheet_v3_2019_10_08.xlsmD.A. ASEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONSNITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)1.93NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr)0.00TOTAL NITROGEN REMOVED IN D.A. A (lb/yr)1.934 of 1611/1/201911:34 AM Cale Sidewalk VRRM_ReDev_Compliance_Spreadsheet_v3_2019_10_08.xlsmD.A. BDrainage Area BDrainage Area A Land Cover  (acres)A Soils B Soils C Soils D Soils Totals Land Cover Rv`Forest/Open Space (acres)0.00 0.00Managed Turf (acres)0.050.120.17 0.21Impervious Cover (acres) 0.070.090.17 0.950.44Total0.34707Stormwater Best Management Practices (RR = Runoff Reduction)‐‐Select from dropdown lists‐‐PracticeRunoff Reduction Credit (%)Managed Turf Credit Area (acres) Impervious Cover Credit Area (acres)Volume from Upstream Practice (ft3)Runoff Reduction (ft3)Remaining Runoff Volume  (ft3)Total BMP Treatment Volume (ft3)Phosphorus Removal Efficiency (%)Phosphorus Load from Upstream Practices (lb)Untreated Phosphorus Load to Practice (lb)Phosphorus Removed By Practice (lb)Remaining Phosphorus Load (lb)Nitrogen Removal Efficiency (%)Nitrogen Load from Upstream  Practices (lbs)Untreated Nitrogen Load to Practice (lbs)Nitrogen Removed By Practice (lbs)Remaining Nitrogen Load (lbs)1. Vegetated Roof (RR)1. Vegetated Roof (RR)1.a. Vegetated Roof #1 (Spec #5) 45 0 0 0 0 0.00 0.00 0.00 0 0.00 0.00 0.001.b. Vegetated Roof #2 (Spec #5) 60 0 0 0 0 0.00 0.00 0.00 0 0.00 0.00 0.002. Rooftop Disconnection (RR)2. Rooftop Disconnection (RR)2.a. Simple Disconnection to A/B Soils (Spec #1)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.b. Simple Disconnection to C/D Soils (Spec #1)25 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.c. To Soil Amended Filter Path as per specifications (existing C/D soils) (Spec #4)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.d. To Dry Well or French Drain #1, Micro‐Infilration #1 (Spec #8)50 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.002.e. To Dry Well or French Drain #2, Micro‐Infiltration #2 (Spec #8)90 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.002.f. To Rain Garden #1, Micro‐Bioretention #1 (Spec #9)40 0 0 0 0 25 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.002.g. To Rain Garden #2, Micro‐Bioretention #2 (Spec #9)80 0 0 0 0 50 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.002.h. To Rainwater Harvesting (Spec #6) 0 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.002.i. To Stormwater Planter, Urban Bioretention (Spec #9, Appendix A)40 0 0 0 0 25 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.003. Permeable Pavement  (RR)3. Permeable Pavement  (RR)3.a. Permeable Pavement #1 (Spec #7) 45 0 0 0 0 25 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.003.b. Permeable Pavement #2 (Spec #7) 75 0 0 0 25 0.00 0.00 0.00 25 0.00 0.00 0.004. Grass Channel (RR)4. Grass Channel (RR)4.a. Grass Channel A/B Soils (Spec #3) 20 0 0 0 0 15 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.004.b. Grass Channel C/D Soils (Spec #3) 10 0 0 0 0 15 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.004.c. Grass Channel with Compost Amended Soils as per specs (see Spec #4)30 0 0 0 0 15 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00`5. Dry Swale (RR)5. Dry Swale (RR)5.a. Dry Swale #1 (Spec #10) 40 0 0 0 0 20 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.005.b. Dry Swale #2 (Spec #10) 60 0 0 0 0 40 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.006. Bioretention (RR)6. Bioretention (RR)6.a. Bioretention #1 or Micro‐Bioretention #1 or Urban Bioretention (Spec #9)40 0 0 0 0 25 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00     Total Phosphorus Available for Removal in D.A. B (lb/yr)Post Development Treatment Volume in D.A. B (ft3)Downstream Practice to be EmployedNoneCLEAR  BMP AREAS5 of 1611/1/201911:34 AM Cale Sidewalk VRRM_ReDev_Compliance_Spreadsheet_v3_2019_10_08.xlsmD.A. B6.b. Bioretention #2 or Micro‐Bioretention #2 (Spec #9)80 0 0 0 0 50 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.007. Infiltration (RR)7. Infiltration (RR)7.a. Infiltration #1 (Spec #8) 50 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.007.b. Infiltration #2 (Spec #8) 90 0 0 0 0 25 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.008. Extended Detention Pond (RR)8. Extended Detention Pond (RR)8.a. ED #1 (Spec #15) 0 0 0 0 0 15 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.008.b. ED #2 (Spec #15) 15 0 0 0 0 15 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.009. Sheetflow to Filter/Open Space (RR)9.a. Sheetflow to Conservation Area, A/B Soils (Spec #2)75 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.009.b. Sheetflow to Conservation Area, C/D Soils (Spec #2)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.009.c. Sheetflow to Vegetated Filter Strip, A Soils or Compost Amended B/C/D Soils (Spec #2 & #4)50 0 0 0 0 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00TOTAL IMPERVIOUS COVER TREATED (ac)0.00AREA CHECK:OK.TOTAL TURF AREA TREATED (ac)0.00AREA CHECK:OK.TOTAL RUNOFF REDUCTION IN D.A. B (ft3)0TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr)0.44TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.00TOTAL RUNOFF REDUCTION IN D.A. B (ft3)0TOTAL PHOSPHORUS REMAINING AFTER APPLYING RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.44NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.00SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS           SEE WATER QUALITY COMPLIANCE TAB FOR SITE CALCULATIONS (Information Only)10. Wet Swale (no RR)10.a. Wet Swale #1 (Spec #11) 0 0 0 0 0 20 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.0010.b. Wet Swale #2 (Spec #11) 0 0 0 0 0 40 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.0011.  Filtering Practices (no RR)11.a.Filtering Practice #1 (Spec #12) 0 0 0 0 0 60 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.0011.b. Filtering Practice #2 (Spec #12) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 450.00 0.00 0.00 0.0012. Constructed Wetland (no RR)12. Constructed Wetland (no RR)12.a.Constructed Wetland #1 (Spec #13) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 250.00 0.00 0.00 0.0012.b. Constructed Wetland #2 (Spec #13) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.0013. Wet Ponds (no RR)13.a. Wet Pond #1 (Spec #14) 0 0 0 0 0 50 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.0013.b. Wet Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.000.00 20 0.00 0.00 0.00 0.0013.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.0013.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.000.00 30 0.00 0.00 0.00 0.009. Sheetflow to Filter/Open Space (RR)10. Wet Swale (Coastal Plain) (no RR)11.  Filtering Practices (no RR)13. Wet Ponds (no RR)6 of 1611/1/201911:34 AM Cale Sidewalk VRRM_ReDev_Compliance_Spreadsheet_v3_2019_10_08.xlsmD.A. B14.a. Manufactured Treatment Device‐Hydrodynamic0 0 0 0 0 20 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.0014.b. Manufactured Treatment Device‐Filtering 0 0 0 0 0 50 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.0014.c. Manufactured Treatment Device‐Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00TOTAL IMPERVIOUS COVER TREATED (ac)0.00AREA CHECK:OK.TOTAL MANAGED TURF AREA TREATED (ac)0.00AREA CHECK:OK.TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr)0.25TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. B (lb/yr)0.44TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.00TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.00TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. B (lb/yr)0.00TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. B (lb/yr)0.44SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONSNITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.00NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. B (lb/yr)0.00TOTAL NITROGEN REMOVED IN D.A. B (lb/yr)0.0014. Manufactured Treatment Devices (no RR)14. Manufactured BMP (no RR)7 of 1611/1/201911:34 AM Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac)0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER (ac)0.10 0.17 0.00 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac)0.10 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA (ac)0.14 0.17 0.00 0.00 0.00 OK. MANAGED TURF AREA TREATED (ac)0.14 0.00 0.00 0.00 0.00 OK. AREA CHECK  OK. OK. OK. OK. OK. Site Treatment Volume (ft3)1,174 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft3)3740000374 TP LOAD AVAILABLE FOR REMOVAL  (lb/yr)0.29 0.44 0.00 0.00 0.00 0.74 TP LOAD REDUCTION ACHIEVED  (lb/yr)0.26 0.00 0.00 0.00 0.00 0.26 TP LOAD REMAINING  (lb/yr)0.03 0.44 0.00 0.00 0.00 0.47 NITROGEN LOAD REDUCTION ACHIEVED  (lb/yr)1.93 0.00 0.00 0.00 0.00 1.93 Total Phosphorus  LINEAR PROJECT: FINAL POST‐DEVELOPMENT TP LOAD (lb/yr)‐‐0.74 TP LOAD REDUCTION REQUIRED (lb/yr)‐‐0.25 TP LOAD REDUCTION ACHIEVED  (lb/yr)‐‐0.26 TP LOAD REMAINING (lb/yr):‐‐0.47 REMAINING TP LOAD REDUCTION REQUIRED (lb/yr):‐‐0.00 Total Nitrogen (For Information Purposes) POST‐DEVELOPMENT LOAD (lb/yr)5.28 NITROGEN LOAD REDUCTION ACHIEVED  (lb/yr)1.93 REMAINING POST‐DEVELOPMENT NITROGEN LOAD (lb/yr)3.35 ** TARGET TP REDUCTION EXCEEDED BY 0.01 LB/YEAR ** Runoff Volume and Curve Number Calculations 1‐year storm 2‐year storm 10‐year storm 3.04 3.68 5.57 *Notes (see below): A Soils B Soils C Soils D Soils Total Area (acres):0.24 Area (acres) 0.00 0.00 0.00 0.00 CN 30 55 70 77 374 Area (acres) 0.00 0.00 0.14 0.00 CN 39 61 74 80 Area (acres) 0.00 0.00 0.10 0.00 CN 98 98 98 98 CN(D.A. A) 84 1‐year storm 2‐year storm 10‐year storm 1.55 2.09 3.80 1.12 1.66 3.37 Adjusted CN*77 78 80 *See Notes above A Soils B Soils C Soils D Soils Total Area (acres):0.34 Area (acres) 0.00 0.00 0.00 0.00CN30 55 70 77 0Area (acres) 0.00 0.05 0.12 0.00CN39 61 74 80 Area (acres) 0.00 0.07 0.09 0.00CN98 98 98 98 CN(D.A. B) 84 1‐year storm 2‐year storm 10‐year storm 1.55 2.09 3.80 1.55 2.09 3.80 Adjusted CN*84 84 84 *See Notes above A Soils B Soils C Soils D Soils Total Area (acres):0.00 Area (acres) 0.00 0.00 0.00 0.00CN30 55 70 77 0 Area (acres) 0.00 0.00 0.00 0.00CN39 61 74 80 Area (acres) 0.00 0.00 0.00 0.00CN98 98 98 98 CN(D.A. C) 0 1‐year storm 2‐year storm 10‐year storm 0.00 0.00 0.00 0.00 0.00 0.00 Adjusted CN*000 *See Notes above A Soils B Soils C Soils D Soils Total Area (acres):0.00 Area (acres) 0.00 0.00 0.00 0.00CN30 55 70 77 0 Area (acres) 0.00 0.00 0.00 0.00CN39 61 74 80 Area (acres) 0.00 0.00 0.00 0.00CN98 98 98 98 CN(D.A. D) 0 1‐year storm 2‐year storm 10‐year storm 0.00 0.00 0.00 0.00 0.00 0.00 Adjusted CN*000 *See Notes above A Soils B Soils C Soils D Soils Total Area (acres):0.00 Area (acres) 0.00 0.00 0.00 0.00 CN 30 55 70 77 0 Area (acres) 0.00 0.00 0.00 0.00CN39 61 74 80 Area (acres) 0.00 0.00 0.00 0.00CN98 98 98 98 CN(D.A. E)0 1‐year storm 2‐year storm 10‐year storm 0.00 0.00 0.00 0.00 0.00 0.00 Adjusted CN*000 *See Notes above . Runoff Reduction  Volume (ft3): [1] The curve numbers and runoff volumes computed in this spreadsheet for each drainage area are limited in their applicability for determining and demonstrating compliance with water quantity requirements. See VRRM User's Guide and Documentation for additional information. [2] Runoff Volume (RV) for pre‐ and post‐development drainage areas must be in volumetric units (e.g., acre‐feet or cubic feet) when using the Energy Balance Equation. Runoff measured in  watershed‐inches and shown in the spreadsheet as RV(watershed‐inch) can only be used in the Energy Balance Equation when the pre‐ and post‐development drainage areas are equal. Otherwise  RV(watershed‐inch) must be multiplied by the drainage area. [3] Adjusted CNs are based on runoff reduction volumes as calculated in D.A. tabs. An alternative CN adjustment calculation for Vegetated Roofs is included in BMP specification No. 5. Enter design storm rainfall depths (in): Drainage Area E RVDeveloped (watershed‐inch) with Runoff Reduction* Impervious Cover  Impervious Cover  RVDeveloped (watershed‐inch) with no Runoff Reduction* RVDeveloped (watershed‐inch) with Runoff Reduction* Forest/Open Space ‐‐ undisturbed, protected  forest/open space or reforested land Forest/Open Space ‐‐ undisturbed, protected  forest/open space or reforested land Runoff Reduction  Volume (ft3): Runoff Reduction  Volume (ft3): RVDeveloped (watershed‐inch) with no Runoff Reduction* RVDeveloped (watershed‐inch) with Runoff Reduction* Forest/Open Space ‐‐ undisturbed, protected  forest/open space or reforested land Managed Turf ‐‐ disturbed, graded for yards or other  turf to be mowed/managed Impervious Cover  RVDeveloped (watershed‐inch) with no Runoff Reduction* Managed Turf ‐‐ disturbed, graded for yards or other  turf to be mowed/managed Managed Turf ‐‐ disturbed, graded for yards or other  turf to be mowed/managed Managed Turf ‐‐ disturbed, graded for yards or other  turf to be mowed/managed RVDeveloped (watershed‐inch) with Runoff Reduction* Drainage Area C Drainage Area D RVDeveloped (watershed‐inch) with no Runoff Reduction* Impervious Cover  Runoff Reduction  Volume (ft3): Runoff Reduction  Volume (ft3): Drainage Area B Forest/Open Space ‐‐ undisturbed, protected  forest/open space or reforested land Drainage Area Curve Numbers and Runoff Depths* Curve numbers (CN, CNadj) and runoff depths (RVDeveloped) are computed with and without reduction practices. RVDeveloped (watershed‐inch) with Runoff Reduction* Impervious Cover  Drainage Area A RVDeveloped (watershed‐inch) with no Runoff Reduction* Managed Turf ‐‐ disturbed, graded for yards or other  turf to be mowed/managed Forest/Open Space ‐‐ undisturbed, protected  forest/open space or reforested land Use NOAA Atlas 14 (http://hdsc.nws.noaa.gov/hdsc/pfds/) Virginia Runoff Reduction Method WorksheetDEQ Virginia Runoff Reduction Method Re‐Development Compliance Spreadsheet  ‐ Version 3.0 BMP Design Specifications List:2011 Stds & SpecsDate: 43571430.51Site Land Cover SummaryPre‐ReDevelopment Land Cover  (acres)A soils B Soils C Soils D Soils Totals% of TotalForest/Open (acres)0.00 0.00 0.00 0.00 0.00 0Managed Turf (acres)0.00 0.05 0.34 0.00 0.39 67Impervious Cover (acres)0.00 0.07 0.12 0.00 0.19 330.58 100Post‐ReDevelopment Land Cover  (acres)A soils B Soils C Soils D Soils Totals% of TotalForest/Open (acres)0.00 0.00 0.00 0.00 0.00 0Managed Turf (acres)0.00 0.05 0.26 0.00 0.31 53Impervious Cover (acres)0.00 0.07 0.20 0.00 0.27 470.58 100Site Tv and Land Cover Nutrient LoadsPost‐ReDevelopmentPost‐Development (New Impervious)Adjusted Pre‐ReDevelopmentPre‐ReDevelopment TP Load per acre(lb/acre/yr)Final Post‐Development TP Load per acre (lb/acre/yr)Post‐ReDevelopment TP Load per acre (lb/acre/yr)Site Rv0.50 0.95 0.501.14 1.28 1.14Treatment Volume (ft3) 898 276 898TP Load (lb/yr)0.56 0.17 0.56Total TP Load Reduction Required (lb/yr)N/A*** N/A******This is a linear development projectPre‐ReDevelopmentTN Load (lb/yr)4.32Final Post‐Development Load (Post‐ReDevelopment & New Impervious) 5.280.25Final Post‐Development (Post‐ReDevelopment & New Impervious)0.561,1740.74Total Disturbed Acreage: Total Rainfall (in):Site Summary ‐ Linear Development Project***Project Title: Cale Elementary SRTSSummary Print Virginia Runoff Reduction Method WorksheetSite Compliance Summary ‐***Linear Development ProjectTotal Runoff Volume Reduction (ft3)  374Total TP Load Reduction Achieved (lb/yr)0.26Total TN Load Reduction Achieved (lb/yr)1.93Remaining Post Development TP Load (lb/yr)0.47Remaining TP Load Reduction (lb/yr) Required0.00** TARGET TP REDUCTION EXCEEDED BY 0.01 LB/YEAR **Maximum % Reduction Required Below Pre‐ReDevelopment Load20%Summary Print Virginia Runoff Reduction Method WorksheetDrainage Area SummaryD.A. A D.A. BD.A. C D.A. D D.A. ETotalForest/Open (acres)0.00 0.00 0.00 0.00 0.00 0.00Managed Turf (acres)0.14 0.17 0.00 0.00 0.00 0.31Impervious Cover (acres)0.10 0.17 0.00 0.00 0.00 0.27Total Area (acres)0.24 0.34 0.00 0.00 0.00 0.58Drainage Area Compliance SummaryD.A. A D.A. BD.A. C D.A. D D.A. ETotalTP Load Reduced (lb/yr)0.26 0.00 0.00 0.00 0.00 0.26TN Load Reduced (lb/yr)1.93 0.00 0.00 0.00 0.00 1.93Summary Print Virginia Runoff Reduction Method WorksheetDrainage Area A SummaryLand Cover SummaryA Soils B Soils C Soils D Soils Total% of TotalForest/Open (acres)0.00 0.00 0.00 0.00 0.00 0Managed Turf (acres)0.00 0.00 0.14 0.00 0.14 57Impervious Cover (acres)0.00 0.00 0.10 0.00 0.10 430.24BMP SelectionsPracticeManaged Turf Credit Area (acres)Impervious Cover Credit Area (acres)BMP Treatment Volume (ft3)TP Load from Upstream Practices (lbs)Untreated TP Load to Practice (lbs)TP Removed (lb/yr)TP Remaining (lb/yr)Downstream Treatment to be Employed6.b. Bioretention #2 or Micro‐Bioretention #2 (Spec #9)0.055 0.094 368.08 0.00 0.23 0.21 0.02Total Impervious Cover Treated (acres)0.10Total Turf Area Treated (acres) 0.14Total TP Load Reduction Achieved in D.A. (lb/yr)0.26Total TN Load Reduction Achieved in D.A. (lb/yr)1.93Summary Print Virginia Runoff Reduction Method WorksheetDrainage Area B SummaryLand Cover SummaryA Soils B Soils C Soils D Soils Total% of TotalForest/Open (acres)0.00 0.00 0.00 0.00 0.00 0Managed Turf (acres)0.00 0.05 0.12 0.00 0.17 50Impervious Cover (acres)0.00 0.07 0.09 0.00 0.17 500.34BMP SelectionsPracticeManaged Turf Credit Area (acres)Impervious Cover Credit Area (acres)BMP Treatment Volume (ft3)TP Load from Upstream Practices (lbs)Untreated TP Load to Practice (lbs)TP Removed (lb/yr)TP Remaining (lb/yr)Downstream Treatment to be EmployedTotal Impervious Cover Treated (acres)0.00Total Turf Area Treated (acres) 0.00Total TP Load Reduction Achieved in D.A. (lb/yr)0.00Total TN Load Reduction Achieved in D.A. (lb/yr)0.00Summary