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Home My WebLink AboutDrainage Reports - 10/12/2023� LAND�"iARK�, INGINEERING � PI.ANNLVG � SURVEYING � G�OTECH � CON9TRUCTIOi� �_ _ I :-, - . � � � www.landmarkepc.com Toll Free:866-3T9-6252�Loveland:970-667-6286 September 2022 Project No. GCH.1157.22 City of Fort Collins Approved Plans Wes Lamarque City of Fort Collins Approved by: Wes Lamarque Stormwater Utility Date: 10/ 12/2023 700 Wood Street Fort Collins, CO 80521 RE: Genesis Health Clubs — Miramont South — Outdoor Tennis Court Building Addition. Dear Wes: This Drainage Memorandum is for the Miramont South Genesis Health Club in Fort Collins, CO. Four existing outdoor tennis courts are to be removed and replaced by an indoor tennis building facility in the same location. Other construction to the existing facilities included the removal of the existing access ramps at both entrances to the parking lot from Oakridge Drive. Both drive entrances will be repaved along with new access ramps and adjacent sidewalks being re-routed and installed. Drainage patterns at the drive entrances will remain unchanged. PREVIOUS 1tEPORT INFORMATION FINDINGS The previous report basin boundary information and building layouts I was provided do not match todays existing site. The swale shown on the west side of the site from the WEST`EC stamped drawing 6 of 8 was not installed and currently sheet flows offsite to the west. The swale from the inlet at POINT OF ANALYSIS FOR BASIN B on the WESTEC drawing 6 of 8 to the POINT OF ANALYSIS FOR BASIl�I C does not exist and sheet flows south to the existing street. Additional offsite area was included from the southwest corner of the site for Basin B on my Historical Drainage Exhibit, in order to evaluate the full impact of stormwater to the inlet at POINT OF AN!�I,YSIS BASIN B. This is not depicted as occurring on the WESTEC stamped drawing 6 of 8. EXISTING ffiSTORIC DRAINAGE VS PROPOS�D DEVELOPED DRAINAGE The Basin B 1 area will increase from 0.05 acres historic to 0.07 acres developed with an increase of runoff of 0.13 cfs for the 100-year storm. The Basin C area wil] decrease from 0.48 acres historic to 0.13 acres developed with a decrease of runoff of 2.97 cfs for the 100-year storm. These basin area changes are due to the proposed building with both of these areas continuing to drain offsite. The building roof areas are proposed to drain to the storm drain system. The net decrease in offsite runoff between these two areas is 2.84 cfs which will be directed to the piped storm drain system. STORIM DRAIN SY5TENZ The proposed Inlet Type C on the northwest corner of the proposed building will be located in a sump condition within Basin B on the Developed Drainage Exhibit at an elevation of 90.67. The inlet capture capacity @ 0.10-feet deep and with a 50% clogging factor is 4.06 cfs. The 100-year storm flow to this point is 3.26 cfs. The lowest adjacent grade next to the proposed building is at an elevation of 91.79. This provides approximately 1-foot of freeboard between the building and 100-year water surface elevation at the grate during a 100-year storm with the grate being 50°ro clogged. The new storm pipe following the south, west, and north sides of the proposed building was sized based on a 100-year storm and a time of concentration of 15 minutes per the longest time of concentration as depicted on the Miramont Fitness and Tennis Center Sheet 6 of 8 approved plan by WESTEC with approval date 4/19/95. The total release for the entire Miramont Fitness and Tennis Center leaving the site in the storm drain system was 33.78 cfs. The 100-year, 15-minute time of concentration also included