Print Virginia Runoff Reduction Method WorksheetRunoff Volume and CN Calculations1‐year storm 2‐year storm  10‐year storm Target Rainfall Event (in)3.04 3.68 5.57Drainage Areas RV & CN Drainage Area A Drainage Area B Drainage Area C Drainage Area D Drainage Area ECN84 84 0 0 0RR (ft3)374 0 0 0 0RV wo RR (ws‐in)1.55 1.55 0.00 0.00 0.00RV w RR (ws‐in)1.12 1.55 0.00 0.00 0.00CN adjusted77 84 0 0 0RV wo RR (ws‐in)2.09 2.09 0.00 0.00 0.00RV w RR (ws‐in)1.66 2.09 0.00 0.00 0.00CN adjusted78 84 0 0 0RV wo RR (ws‐in)3.80 3.80 0.00 0.00 0.00RV w RR (ws‐in)3.37 3.80 0.00 0.00 0.00CN adjusted80 84 0 0 01‐year return period2‐year return period10‐year return periodSummary Print Hydrologic Soil Group—Albemarle County, Virginia Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/21/2019 Page 1 of 442080004208100420820042083004208400420850042086004208100420820042083004208400420850042086004208700719000719100719200719300719400719500719600719700719800719900720000720100 719100 719200 719300 719400 719500 719600 719700 719800 719900 720000 720100 37° 59' 58'' N 78° 30' 21'' W37° 59' 58'' N78° 29' 35'' W37° 59' 34'' N 78° 30' 21'' W37° 59' 34'' N 78° 29' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:5,090 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available 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 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: 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: Albemarle County, Virginia Survey Area Data: Version 12, Aug 29, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2015—Mar 10, 2017 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. Hydrologic Soil Group—Albemarle County, Virginia Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/21/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13C Catoctin very stony silt loam, 7 to 15 percent slopes B 5.4 4.1% 21B Culpeper fine sandy loam, 2 to 7 percent slopes B 5.8 4.4% 32C Fluvanna silt loam, 7 to 15 percent slopes C 0.6 0.5% 39C Hazel loam, 7 to 15 percent slopes B 5.2 3.9% 39D Hazel loam, 15 to 25 percent slopes B 4.2 3.2% 58B Myersville silt loam, 2 to 7 percent slopes B 7.9 6.0% 58C Myersville silt loam, 7 to 15 percent slopes B 37.9 28.6% 58D Myersville silt loam, 15 to 25 percent slopes B 5.9 4.4% 59C Myersville very stony silt loam, 7 to 15 percent slopes B 1.9 1.4% 63B Orange silt loam, 2 to 7 percent slopes C/D 12.6 9.5% 71B Rabun clay loam, 2 to 7 percent slopes B 7.5 5.7% 72B3 Rabun clay, 2 to 7 percent slopes, severely eroded B 9.7 7.3% 72C3 Rabun clay, 7 to 15 percent slopes, severely eroded B 19.3 14.6% 72D3 Rabun clay, 15 to 25 percent slopes, severely eroded B 0.1 0.1% 77 Riverview-Chewacla complex B 4.5 3.4% 88 Udorthents, loamy 3.9 3.0% Totals for Area of Interest 132.5 100.0% Hydrologic Soil Group—Albemarle County, Virginia Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/21/2019 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Albemarle County, Virginia Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/21/2019 Page 4 of 4 Cale Elementary School Safe Routes to School  AMT 17‐0013.005  Albemarle County, VA Page 7    APPENDIX B Hydraulic & Hydrologic Calculations                                       N 17-0013.005 A. MORTON THOMAS AND ASSOCIATES, INC. CONSULTING ENGINEERS 100 GATEWAY CENTRE PARKWAY, SUITE 200 RICHMOND, VA 23235 PHONE (804) 276-6231 EMAIL: AMT1@AMTENGINEERING.COM MARK DESCRIPTION SHEET TITLE PROJECT NO: SCALE: DESIGNED BY: DRAWN BY: CHECKED BY: DATE SHEET OF CALE ELEMENTARY SCHOOL SAFE ROUTES TO SCHOOL (SRTS) 1757 AVON STREET EXT CHARLOTTESVILLE, VA 22902 2 CER MPH DEC PRE 1 PRE-DEVELOPED CONDITIONS 1"=60' N 17-0013.005 A. MORTON THOMAS AND ASSOCIATES, INC. CONSULTING ENGINEERS 100 GATEWAY CENTRE PARKWAY, SUITE 200 RICHMOND, VA 23235 PHONE (804) 276-6231 EMAIL: AMT1@AMTENGINEERING.COM MARK DESCRIPTION SHEET TITLE PROJECT NO: SCALE: DESIGNED BY: DRAWN BY: CHECKED BY: DATE SHEET OF CALE ELEMENTARY SCHOOL SAFE ROUTES TO SCHOOL (SRTS) 1757 AVON STREET EXT CHARLOTTESVILLE, VA 22902 2 CER MPH DEC POST 1 POST-DEVELOPED CONDITIONS 1"=60' DA-1 Drainage Area 1 DA-2 Drainage Area 2 DA-3 Drainage Area 3 DA-4 Drainage Area 4 DA-5 Drainage Area 5 DA-6 Drainage Area 6 DA-7 Drainage Area 7 3PCB Proposed Curb Inlet B1 North Bioretention B2 South Bioretention E1 North Detention E2 South Detention P1 CB Proposed Inlet North Sidewalk P2 CB P2 P3 CB Existing Inlet Near Building O1 North Pipe Across Avon O2 South Pipe Acros Avon POA Point of Analysis Routing Diagram for Cale Elementary Storm System Pre Development Prepared by {enter your company name here}, Printed 10/31/2019 HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: Drainage Area 1 Runoff =0.57 cfs @ 11.98 hrs, Volume=0.027 af, Depth=1.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 8,256 71 Meadow, non-grazed, HSG C 3,244 98 Paved parking, HSG B 11,500 79 Weighted Average 8,256 71.79% Pervious Area 3,244 28.21% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.3 125 0.1120 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.78" Subcatchment DA-1: Drainage Area 1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=11,500 sf Runoff Volume=0.027 af Runoff Depth=1.22" Flow Length=125' Slope=0.1120 '/' Tc=6.3 min CN=79 0.57 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 19HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond P3: Existing Inlet Near Building Inflow Area =0.264 ac,28.21% Impervious, Inflow Depth = 1.22" for 1-Yr event Inflow =0.57 cfs @ 11.98 hrs, Volume=0.027 af Outflow =0.57 cfs @ 11.98 hrs, Volume=0.027 af, Atten= 0%, Lag= 0.0 min Primary =0.57 cfs @ 11.98 hrs, Volume=0.027 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 585.27' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 584.92'15.0" Round Culvert L= 211.0' Square-edged headwall, Ke= 0.500 Inlet / Outlet Invert= 584.92' / 573.09' S= 0.0561 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.57 cfs @ 11.98 hrs HW=585.27' (Free Discharge) 1=Culvert (Inlet Controls 0.57 cfs @ 2.02 fps) Pond P3: Existing Inlet Near Building Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.264 ac Peak Elev=585.27' 15.0" Round Culvert n=0.011 L=211.0' S=0.0561 '/' 0.57 cfs 0.57 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2: Drainage Area 2 Runoff =0.86 cfs @ 12.00 hrs, Volume=0.044 af, Depth=1.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 17,929 71 Meadow, non-grazed, HSG C 3,895 98 Paved parking, HSG C 21,824 76 Weighted Average 17,929 82.15% Pervious Area 3,895 17.85% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 7.7 150 0.0990 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.78" 0.2 58 0.0990 4.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 22 0.0230 4.07 4.07 Channel Flow, Area= 1.0 sf Perim= 4.0' r= 0.25' n= 0.022 Earth, clean & straight 8.0 230 Total Subcatchment DA-2: Drainage Area 2 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=21,824 sf Runoff Volume=0.044 af Runoff Depth=1.04" Flow Length=230' Tc=8.0 min CN=76 0.86 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 17HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond P1: Proposed Inlet North Sidewalk Inflow Area =0.501 ac,17.85% Impervious, Inflow Depth = 1.04" for 1-Yr event Inflow =0.86 cfs @ 12.00 hrs, Volume=0.044 af Outflow =0.86 cfs @ 12.00 hrs, Volume=0.044 af, Atten= 0%, Lag= 0.0 min Primary =0.86 cfs @ 12.00 hrs, Volume=0.044 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 585.04' @ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 584.60'15.0" Round Culvert L= 57.0' Ke= 0.500 Inlet / Outlet Invert= 584.60' / 583.14' S= 0.0256 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.86 cfs @ 12.00 hrs HW=585.04' (Free Discharge) 1=Culvert (Inlet Controls 0.86 cfs @ 2.25 fps) Pond P1: Proposed Inlet North Sidewalk Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.501 ac Peak Elev=585.04' 15.0" Round Culvert n=0.011 L=57.0' S=0.0256 '/' 0.86 cfs 0.86 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 18HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond P2: P2 Inflow Area =0.765 ac,21.42% Impervious, Inflow Depth = 1.10" for 1-Yr event Inflow =1.41 cfs @ 11.99 hrs, Volume=0.070 af Outflow =1.41 cfs @ 11.99 hrs, Volume=0.070 af, Atten= 0%, Lag= 0.0 min Primary =1.41 cfs @ 11.99 hrs, Volume=0.070 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 583.74' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 583.09'15.0" Round Culvert L= 14.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 583.09' / 582.71' S= 0.0271 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.41 cfs @ 11.99 hrs HW=583.74' (Free Discharge) 1=Culvert (Inlet Controls 1.41 cfs @ 2.17 fps) Pond P2: P2 Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.765 ac Peak Elev=583.74' 15.0" Round Culvert n=0.011 L=14.0' S=0.0271 '/' 1.41 cfs 1.41 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-3: Drainage Area 3 Runoff =4.75 cfs @ 11.96 hrs, Volume=0.225 af, Depth=2.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description 0.260 71 Meadow, non-grazed, HSG C *0.970 98 1.230 92 Weighted Average 0.260 21.14% Pervious Area 0.970 78.86% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1 92 0.0230 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.78" 0.7 211 0.0570 4.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.2 Direct Entry, 5.0 303 Total Subcatchment DA-3: Drainage Area 3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=1.230 ac Runoff Volume=0.225 af Runoff Depth=2.20" Flow Length=303' Tc=5.0 min CN=92 4.75 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 9HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond B1: North Bioretention Inflow Area =1.230 ac,78.86% Impervious, Inflow Depth = 2.20" for 1-Yr event Inflow =4.75 cfs @ 11.96 hrs, Volume=0.225 af Outflow =3.88 cfs @ 12.00 hrs, Volume=0.225 af, Atten= 18%, Lag= 2.7 min Primary =0.01 cfs @ 12.00 hrs, Volume=0.008 af Secondary =3.87 cfs @ 12.00 hrs, Volume=0.218 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 581.61' @ 12.00 hrs Surf.Area= 2,489 sf Storage= 1,411 cf Plug-Flow detention time= 13.1 min calculated for 0.225 af (100% of inflow) Center-of-Mass det. time= 13.1 min ( 808.6 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 581.00'3,276 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 581.00 2,128 231.0 0 0 2,128 582.00 2,733 256.7 2,424 2,424 3,155 582.30 2,950 265.0 852 3,276 3,508 Device Routing Invert Outlet Devices #1 Primary 580.00'6.0" Round Culvert L= 80.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 580.00' / 579.20' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Secondary 581.00'3.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Device 1 581.00'0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 560.00' Primary OutFlow Max=0.01 cfs @ 12.00 hrs HW=581.61' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.87 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) Secondary OutFlow Max=3.87 cfs @ 12.00 hrs HW=581.61' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.87 cfs @ 2.11 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 10HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond B1: North Bioretention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.230 ac Peak Elev=581.61' Storage=1,411 cf 4.75 cfs 3.88 cfs 0.01 cfs 3.87 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-4: Drainage Area 4 Runoff =0.57 cfs @ 11.97 hrs, Volume=0.026 af, Depth=0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description 0.401 71 Meadow, non-grazed, HSG C 0.401 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-4: Drainage Area 4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=0.401 ac Runoff Volume=0.026 af Runoff Depth=0.78" Tc=5.0 min CN=71 0.57 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 13HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond E1: North Detention Inflow Area =2.396 ac,47.32% Impervious, Inflow Depth = 1.61" for 1-Yr event Inflow =5.80 cfs @ 12.00 hrs, Volume=0.322 af Outflow =2.16 cfs @ 12.15 hrs, Volume=0.322 af, Atten= 63%, Lag= 9.5 min Primary =2.16 cfs @ 12.15 hrs, Volume=0.322 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 581.31' @ 12.15 hrs Surf.Area= 4,000 sf Storage= 2,887 cf Plug-Flow detention time= 8.4 min calculated for 0.322 af (100% of inflow) Center-of-Mass det. time= 8.4 min ( 831.8 - 823.4 ) Volume Invert Avail.Storage Storage Description #1 580.00'6,583 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 580.00 860 151.0 0 0 860 581.00 2,972 257.0 1,810 1,810 4,308 582.00 6,838 341.9 4,773 6,583 8,365 Device Routing Invert Outlet Devices #1 Primary 578.91'15.0" Round Culvert L= 26.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 578.91' / 577.37' S= 0.0592 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 579.00'8.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 579.00' / 578.95' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 1 581.30'1.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 581.90'5.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=2.07 cfs @ 12.15 hrs HW=581.31' (Free Discharge) 1=Culvert (Passes 2.07 cfs of 9.84 cfs potential flow) 2=Culvert (Inlet Controls 1.87 cfs @ 5.34 fps) 3=Orifice/Grate (Weir Controls 0.20 cfs @ 0.32 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=580.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 14HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond E1: North Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.396 ac Peak Elev=581.31' Storage=2,887 cf 5.80 cfs 2.16 cfs 2.16 cfs 0.00 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 20HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link O1: North Pipe Across Avon Inflow Area =2.396 ac,47.32% Impervious, Inflow Depth = 1.61" for 1-Yr event Inflow =2.16 cfs @ 12.15 hrs, Volume=0.322 af Primary =2.16 cfs @ 12.15 hrs, Volume=0.322 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link O1: North Pipe Across Avon Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=2.396 ac 2.16 cfs 2.16 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 5HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-5: Drainage Area 5 Runoff =4.29 cfs @ 11.96 hrs, Volume=0.201 af, Depth=2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description 0.250 71 Meadow, non-grazed, HSG C *0.856 98 0.040 58 Meadow, non-grazed, HSG B 1.146 91 Weighted Average 0.290 25.31% Pervious Area 0.856 74.69% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-5: Drainage Area 5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=1.146 ac Runoff Volume=0.201 af Runoff Depth=2.11" Tc=5.0 min CN=91 4.29 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 11HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond B2: South Bioretention Inflow Area =1.146 ac,74.69% Impervious, Inflow Depth = 2.11" for 1-Yr event Inflow =4.29 cfs @ 11.96 hrs, Volume=0.201 af Outflow =2.23 cfs @ 12.04 hrs, Volume=0.201 af, Atten= 48%, Lag= 4.9 min Primary =0.08 cfs @ 12.04 hrs, Volume=0.131 af Secondary =2.15 cfs @ 12.04 hrs, Volume=0.070 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 582.29' @ 12.04 hrs Surf.Area= 3,245 sf Storage= 3,392 cf Plug-Flow detention time= 254.2 min calculated for 0.201 af (100% of inflow) Center-of-Mass det. time= 254.2 min ( 1,054.6 - 800.4 ) Volume Invert Avail.Storage Storage Description #1 581.00'3,411 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 581.00 1,999 240.1 0 0 1,999 582.00 2,985 255.5 2,476 2,476 2,655 582.30 3,250 265.0 935 3,411 3,056 Device Routing Invert Outlet Devices #1 Primary 576.92'6.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 576.92' / 575.10' S= 0.0182 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Secondary 582.00'5.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Device 1 581.00'1.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 570.00' Primary OutFlow Max=0.08 cfs @ 12.04 hrs HW=582.29' (Free Discharge) 1=Culvert (Passes 0.08 cfs of 1.59 cfs potential flow) 3=Exfiltration ( Controls 0.08 cfs) Secondary OutFlow Max=2.15 cfs @ 12.04 hrs HW=582.29' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 2.15 cfs @ 1.46 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 12HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond B2: South Bioretention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=1.146 ac Peak Elev=582.29' Storage=3,392 cf 4.29 cfs 2.23 cfs 0.08 cfs 2.15 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 6HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-6: Drainage Area 6 Runoff =0.54 cfs @ 11.98 hrs, Volume=0.026 af, Depth=0.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description 0.390 71 Meadow, non-grazed, HSG C 0.033 58 Meadow, non-grazed, HSG B 0.423 70 Weighted Average 0.423 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.5 100 0.1000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 2.78" Subcatchment DA-6: Drainage Area 6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=0.423 ac Runoff Volume=0.026 af Runoff Depth=0.74" Flow Length=100' Slope=0.1000 '/' Tc=5.5 min CN=70 0.54 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 15HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond E2: South Detention Inflow Area =1.569 ac,54.56% Impervious, Inflow Depth = 1.74" for 1-Yr event Inflow =2.62 cfs @ 12.03 hrs, Volume=0.227 af Outflow =1.31 cfs @ 12.17 hrs, Volume=0.227 af, Atten= 50%, Lag= 8.3 min Primary =1.31 cfs @ 12.17 hrs, Volume=0.227 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 571.94' @ 12.17 hrs Surf.Area= 1,187 sf Storage= 675 cf Plug-Flow detention time= 2.0 min calculated for 0.227 af (100% of inflow) Center-of-Mass det. time= 2.0 min ( 1,036.2 - 1,034.2 ) Volume Invert Avail.Storage Storage Description #1 569.76'5,555 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 569.76 10 10.0 0 0 10 571.00 185 71.9 98 98 417 572.00 1,280 169.7 651 749 2,301 573.00 2,298 223.6 1,764 2,513 3,999 574.00 3,851 284.0 3,041 5,555 6,452 Device Routing Invert Outlet Devices #1 Device 2 569.76'6.