Design Point H fi-om the Drainage and Erosion Control Plan Courtyards at Miramont P.U.D. Second riling Sheet 12 of 13 with approval date 10-27-94. The flow into the outlet pipe for the above-mentioned storm drain system at this point was 35.83 cfs. The existing pipe networlc from the approved sheets above were modeled atong with the proposed pipe for the new tennis court building addition in Stonn-CAD. The existing pipe networlc was found to be surcharged at Inlet I-1 on the Storm-CAD run which corresponds to Design Point H on the approved drawing Sheet 12 of 13. Inlet Type C on the Storm-CAD run was also surcharged and coiresponds to Point of Analysis for Basin C oii the approved drawing Sheet 6 of 8. My developed drainage calculations at a time of concentration of 15 minutes was 34.50 efs for the flow leaving the site while the old, approved drainage calculations were 33,78 cfs. This was only a difference of 0,72 cfs. CONCLUSIONS The overall increase in iinpervious for the site due to the proposed building enclos�ue is only 0.01-acres or approximately 436 square feet. Although the historic approved draulage basins differ from the proposed developed draiiiage basins, the additional runoff from the site is negligible during the 100-year stoim. The entire original site was designed to discharge through the existing storm drain system. Although this does not occur in the existing condition, the proposed design will direct additio�7al stormwater into the storm drain system that would have otherwise been discbarged offsite. Per the Storm-CAD i�.ui, the existing inlets t17at surcharge during the 100-year stortn will continue to do so. The proposed portion of the storm sewer will not surcharge during the 100-year storm event. A1'TACHM.I+�NTS Refer to the attached information as needed; Historic Drainage �xhibit. Developed Drainage Exlubit. Miramont Fitness and Tennis Center, Sheet 6 of 8, approved plan by W�STEC with approval date 4/19/95. Drainage and Erosion Contro] Plan, Couityards at Mirainont P.U.11. Second Filing, Slleet 12 of 13 with approval date 10-27-94. Drainage calculations using Urban Drainage Rational v 1.02a with F'oi-t Collins Drainage multiplier. StormCad drainage system analysis. NOAA Atlas 14, Volume 8, Version 2- Precipitation rrequency Data Server Please contact me if there are any questions. Sincerely, LANDMARIC EPC �P�� a ��5�� fT •- • Ov� � •� :� 3 �5 Z. . A . Jeff Olhausen, P.E. �'•� d�g'��; Ef� � '•. .•' �"' •...... ��et �� . HISTORIC BASIN CALCULATIONS CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = E Area = 5.31 Acres Percent Imperviousness = 78.62 % NRCS Soil Type = C A, B, C, or D GENESIS HEALTH CLUB COMBINED BASINS HISTORIC II. Rainfall Information I(inchlhr) = C1 * P1 I(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.73 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.61 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Iliustration Calculations: Reach Slope Length ID S L ft/ft ft input in ut Overland 0.1600 17 1 0.0062 869 2 0.0200 60 3 0.0045 227 4 5 Sum 1,172 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes out ut in ut out ut out ut 0.61 N/A 0.19 1.44 20.00 1.57 9.19 20.00 2.83 0.35 20.00 1.34 2.81 Computed Tc = 13.80 Regional Tc = 16.51 User-Entered Tc = 13.80 6.91 inch/hr Peak Flowrate, Qp = 26.91 cfs 6.35 inch/hr Peak Flowrate, Qp = 24.72 cfs 6.91 inchlhr Peak Flowrate, Qp = 26.91 cfs ! .ZS��.