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 569.76' / 569.73' S= 0.0150 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Primary 569.73'15.0" Round Culvert L= 61.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 569.73' / 568.10' S= 0.0267 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 572.18'1.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 573.80'5.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.31 cfs @ 12.17 hrs HW=571.94' (Free Discharge) 2=Culvert (Passes 1.31 cfs of 9.30 cfs potential flow) 1=Culvert (Inlet Controls 1.31 cfs @ 6.69 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=569.76' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 16HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond E2: South Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=1.569 ac Peak Elev=571.94' Storage=675 cf 2.62 cfs 1.31 cfs 1.31 cfs 0.00 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 7HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-7: Drainage Area 7 Runoff =0.46 cfs @ 11.96 hrs, Volume=0.021 af, Depth=1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 3,802 98 Paved parking, HSG B 2,651 69 Pasture/grassland/range, Fair, HSG B 6,453 86 Weighted Average 2,651 41.08% Pervious Area 3,802 58.92% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-7: Drainage Area 7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=6,453 sf Runoff Volume=0.021 af Runoff Depth=1.70" Tc=5.0 min CN=86 0.46 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 8HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond 3P: Proposed Curb Inlet Inflow Area =1.717 ac,54.93% Impervious, Inflow Depth = 1.74" for 1-Yr event Inflow =1.47 cfs @ 12.01 hrs, Volume=0.248 af Outflow =1.47 cfs @ 12.01 hrs, Volume=0.248 af, Atten= 0%, Lag= 0.0 min Primary =1.47 cfs @ 12.01 hrs, Volume=0.248 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 568.44' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 567.95'15.0" Round Culvert L= 82.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 567.95' / 561.33' S= 0.0807 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.47 cfs @ 12.01 hrs HW=568.44' (Free Discharge) 1=Culvert (Inlet Controls 1.47 cfs @ 3.26 fps) Pond 3P: Proposed Curb Inlet Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=1.717 ac Peak Elev=568.44' 15.0" Round Culvert n=0.011 L=82.0' S=0.0807 '/' 1.47 cfs 1.47 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 21HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link O2: South Pipe Acros Avon Inflow Area =1.717 ac,54.93% Impervious, Inflow Depth = 1.74" for 1-Yr event Inflow =1.47 cfs @ 12.01 hrs, Volume=0.248 af Primary =1.47 cfs @ 12.01 hrs, Volume=0.248 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link O2: South Pipe Acros Avon Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=1.717 ac 1.47 cfs 1.47 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 22HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 1.66" for 1-Yr event Inflow =3.55 cfs @ 12.15 hrs, Volume=0.570 af Primary =3.55 cfs @ 12.15 hrs, Volume=0.570 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.113 ac 3.55 cfs 3.55 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) POA Point of Analysis 1P North Pretreat 2P South Pretreat B1 North Bioretention B2 South Bioretention B3 Proposed Bioretention DA-1 Drainage Area 1 DA-2A Drainage Area 2A DA-2B Drainage Area 2B DA-2C Drainage Area 2C DA-2D Drainage Area 2D DA-3 Drainage Area 3 DA-4 Drainage Area 4 DA-5 Drainage Area 5 DA-6 Drainage Area 6 E1 North Detention E2 South Detention O1 North Pipe Across Avon O2 South Pipe Across Avon P1 CB Proposed Yard Inlet P2 CB Existing Manhole to Detention P3 CB Existing Inlet near Building DA-7 Drainage Area 7 3PCB (new Pond) Routing Diagram for Cale Elementary Storm System Post Development Prepared by {enter your company name here}, Printed 10/31/2019 HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Subcat Reach Pond Link You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-1: Drainage Area 1 Runoff =0.56 cfs @ 11.98 hrs, Volume=0.026 af, Depth=1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 8,851 71 Meadow, non-grazed, HSG C 3,085 98 Paved parking, HSG C 11,936 78 Weighted Average 8,851 74.15% Pervious Area 3,085 25.85% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 6.3 125 0.1120 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.78" Subcatchment DA-1: Drainage Area 1 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=11,936 sf Runoff Volume=0.026 af Runoff Depth=1.16" Flow Length=125' Slope=0.1120 '/' Tc=6.3 min CN=78 0.56 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 28HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond P3: Existing Inlet near Building Inflow Area =0.274 ac,25.85% Impervious, Inflow Depth = 1.16" for 1-Yr event Inflow =0.56 cfs @ 11.98 hrs, Volume=0.026 af Outflow =0.56 cfs @ 11.98 hrs, Volume=0.026 af, Atten= 0%, Lag= 0.0 min Primary =0.56 cfs @ 11.98 hrs, Volume=0.026 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 585.27' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 584.92'15.0" Round Culvert L= 211.0' Square-edged headwall, Ke= 0.500 Inlet / Outlet Invert= 584.92' / 573.09' S= 0.0561 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.56 cfs @ 11.98 hrs HW=585.27' (Free Discharge) 1=Culvert (Inlet Controls 0.56 cfs @ 2.01 fps) Pond P3: Existing Inlet near Building Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.274 ac Peak Elev=585.27' 15.0" Round Culvert n=0.011 L=211.0' S=0.0561 '/' 0.56 cfs 0.56 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2A: Drainage Area 2A Runoff =0.66 cfs @ 12.00 hrs, Volume=0.034 af, Depth=1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 11,257 71 Meadow, non-grazed, HSG C 4,008 98 Paved parking, HSG C 15,265 78 Weighted Average 11,257 73.74% Pervious Area 4,008 26.26% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 8.0 150 0.0890 0.31 Sheet Flow, Grass: Short n= 0.150 P2= 2.78" 0.2 58 0.0990 4.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.1 22 0.0230 4.07 4.07 Channel Flow, Area= 1.0 sf Perim= 4.0' r= 0.25' n= 0.022 Earth, clean & straight 8.3 230 Total Subcatchment DA-2A: Drainage Area 2A Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=15,265 sf Runoff Volume=0.034 af Runoff Depth=1.16" Flow Length=230' Tc=8.3 min CN=78 0.66 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 26HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond P1: Proposed Yard Inlet Inflow Area =0.350 ac,26.26% Impervious, Inflow Depth = 1.16" for 1-Yr event Inflow =0.66 cfs @ 12.00 hrs, Volume=0.034 af Outflow =0.66 cfs @ 12.00 hrs, Volume=0.034 af, Atten= 0%, Lag= 0.0 min Primary =0.66 cfs @ 12.00 hrs, Volume=0.034 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 585.09' @ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 584.71'15.0" Round Culvert L= 10.0' Ke= 0.500 Inlet / Outlet Invert= 584.71' / 584.46' S= 0.0250 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=0.66 cfs @ 12.00 hrs HW=585.09' (Free Discharge) 1=Culvert (Inlet Controls 0.66 cfs @ 2.10 fps) Pond P1: Proposed Yard Inlet Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.350 ac Peak Elev=585.09' 15.0" Round Culvert n=0.011 L=10.0' S=0.0250 '/' 0.66 cfs 0.66 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 27HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond P2: Existing Manhole to Detention Inflow Area =0.624 ac,26.08% Impervious, Inflow Depth = 1.16" for 1-Yr event Inflow =1.21 cfs @ 11.99 hrs, Volume=0.060 af Outflow =1.21 cfs @ 11.99 hrs, Volume=0.060 af, Atten= 0%, Lag= 0.0 min Primary =1.21 cfs @ 11.99 hrs, Volume=0.060 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 583.69' @ 11.99 hrs Device Routing Invert Outlet Devices #1 Primary 583.09'15.0" Round Culvert L= 13.4' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 583.09' / 582.71' S= 0.0284 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.21 cfs @ 11.99 hrs HW=583.69' (Free Discharge) 1=Culvert (Inlet Controls 1.21 cfs @ 2.08 fps) Pond P2: Existing Manhole to Detention Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=0.624 ac Peak Elev=583.69' 15.0" Round Culvert n=0.011 L=13.4' S=0.0284 '/' 1.21 cfs 1.21 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2B: Drainage Area 2B Runoff =0.34 cfs @ 11.97 hrs, Volume=0.015 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description *7,175 77 Runoff Reduction equivalent 7,175 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-2B: Drainage Area 2B Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=7,175 sf Runoff Volume=0.015 af Runoff Depth=1.10" Tc=5.0 min CN=77 0.34 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 13HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond 2P: South Pretreat Inflow Area =0.165 ac,0.00% Impervious, Inflow Depth = 1.10" for 1-Yr event Inflow =0.34 cfs @ 11.97 hrs, Volume=0.015 af Outflow =0.33 cfs @ 11.98 hrs, Volume=0.011 af, Atten= 1%, Lag= 0.9 min Primary =0.33 cfs @ 11.98 hrs, Volume=0.011 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 584.72' @ 11.98 hrs Surf.Area= 224 sf Storage= 169 cf Plug-Flow detention time= 145.2 min calculated for 0.011 af (76% of inflow) Center-of-Mass det. time= 46.8 min ( 897.8 - 851.0 ) Volume Invert Avail.Storage Storage Description #1 583.68'272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 583.68 64 0 0 584.00 146 34 34 584.68 224 126 159 585.18 225 112 272 Device Routing Invert Outlet Devices #1 Primary 584.68'16.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.33 cfs @ 11.98 hrs HW=584.72' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 0.33 cfs @ 0.50 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 14HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond 2P: South Pretreat Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=0.165 ac Peak Elev=584.72' Storage=169 cf 0.34 cfs 0.33 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 4HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2C: Drainage Area 2C Runoff =0.09 cfs @ 11.97 hrs, Volume=0.004 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description *1,827 77 Runoff Reduction Equivalent 1,827 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-2C: Drainage Area 2C Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=1,827 sf Runoff Volume=0.004 af Runoff Depth=1.10" Tc=5.0 min CN=77 0.09 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 5HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-2D: Drainage Area 2D Runoff =0.07 cfs @ 11.97 hrs, Volume=0.003 af, Depth=1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description *1,471 77 Runoff Reduction Equivilent 1,471 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-2D: Drainage Area 2D Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=1,471 sf Runoff Volume=0.003 af Runoff Depth=1.10" Tc=5.0 min CN=77 0.07 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 11HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond 1P: North Pretreat Inflow Area =0.034 ac,0.00% Impervious, Inflow Depth = 1.10" for 1-Yr event Inflow =0.07 cfs @ 11.97 hrs, Volume=0.003 af Outflow =0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 584.55' @ 24.29 hrs Surf.Area= 215 sf Storage= 135 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 583.68'280 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 583.68 70 0 0 584.00 150 35 35 584.68 231 130 165 585.18 232 116 280 Device Routing Invert Outlet Devices #1 Primary 586.68'16.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=583.68' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 12HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond 1P: North Pretreat Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.034 ac Peak Elev=584.55' Storage=135 cf 0.07 cfs 0.00 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 20HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond B3: Proposed Bioretention Inflow Area =0.240 ac,0.00% Impervious, Inflow Depth = 0.76" for 1-Yr event Inflow =0.42 cfs @ 11.98 hrs, Volume=0.015 af Outflow =0.02 cfs @ 14.01 hrs, Volume=0.015 af, Atten= 96%, Lag= 122.0 min Primary =0.02 cfs @ 14.01 hrs, Volume=0.015 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 584.39' @ 14.01 hrs Surf.Area= 437 sf Storage= 267 cf Plug-Flow detention time= 200.7 min calculated for 0.015 af (100% of inflow) Center-of-Mass det. time= 200.7 min ( 1,086.7 - 886.0 ) Volume Invert Avail.Storage Storage Description #1 583.68'2,128 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 583.68 310 71.0 0 0 310 584.00 370 85.9 109 109 498 584.68 489 94.2 291 400 632 584.69 1,047 160.2 8 407 1,968 585.00 1,208 169.1 349 757 2,206 585.18 1,298 173.0 225 982 2,317 586.00 1,500 180.0 1,146 2,128 2,561 Device Routing Invert Outlet Devices #1 Primary 579.93'6.0" Round Culvert L= 100.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 579.93' / 578.93' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 583.68'1.500 in/hr Exfiltration over Surface area above 580.68' Conductivity to Groundwater Elevation = 500.00' Excluded Surface area = 0 sf #3 Secondary 585.18'5.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=0.02 cfs @ 14.01 hrs HW=584.39' (Free Discharge) 1=Culvert (Passes 0.02 cfs of 1.45 cfs potential flow) 2=Exfiltration ( Controls 0.02 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=583.68' (Free Discharge) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 21HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond B3: Proposed Bioretention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.240 ac Peak Elev=584.39' Storage=267 cf 0.42 cfs 0.02 cfs 0.02 cfs 0.00 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 6HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-3: Drainage Area 3 Runoff =4.75 cfs @ 11.96 hrs, Volume=0.225 af, Depth=2.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description 0.260 71 Meadow, non-grazed, HSG C *0.970 98 1.230 92 Weighted Average 0.260 21.14% Pervious Area 0.970 78.86% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 1.1 92 0.0230 1.33 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.78" 0.7 211 0.0570 4.85 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.2 Direct Entry, 5.0 303 Total Subcatchment DA-3: Drainage Area 3 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=1.230 ac Runoff Volume=0.225 af Runoff Depth=2.20" Flow Length=303' Tc=5.0 min CN=92 4.75 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 16HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond B1: North Bioretention Inflow Area =1.230 ac,78.86% Impervious, Inflow Depth = 2.20" for 1-Yr event Inflow =4.75 cfs @ 11.96 hrs, Volume=0.225 af Outflow =3.88 cfs @ 12.00 hrs, Volume=0.225 af, Atten= 18%, Lag= 2.7 min Primary =0.01 cfs @ 12.00 hrs, Volume=0.008 af Secondary =3.87 cfs @ 12.00 hrs, Volume=0.218 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 581.61' @ 12.00 hrs Surf.Area= 2,489 sf Storage= 1,411 cf Plug-Flow detention time= 13.1 min calculated for 0.225 af (100% of inflow) Center-of-Mass det. time= 13.1 min ( 808.6 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 581.00'3,276 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 581.00 2,128 231.0 0 0 2,128 582.00 2,733 256.7 2,424 2,424 3,155 582.30 2,950 265.0 852 3,276 3,508 Device Routing Invert Outlet Devices #1 Primary 580.00'6.0" Round Culvert L= 80.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 580.00' / 579.20' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Secondary 581.00'3.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Device 1 581.00'0.100 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 560.00' Primary OutFlow Max=0.01 cfs @ 12.00 hrs HW=581.61' (Free Discharge) 1=Culvert (Passes 0.01 cfs of 0.87 cfs potential flow) 3=Exfiltration ( Controls 0.01 cfs) Secondary OutFlow Max=3.87 cfs @ 12.00 hrs HW=581.61' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 3.87 cfs @ 2.11 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 17HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond B1: North Bioretention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)5 4 3 2 1 0 Inflow Area=1.230 ac Peak Elev=581.61' Storage=1,411 cf 4.75 cfs 3.88 cfs 0.01 cfs 3.87 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 7HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-4: Drainage Area 4 Runoff =0.52 cfs @ 11.97 hrs, Volume=0.024 af, Depth=0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 16,091 71 Meadow, non-grazed, HSG C 16,091 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-4: Drainage Area 4 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=16,091 sf Runoff Volume=0.024 af Runoff Depth=0.78" Tc=5.0 min CN=71 0.52 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 22HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond E1: North Detention Inflow Area =2.464 ac,45.97% Impervious, Inflow Depth = 1.58" for 1-Yr event Inflow =5.57 cfs @ 12.00 hrs, Volume=0.325 af Outflow =1.85 cfs @ 12.18 hrs, Volume=0.325 af, Atten= 67%, Lag= 10.7 min Primary =1.85 cfs @ 12.18 hrs, Volume=0.325 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 581.28' @ 12.18 hrs Surf.Area= 3,893 sf Storage= 2,767 cf Plug-Flow detention time= 7.8 min calculated for 0.325 af (100% of inflow) Center-of-Mass det. time= 7.8 min ( 841.9 - 834.1 ) Volume Invert Avail.Storage Storage Description #1 580.00'6,583 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 580.00 860 151.0 0 0 860 581.00 2,972 257.0 1,810 1,810 4,308 582.00 6,838 341.9 4,773 6,583 8,365 Device Routing Invert Outlet Devices #1 Primary 578.91'15.0" Round Culvert L= 26.