��r;�3�� c�S COMBWED BASINS @ E- 100 YR HISTORIC, Tc and PeakQ 8/18/2022, 7:51 Ati1 Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: COMBINED BASINS HISTORIC Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.70 100.00 170.00 2.73 90.00 245.70 0.88 2.00 1.76 Sum: 5.31 Sum: 417.46 E€�IrTD: Lm�r Dire�tion � �a�r.Um m2 3oundacy Area-Weighted Runoff Coefficient (sum CAlsum A) = 78.62 *See sheet "Design Info" for inperviousness-based runoff coefficient values. COMBINED BASINS @ E- 100 YR HISTORIC, Weighted C 8/18/2022, 7:50 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 4& 1 8� 3 I. Catchment Hydrologic Data Catchment ID = B Area = 1.05 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Ovaride Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration TiC3C�l 2 NRCS Land Type Calculations Reach 3 � Heavy Meadow I 2.5 Reach ID Overland 1 2 3 Tillage/ Field 5 Slope S ft/ft 0.0120 0.0148 Reach 1 Short Pasture/ Lawns 7 Length L ft 135 m�erland LEGIIVD tlu�v O Br�iirnin� F7mv Dimtia � Catclunent Boundary Nearly Grassed Paved Areas & Bare Swales/ Shallow Paved Svrales ,;round Watenva s Sheet Flow 1�� 15 � 20 5-yr RunoH Coeff C-5 output 0.75 VRCS Convey- ance 20.00 Flow Fb�w Velocity Time V Tf fps minutes output output 0.00 0.00 2.00 4.50 2.19 0.37 Computed Tc = 5.80 Regional Tc = 14.02 User-Entered Tc = IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.54 i�ch/hr Rainfall Intensity at Regional Tc, i= 6.86 i�ch/hr Rainfall Intensity at User-Defined Tc, I= i�ch/hr ROOF 4& 1& 3- 100 YR HISTORIC. Tc and PeakQ Peak Flowrate, Qp = 8.36 cfs Peak Flowrate, Qp = 6.01 cfs Peak Flowrate, Qp = cfs �.z5� 8� = �a�5 c�s 8/17/2022, 2:36 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: BASIN B I. Catchment Hydrologic Data Catchment ID = B Area = 0.91 Acres Percent Imperviousness = 64.86 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.65 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, G5 = 0.49 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: I Reach ID Slope S ff!ft input 0.0050 0.0796 Q.0095 0.0887 0.0119 Sum Length L ft 5-yr NRCS Flow Runoff Convey- Velocity Coeff ance V G5 fps output in ut output 0.49 N/A 0.00 20.00 1.41 10.00 2.82 20.00 1.95 7.00 2.08 15.00 1.64 Computed Tc = Regional Tc = User-Entered Tc = Fiow Time Tf minutes output O.c�O 1.57 0.38 � � � � � 65 105 6 143 452 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 10.29 inch/hr Rainfall Intensity at Regional Tc, I= 7.22 inch/hr Rainfall Intensity at User-Defined Tc, I= 9.94 inch/hr 1.46 5.�0 Peak Flowrate, Qp = 6.11 cfs Peak Flowrate, Qp = 4.29 cfs Peak Flowrate, Qp = 5.90 cfs �� z5� 5.90 = 7 38 �-�S BASIN B- 100 YR HISTORIC, Tc and PeakQ 8l17/2022, 2:47 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: PATIO AREA I. Catchment Hydrologic Data Catchment ID = Area = 0.04 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Retum Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= OJ86 (input the value of C3) P1= 2.93 inches �input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, o� leave blank to accept calculated C-5.) Illustration _y-{�C` - - - - - - ' overland LEGIIVD Reach 1 Q�y Feach 2 � B� � — J'��`�� F7ax• Dia�actio � CF � �l catchment P�each 3 Bo,�,��y. "ti-� CalCulations: Reach Slope Length 5-yr ID S L Runoff Coeff ft/ft ft G5 input input output Overland 0. 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall intensity at Regional Tc, I= Rainfall Intensity at User-Dafined Tc, I= UD-Rational v1.02a, Tc and PeakQ NRCS Convey- ance N/A Flow Flow Velocity Time V Tf fps minutes Computed Tc = 0.00 Regional Tc = 10.0( User-Entered Tc = 5.00 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 9.94 inch/hr Peak Flowrate, Qp = 0.33 cfs (•Z5 �033=0�� C� 8/17/2022, 10:21 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 1 I. Catchment Hydrologic Data Catchment ID = Area = 0.60 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coeffcient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave biank to accept calculated C-5.) Illustration F.each 2 Reach 3 NRCS Land Heavy Tillage/ Type Meadow Field Conveyance 2.5 � Calculations: Reach Slope ID S Wft input Overiand 1 2 3 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= / Reach 1 Short Nearly Pasture/ Bare Lawns Ground � 10 Length L ft overlanl LEGIIVD flaK� � H�uun� Flmr Dire�tio � Catchnient Bowtdary Grassed Paved Areas & Swales! Shallow Paved Swales Waterwa s Sheet Flow � 15 20 5-yr PJRCS Flow Flow Runoff C�nvey- Velocity Tir*ie Coeff ance V Tf C-5 fps minutes output input out ut output 0.75 N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.00 ir.ch/hr Peak Flowrate, Qp = cfs irch/hr Peak Flowrate, Qp = cfs 9.94 inchlhr Peak Flowrate, Qp = 4.98 cfs �.25�y•9�= �21 C�S ROOF 4- 100 YR, Tc and PeakQ 8/1812022, 8:02 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 2 I. Catchment Hydrologic Data Catchment ID = Area = 0.31 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inchlhr) = C1 * P1 !(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coe�cient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coe�cient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) II I ustration Calculations: Reach Siope Length ID S L ft/ft R in ut in ut Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps min�tes out ut input output out ut 0.75 N/A 0.00 0.�0 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.��0 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 9.94 inch/hr Peak Flowrate, Qp = 2.57 cfs i. z.s a� Z 5' = 3 Z� GFS ROOF 1- 1��0 YR, Tc and PeakQ 8/18/2022, 8:03 AN CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 3 I. Catchment Hydrologic Data Catchment ID = Area = 0.38 Acres Percent Imperviousness = 90.00 °/a NRCS Soil Type = C A, 8, C, or D II. Rainfall Information �(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, G5 = 075 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration CalCulations: Reach Slope Length ID S L ft/ft ft input input Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= inch/hr inch/hr 9.94 inch/hr 5-yr NRCS Flow Flow Runoff Canvey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.75 N/A 0.00 0.�0 Computed Tc = 0.�0 Regional Tc = 10.00 User-Entered Tc = 5.00 Peak Flowrate, Qp = cfs Peak Flowrate, Qp = cfs Peak Flowrate, Qp = 3.15 cfs �,25� 3.15= 3.hH C..�s UD-Rational v1.02a, Tc and PeakQ 8l18/2022, 7:59 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment Ia: ROOF 4 I. Catchment Hydrologic Data Catchment ID = Area = 0.07 Acres Percent Imperviousness = 90.00 °/a NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 !(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or Ieave biank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustratio� °"'erla"d LEGIIVD Reach 1 �t. Reach 2 � B �,,,,;'�� F1av Directio ��~ � Catchment Reach 3 go��- �� Calculations: Reach Slope ID S ft!ft in ut Overland 1 2 3 4 5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= ROOF 3- 100 YR, Tc and PeakQ Length L ft inout Sum I 0 5-yr NRCS Flow Runoff Convey- Velocity Coeff ance V G5 fps ouiput input output 075 N/A 0.00 Flow Time Tf minutes output 0.�0 Computed Tc =� Regionai Tc = 1 User-Entered Tc = inchlhr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 9.94 inchlhr Peak Flowrate, Qp = 0.58 cfs (, z 5� 0 5S = p73 cFS ai�ai2o2z, 8:01 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 5 I. Catchment Hydrologic Data Catchment ID = Area = 0.33 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D I1. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentretion) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept caiculated C.) 5-yr. Runoff Coefficient, G5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, o� leave blank to accept calculated C-5.) II lustration CS Land Type Calculations: / fiesch I rtCBC}l� �� Pcach 3 Heavy Tillage/ Short Nearly Meadow Field Pasture/ Bare Lawns Ground I 2.5 �5 �7 10 Reach Slope Length 5-yr ID S L Runoff Coeff fUft ft G5 input input output Overland 0. 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= inch/hr Rainfall Intensity at Regional Tc, I= inch/hr Rainfall Intensity at User-D=fined Tc, I= 9.94 inch/hr overland LEGIIVD i104Y O B ��minv 1^�QW Dll'PE�'10 F- Catchment Bonndaay Grassed Paved Areas & Swales/ Shallow Paved Swales Waterwa s Sheet Flow � 15 20 NRCS Flow Flow Convey- Velocity Time ance V Tf fps minutes input output output 5 N/A 0.00 O.DO Computed Tc = i Regional Tc = 1 User-Entered Tc = , Peak Flowrate, Qp = cfs Peak Flowrate, Qp = cfs Peak Flowrate, Qp = 2.74 cfs �, z5� t'-`� = 3 �2 ��s ROOF 5- 100 YR. Tc and PeakQ 8/18/2022. 8:41 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment I�: BASIN B1 HISTORIC I. Catchment Hydrologic Data jh�,� �•�� - �� Catchment ID = B1 Area = 0.05 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inchlhr) = C1 * P1 I(C2 + Td)^C3 Desicn Storm Retum Period, Tr = 100 years (input return period for design storm) C1 = 28.50 I,input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches jinput one-hr precipitation--see 5heet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overide Runoff Coefficient, C= (enter an overide C value if desired, or laave biank to accept calculated C.} 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L fUft ft input input Overland 0.0354 15 1 2 3 4 5 Sum 15 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 10.31 inch/hr 7.90 inch/hr 9.94 inch/hr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.16 N/A 0.06 4.32 Computed Tc = 4.32 Regional Tc = 10.08 User-Entered Tc = 5.��0 Peak Flowrate, Qp = 0.26 cfs ?eak Flowrate, Qp = 0.20 cfs Peak Flowrate, Qp = 025 cfs (,�5� .2a = �.?�B ��S UD-Rational v1.02a, Tc and PeakQ 8/16l2022, 2:37 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment I�: BASIN B- ROOF 4& 1 8 3 I. Catchment Hydrologic Data Catchment ID = B Area = 1.96 Acres Percent Imperviousness = 78.33 °/a NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 �esign Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.73 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calcul�ted C.) 5-yr. Runoff Coefficient, C-5 = 0.61 Overide 5-yr. Runoff Coefficient, C= (enter an overide G5 value if desired, or leave blank to accept calculated G5.) II lustration r.�a�h 2 �� -C�~ Reach 3 NRC� Land Heavy Tiilage/ T e Meadow Field Calculations: Reach Slope ID S ft/ft input Overland 1 0.0050 2 0.0796 3 0.0095 4 0.0887 5 0.0119 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= Resch I Short Nearly Pasture! Bare Lawns Ground �� Length L ft 413 65 105 6 143 732 8.75 inch/hr 6.85 inch/hr inch/hr 'eak Flowrate, Qp = 12.53 cfs ?eak Flowrate, Qp = 9.82 cfs ?eak Flowrate, Qp = cfs �, ZS af I Z53 ' �� CFS overland LEGIIVD flav o B� � n�� catchment Boundary Grassed Paved Areas & Swales/ Shallow Paved Swiales Waterwa s Sheet Fiow �r 1� 20 5-yr NRCS Flow Flow Runoff Gonvey- Velocity Time Coeff ance V Tf G5 fps minutes output input out ut output 0.61 NIA 0.00 0.