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 578.91' / 577.37' S= 0.0592 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 579.00'8.0" Round Culvert L= 5.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 579.00' / 578.95' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #3 Device 1 581.30'1.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 581.90'5.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=1.85 cfs @ 12.18 hrs HW=581.28' (Free Discharge) 1=Culvert (Passes 1.85 cfs of 9.76 cfs potential flow) 2=Culvert (Inlet Controls 1.85 cfs @ 5.30 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=580.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 23HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond E1: North Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.464 ac Peak Elev=581.28' Storage=2,767 cf 5.57 cfs 1.85 cfs 1.85 cfs 0.00 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 29HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link O1: North Pipe Across Avon Inflow Area =2.464 ac,45.97% Impervious, Inflow Depth = 1.58" for 1-Yr event Inflow =1.85 cfs @ 12.18 hrs, Volume=0.325 af Primary =1.85 cfs @ 12.18 hrs, Volume=0.325 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link O1: North Pipe Across Avon Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=2.464 ac 1.85 cfs 1.85 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 8HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-5: Drainage Area 5 Runoff =4.27 cfs @ 11.96 hrs, Volume=0.200 af, Depth=2.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description 0.231 71 Meadow, non-grazed, HSG C *0.874 98 0.035 58 Meadow, non-grazed, HSG B 1.140 91 Weighted Average 0.266 23.33% Pervious Area 0.874 76.67% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-5: Drainage Area 5 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=1.140 ac Runoff Volume=0.200 af Runoff Depth=2.11" Tc=5.0 min CN=91 4.27 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 18HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond B2: South Bioretention Inflow Area =1.140 ac,76.67% Impervious, Inflow Depth = 2.11" for 1-Yr event Inflow =4.27 cfs @ 11.96 hrs, Volume=0.200 af Outflow =2.20 cfs @ 12.04 hrs, Volume=0.200 af, Atten= 48%, Lag= 4.9 min Primary =0.08 cfs @ 12.04 hrs, Volume=0.131 af Secondary =2.12 cfs @ 12.04 hrs, Volume=0.070 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 582.29' @ 12.04 hrs Surf.Area= 3,242 sf Storage= 3,383 cf Plug-Flow detention time= 255.0 min calculated for 0.200 af (100% of inflow) Center-of-Mass det. time= 255.0 min ( 1,055.3 - 800.4 ) Volume Invert Avail.Storage Storage Description #1 581.00'3,411 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 581.00 1,999 240.1 0 0 1,999 582.00 2,985 255.5 2,476 2,476 2,655 582.30 3,250 265.0 935 3,411 3,056 Device Routing Invert Outlet Devices #1 Primary 576.92'6.0" Round Culvert L= 100.0' CMP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 576.92' / 575.10' S= 0.0182 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Secondary 582.00'5.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 #3 Device 1 581.00'1.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 570.00' Primary OutFlow Max=0.08 cfs @ 12.04 hrs HW=582.29' (Free Discharge) 1=Culvert (Passes 0.08 cfs of 1.59 cfs potential flow) 3=Exfiltration ( Controls 0.08 cfs) Secondary OutFlow Max=2.12 cfs @ 12.04 hrs HW=582.29' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 2.12 cfs @ 1.45 fps) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 19HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond B2: South Bioretention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Inflow Area=1.140 ac Peak Elev=582.29' Storage=3,383 cf 4.27 cfs 2.20 cfs 0.08 cfs 2.12 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 9HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-6: Drainage Area 6 Runoff =0.48 cfs @ 11.98 hrs, Volume=0.023 af, Depth=0.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (ac)CN Description *0.331 71 *0.002 98 Meadow, non-grazed, HSG C 0.012 58 Meadow, non-grazed, HSG B 0.345 71 Weighted Average 0.343 99.42% Pervious Area 0.002 0.58% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.5 100 0.1000 0.30 Sheet Flow, Grass: Short n= 0.150 P2= 2.78" Subcatchment DA-6: Drainage Area 6 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=0.345 ac Runoff Volume=0.023 af Runoff Depth=0.78" Flow Length=100' Slope=0.1000 '/' Tc=5.5 min CN=71 0.48 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 24HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond E2: South Detention Inflow Area =1.485 ac,58.99% Impervious, Inflow Depth = 1.80" for 1-Yr event Inflow =2.53 cfs @ 12.03 hrs, Volume=0.223 af Outflow =1.28 cfs @ 12.17 hrs, Volume=0.223 af, Atten= 50%, Lag= 8.4 min Primary =1.28 cfs @ 12.17 hrs, Volume=0.223 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 571.92' @ 12.17 hrs Surf.Area= 1,163 sf Storage= 657 cf Plug-Flow detention time= 2.3 min calculated for 0.223 af (100% of inflow) Center-of-Mass det. time= 2.1 min ( 1,039.0 - 1,036.8 ) Volume Invert Avail.Storage Storage Description #1 569.76'5,555 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim.Inc.Store Cum.Store Wet.Area (feet)(sq-ft)(feet)(cubic-feet)(cubic-feet)(sq-ft) 569.76 10 10.0 0 0 10 571.00 185 71.9 98 98 417 572.00 1,280 169.7 651 749 2,301 573.00 2,298 223.6 1,764 2,513 3,999 574.00 3,851 284.0 3,041 5,555 6,452 Device Routing Invert Outlet Devices #1 Device 2 569.85'6.0" Round Culvert L= 2.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 569.85' / 569.73' S= 0.0600 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Primary 569.60'15.0" Round Culvert L= 61.0' RCP, groove end projecting, Ke= 0.200 Inlet / Outlet Invert= 569.60' / 567.95' S= 0.0270 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf #3 Device 2 572.18'1.0" x 6.0" Horiz. Orifice/Grate X 4.00 columns X 14 rows C= 0.600 Limited to weir flow at low heads #4 Secondary 573.80'5.0' long x 20.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63 Primary OutFlow Max=1.28 cfs @ 12.17 hrs HW=571.92' (Free Discharge) 2=Culvert (Passes 1.28 cfs of 9.63 cfs potential flow) 1=Culvert (Inlet Controls 1.28 cfs @ 6.50 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=569.76' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 25HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Pond E2: South Detention Inflow Outflow Primary Secondary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)2 1 0 Inflow Area=1.485 ac Peak Elev=571.92' Storage=657 cf 2.53 cfs 1.28 cfs 1.28 cfs 0.00 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 10HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Subcatchment DA-7: Drainage Area 7 Runoff =0.41 cfs @ 11.96 hrs, Volume=0.018 af, Depth=1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Type II 24-hr 1-Yr Rainfall=3.04" Area (sf)CN Description 2,860 98 Paved parking, HSG B 4,317 69 Pasture/grassland/range, Fair, HSG B 7,177 81 Weighted Average 4,317 60.15% Pervious Area 2,860 39.85% Impervious Area Tc Length Slope Velocity Capacity Description (min)(feet)(ft/ft)(ft/sec)(cfs) 5.0 Direct Entry, Subcatchment DA-7: Drainage Area 7 Runoff Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1-Yr Rainfall=3.04" Runoff Area=7,177 sf Runoff Volume=0.018 af Runoff Depth=1.34" Tc=5.0 min CN=81 0.41 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 15HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Pond 3P: (new Pond) Inflow Area =1.650 ac,57.08% Impervious, Inflow Depth = 1.75" for 1-Yr event Inflow =1.40 cfs @ 12.02 hrs, Volume=0.241 af Outflow =1.40 cfs @ 12.02 hrs, Volume=0.241 af, Atten= 0%, Lag= 0.0 min Primary =1.40 cfs @ 12.02 hrs, Volume=0.241 af Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Peak Elev= 568.43' @ 12.02 hrs Device Routing Invert Outlet Devices #1 Primary 567.95'15.0" Round Culvert L= 82.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 567.95' / 561.33' S= 0.0807 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf Primary OutFlow Max=1.40 cfs @ 12.02 hrs HW=568.43' (Free Discharge) 1=Culvert (Inlet Controls 1.40 cfs @ 3.22 fps) Pond 3P: (new Pond) Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=1.650 ac Peak Elev=568.43' 15.0" Round Culvert n=0.011 L=82.0' S=0.0807 '/' 1.40 cfs 1.40 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 30HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link O2: South Pipe Across Avon Inflow Area =1.650 ac,57.08% Impervious, Inflow Depth = 1.75" for 1-Yr event Inflow =1.40 cfs @ 12.02 hrs, Volume=0.241 af Primary =1.40 cfs @ 12.02 hrs, Volume=0.241 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link O2: South Pipe Across Avon Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)1 0 Inflow Area=1.650 ac 1.40 cfs 1.40 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 31HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 1.65" for 1-Yr event Inflow =3.19 cfs @ 12.15 hrs, Volume=0.566 af Primary =3.19 cfs @ 12.15 hrs, Volume=0.566 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.114 ac 3.19 cfs 3.19 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 1.66" for 1-Yr event Inflow =3.55 cfs @ 12.15 hrs, Volume=0.570 af Primary =3.55 cfs @ 12.15 hrs, Volume=0.570 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.113 ac 3.55 cfs 3.55 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 1.65" for 1-Yr event Inflow =3.19 cfs @ 12.15 hrs, Volume=0.566 af Primary =3.19 cfs @ 12.15 hrs, Volume=0.566 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.114 ac 3.19 cfs 3.19 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-Yr Rainfall=3.68"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 2.20" for 2-Yr event Inflow =9.87 cfs @ 12.03 hrs, Volume=0.754 af Primary =9.87 cfs @ 12.03 hrs, Volume=0.754 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.113 ac 9.87 cfs 9.87 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-Yr Rainfall=3.68"Cale Elementary Post Development with 2yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 2.19" for 2-Yr event Inflow =9.21 cfs @ 12.03 hrs, Volume=0.751 af Primary =9.21 cfs @ 12.03 hrs, Volume=0.751 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.114 ac 9.21 cfs 9.21 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-Yr Rainfall=5.57"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 3.88" for 10-Yr event Inflow =19.57 cfs @ 12.01 hrs, Volume=1.330 af Primary =19.57 cfs @ 12.01 hrs, Volume=1.330 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.113 ac 19.57 cfs 19.57 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-Yr Rainfall=5.57"Cale Elementary Post Development with 10yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 3.89" for 10-Yr event Inflow =18.92 cfs @ 12.01 hrs, Volume=1.332 af Primary =18.92 cfs @ 12.01 hrs, Volume=1.332 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.114 ac 18.92 cfs 18.92 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 1.66" for 1-Yr event Inflow =3.55 cfs @ 12.15 hrs, Volume=0.570 af Primary =3.55 cfs @ 12.15 hrs, Volume=0.570 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.113 ac 3.55 cfs 3.55 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 1-Yr Rainfall=3.04"Cale Elementary Post Development with 1yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 1.65" for 1-Yr event Inflow =3.19 cfs @ 12.15 hrs, Volume=0.566 af Primary =3.19 cfs @ 12.15 hrs, Volume=0.566 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Inflow Area=4.114 ac 3.19 cfs 3.19 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-Yr Rainfall=3.68"Cale Elementary Post Development with 2yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 2.19" for 2-Yr event Inflow =9.21 cfs @ 12.03 hrs, Volume=0.751 af Primary =9.21 cfs @ 12.03 hrs, Volume=0.751 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.114 ac 9.21 cfs 9.21 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 2-Yr Rainfall=3.68"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 2HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 2.20" for 2-Yr event Inflow =9.87 cfs @ 12.03 hrs, Volume=0.754 af Primary =9.87 cfs @ 12.03 hrs, Volume=0.754 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.113 ac 9.87 cfs 9.87 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-Yr Rainfall=5.57"Cale Elementary Post Development with 10yr RR Printed 10/31/2019Prepared by {enter your company name here} Page 1HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.114 ac,50.42% Impervious, Inflow Depth = 3.89" for 10-Yr event Inflow =18.92 cfs @ 12.01 hrs, Volume=1.332 af Primary =18.92 cfs @ 12.01 hrs, Volume=1.332 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.114 ac 18.92 cfs 18.92 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) Type II 24-hr 10-Yr Rainfall=5.57"Cale Elementary Storm System Pre Development Printed 10/31/2019Prepared by {enter your company name here} Page 3HydroCAD® 10.00-24 s/n 05118 © 2018 HydroCAD Software Solutions LLC Summary for Link POA: Point of Analysis Inflow Area =4.113 ac,50.50% Impervious, Inflow Depth = 3.88" for 10-Yr event Inflow =19.57 cfs @ 12.01 hrs, Volume=1.330 af Primary =19.57 cfs @ 12.01 hrs, Volume=1.330 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs Link POA: Point of Analysis Inflow Primary Hydrograph Time (hours) 605856545250484644424038363432302826242220181614121086420Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.113 ac 19.57 cfs 19.57 cfs You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) UNITS:ENGLISH Date:10/31/19 PROJECT Cale Elementary DESIGNED BY: COUNTY: Albemarle STATE: VA CHECKED BY: Date: INLET NUMBER:Proposed Avon Street Inlet ROADWAY:Avon Street Extended STATION:0+00 INLET TYPE Curb Inlet CONTINUOUS GRADE OFFSET:0 Ft. INLET LENGTH 10.00 Ft.LEFT VA STANDARD:DI-3B Allowable Spread 8 Ft. RIM / GUTTER FLOW ELEV.0 Ft. Area CA Discharge STORM FREQUENCY (Years):2 Acres CFS Tc 5.00 Min. 0.693 0.554 2.216 RAINFALL INTENSITY:4.00 Inch/Hr. Carryover Discharge 0.000 CFS TOTAL 0.693 0.554 2.216 Total Discharge 2.216 CFS LONGITUDINAL SLOPE, S:0.0234 Ft./Ft. TOTAL DEPRESSION, a: 3.14 In.. PAVEMENT CROSS SLOPE, Sx:0.0360 Ft./Ft. LOCAL DEPR. WIDTH, Wa: 2.000 Ft. GUTTER WIDTH, W:2.000 Ft. MANNINGS-n: 0.0150 GUTTER CROSS SLOPE, Sw:0.0833 Ft./Ft. DEPRESSION CROSS SLOPE: 0.1306 Ft./Ft. W/T: 0.42 DEPTH AT CURB: 3.21 In. COMPOSITE CROSS SLOPE: 0.1463 Ft./Ft. GUTTER FLOW RATIO: 0.85 FLOW VELOCITY: 4.36 Ft./Sec. SPREAD AT OPENING: 4.79 Ft. EFFICIENCY: 0.99 Q INTERCEPTED: 2.20 CFS Q CARRYOVER: 0.02 CFS LENGTH OF CURB OPENING REQUIRED FOR TOTAL INTERCEPTION: 10.70 Ft. REMARKS: STORM WATER INLET COMPUTATIONS INLET DATA INLET CHARACTERISTICS PERFORMANCE RESULTS FLOW DATA INLETSOFT © BY ENSOFTEC, INC. Rational Method Peak Discharge - Drainage Area "2A" (Yard Inlet) By: Date: Project: Cale Elementary SRTS County: Area Runoff % Area C x A (acres)Coefficient Subarea 1 0.26 0.30 73.7 0.08 35390.15 Subarea 2 0.09 0.90 26.3 0.08 ----------0.0 0.00 ----------0.0 0.00 ----------0.0 0.00 ----------0.0 0.00 ----------0.0 0.00 ----------0.0 0.00 Total area = 0.35 acres Avg C = 0.46 SHEET FLOW Path ID Path ID TC EQUATIONS Segment identification = 1 Sheet Flow=(0.42*(n*L)^0.8)/(P2^0.5*S^0.4) n = 0.15 -----Shallow Concentrated Flow (unpaved)=L/((16.1345*S^0.5)*60) Flow length (L) = 150 -----(feet) Shallow Concentrated Flow (paved)=L/((20.3282*S^0.5)*60) 2-Yr, 24-Hr rainfall (P2) = 2.780 -----(in) Channel Flow=L/(((1.49*Rh^0.67*S^0.5)/n)*60) Land slope (S) = 0.089 -----(feet per foot) Travel time = 8.00 +0 (minutes) CHANNEL FLOW Path ID Path ID Segment identification = 3 SHALLOW CONCENTRATE Flow length = 22 -----(feet) Segment identification = u unpaved(u),paved(p) n = 0.022 ----- Slope Unpaved = 0.099 -----(feet per foot) Rh=0.25 -----(feet) Length = 58 +-----(feet) Slope = 0.023 -----(feet per foot) Travel time = 0.19 +0.00 (minutes)Travel time = 0.09 +0.00 (minutes) 73.74 Time of concentration = 8.28 (minutes) (Min = 5 Minutes) 74 0.092 Compute the peak discharge using the Rational Formula:QP(Design Storm) = CiA where: QP = Peak discharge (cubic feet per second) C = Runoff coefficient i = Rainfall intensity (inches per hour) 2-Year 10-Year 25-Year 100-Year A = Area (acres) B 46.43 49.30 49.49 49.52 47.51 D 10.50 10.45 9.85 9.34 8.34 E 0.81 0.78 0.75 0.71 0.66 Sidewalk MPH Oct-19 Albemarle Description Meadow 5-Year ----- ----- ----- ----- ----- ----- The rainfall intensities are from VDOT Drainage Manual for the City of Charlottesville Frequency Intensity Peak Discharge 2-Year 4.32 0.69 5-Year 5.01 0.80 10-Year 5.63 0.90 25-Year 6.46 1.04 100-Year 7.43 1.19 Project Hans Meadow Road by MPH date 6/27/2018 Location D7.1 checked DEC date Pre-development Post Development X Inlet Plugging Factor 50.00% Grate Perimeter ft 8 Effective Grate Perimeter ft 4 Open Grate Area sf 0.80 Effective Grate Area sf 0.40 Headwater Depth (Weir) ft 2-year Runoff 0.43 5-year Runoff 0.48 10-year Runoff 0.53 25-year Runoff 0.57 50-year Runoff 0.57 100-year Runoff 0.63 Headwater Depth (Orifice) ft 2-year Runoff 0.994 5-year Runoff 1.182 10-year Runoff 1.351 25-year Runoff 1.516 50-year Runoff 1.632 100-year Runoff 1.747 Controlling Headwater ft 2-year Runoff 0.99 5-year Runoff 1.18 10-year Runoff 1.35 25-year Runoff 1.52 50-year Runoff 1.63 100-year Runoff 1.75 Headwater Calculations