�0 20.Q0 1.41 4.97 10.00 2.82 0.38 20.00 1.95 0.90 7.00 2.08 0.05 15.00 1.64 1.46 Computed Tc = 7.65 Regional Tc = 14.07 User-Entered Tc = BASIN B ROOF 4& 1& 3- 100 YR HISTORIC, Tc and PeakQ 8/17I2022, 12:09 PM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: BASIN B- ROOF 4 8� 1 8 3 Illustration Instructions: For eacr catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.70 90.00 153.00 0.26 2.00 0.52 Sum: 1.96 5um: 153.52 Ef�ID: lavc� DirectYon ; �a�cbm en2 3otsndary Area-Weighted Runoff Coefficient (sum CAlsum A) = 78.33 *See sheet "Design Info" for inperviousness-based runoff coefficient values. BASIN B ROOF 4& 1& 3- 100 YR HISTORIC, Weighted C 8/17/2022, 12:10 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: BASIN A HISTORIC I. Catchment Hydrologic Data Catchment ID = A Area = 2.71 Acres Percent Imperviousness = 76.14 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.72 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.59 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration / Resch I P.each 2 �, � fr � �Reach 3 NRCS Land Type Calculations: Heavy Tillage( Meadow Field 2.5 C Reach Siope ID S ft/ft input Overiand 0.1600 1 0.0062 4 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= Sum Short Pasture! Lawns 7 Length L ft input 17 869 Nearly Bare Ground 10 5-yr Runoff Coeff G5 werland LEGIIVD flmv � B��e Flav Directio E Catchnient Boundary Crassed Paved Areas & Swales/ Shallow Paved Swales Watervva s Sheet Flow � 15 20 NRCS Flaw Flow Convey- Velocity Time ance V Tf fps minutes input output ou ut 9 N/A 0.18 1.51 20.00 1.57 9.19 Computed Tc = 10.70 Regional Tc = 14,92 User-Entered Tc = 10.70 7.72 inch/hr Peak Flowrate, Qp = 14.96 cfs 6.67 inch/hr Peak Fiowrate, Qp = 12.93 cfs 7.72 inch/hr Peak Fiowrate, Qp = 14.96 cfs �,�.5�-1y9� = Ig7O C�S BASIN A- 100 YR HISTORIC, Tc and PeakQ 8/17I2022, 12:01 PM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: BASIN A HISTORIC Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1. 70 100.00 170.00 0.39 90.00 35.10 0.62 2.00 1.24 Sum: 2.71 Sum: 206.34 Ef�TTD: lovs� Direction �-- �atc�m ent �otm,duy Area-Weighted Runoff Coefficient (sum CA/sum A) = 76.14 *See sheet "Design Info" for inperviousness-hased runoff coefficient values. BASIN A- 100 YR HISTORIC, Weighted C 8/17/2022, 12:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 2& 5 HISTORIC , � I. Catchment Hydrologic Data � ��7F't^�' f"h ;� ��''L'Y `�rj r��` Catchment ID = D Area = 0.64 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 ` P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 1 d0 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration �� OVCr1.971d �� LEGIIVD P.each 1 �. Reach 2 � B�g _ I ��- ~ Flav Dia�ectio /1C F" E � Catchntent Reach 3 sonndary �� Calculations: Reach Slope Length ID S L ft!ft ft in ut in ut Overland 1 0.2500 64 2 0.0133 378 3 4 5 Sum 442 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 11.23 inch/hr Rainfall Intensity at Regional Tc, I= 7.24 inch/hr Rainfall Intensity at User-Defined Tc, I= 9.94 inch/hr ROOF 2& 5- 100 YR HISTORIC, Tc and PeakQ 5-yr NRCS Flow Fl�w Runoff Convey- Velacity Time Coeff ance V Tf G5 fps minutes out ut input autput ourput 0.75 N/A 0.00 0.00 20.00 10.00 0.11 20.00 2.31 2.73 Computed Tc = 2.84 Regional Tc = 12.46 User-Entered Tc = 5.00 Peak Flowrate, Qp = 6.00 cfs Peak Flowrate, Qp = 3.86 cfs Peak Flowrate, Qp = 5.31 cfs �.�5�5.34=U.��FS 8/17/2022, 1:53 PM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: BAS�N A, ROOF 2 8� 5 HISTORIC Illustration �� E� Flow Direction ��,��a �' �— Suhaiea 3 �a�chmmt Soundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1 _70 100.00 170.00 1.03 90.00 92.70 0.62 2.00 1.24 Sum: 3.35 Sum: 263.94 Area-Weighted Runoff Coefficient (sum CAlsum A) = 78.79 *See sheet "Design Info" for inperviousness-based runoff coefficient values. BASIN A, ROOF 2& 5- 100 YR HISTORIC, Weighted C 8/29/2022, 1:54 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = D Area = 3.35 Acres Percent Imperviousness = 78.79 % NRCS Soil Type = C A, B, C, or D GENESIS HEALTH CLUB BASIN A. ROOF 2 8� 5 HISTORIC II. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 �;input the value of C1) C2= 10.00 finput the value of C2) C3= 0.786 �;input the value of C3) P1= 2.93 inches �;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.73 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.61 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L ft/ft ft input input Overland 0.1600 17 1 0.0062 869 2 0.0200 60 3 4 5 Sum 945 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 7.63 inchlhr 6.60 inch/hr 7.63 inchlhr 5-yr NRCS Flaw Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.61 N/A 0.19 1.43 20.00 1.57 9.19 20.00 2.83 0.35 Computed Tc = 10.98 Regional Tc = 15.25 User-Entered Tc = 10.98 Peak Flowrate, Qp = 18.78 cfs Peak Flowrate, Qp = 16.23 cfs Peak Flowrate, Qp = 18.78 cfs BASIN A, ROOF 2& 5- 100 YR HISTORIC, Tc and PeakQ 8l29/2022, 1:54 Pti1 CALCULATION OF A PEAK RUNOFF USfNG RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = C Area = 0.48 Acres Percent imperviousness = 57.00 % NRCS Soil Type = C A, 6, C, or D GENESIS HEALTH CLUB BASIN C HISTORIC ��cc-�- � P�c�� -0 5�'rcc-'�` II. Rainfall Information I(inchlhr) = C1 * P1 I(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.62 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.44 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, o� leave blank to accept calculated C-5.) I Ilustration �� °°erland LEGIIVD Fieach 1 Q��. F.each 2 � B�°" � ti,' Flmv Dim�tio � Catchment Reach 3 go„„d�. '^�.. Calculations: Reach Slope Length I� S L ft/ft ft input in ut Overland 1 0.0090 161 2 0.0581 27 3 4 5 Sum 188 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 12.21 inch/hr Rainfall Intensity at Regional Tc, I= 7.62 inch/hr Rainfall Intensity at User-Defined Tc, I= 9.94 inchlhr BASIN C- 100 YR HISTORIC, Tc and PeakQ 5-yr NRCS Runoff Convey- Coeff ance C-5 out ut in ut 0.44 N/A 20.00 15.00 Flow Flow Velocity Time V Tf fps minutes output output 0.00 0.00 1.90 1.41 3.62 0.12 Computed Tc = 1 Regional Tc = 1 � User-Entered Tc = 5 Peak Flowrate, Qp = 3.65 cfs Peak Flowrate, Qp = 2.28 cfs Peak Flowrate, Qp = 2.97 cfs �, �,5 CZ.97� _- 3.7! CF� 8/16/2022, 2:28 PM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: BASIN C HISTORIC Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C'` CA input input input output 0.18 2.00 0.36 0.30 90.00 27.00 Sum: 0.48 sum: 27.36 EC�hTD: low Dirertion � �a�chm e� 3atsndary Area-Weighted Runoff Coefficient (sum CA/sum A) = 57.00 *See sheet "Design Info" for inperviousness-based runoff coefficient values. BASIN C- 100 YR HISTORIC, Weighted C 8/16/2022, 2:27 PM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: BASIN A, ROOF 2& 5 HISTORIC Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.70 100.00 170.00 1.03 90.00 92.70 0.62 2.00 1.24 Sum: 3.35 Sum: 263.94 E�D: low Directi�n � Catchm ent �attnda�ry Area-Weighted Runoff Coefficient (sum CA/sum A) = 78.79 *See sheet "Design Info" for inperviousness-based runoff coefficient values. BASIN A; ROOF 2& 5- 100 YR HISTORIC, Weighted C 8/17/2022, 12:31 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENE5IS HEALTH CLUB Catchment ID: BASIN A, ROOF 2 8 5 HISTORIC I. Catchment Hydrologic Data Catchment ID = D Area = 3.35 Acres Percent Imperviousness = 78.79 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.73 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yc Runoff Coefficient, G5 = 0.61 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave 61ank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L ft/ft ft input input Overland 0.1600 17 1 0.0062 869 2 0.0200 60 3 4 5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.63 inch/hr Rainfall Intensity at Regional Tc, I= 6.60 inch/hr Rainfall Intensity at User-Defined Tc, I= 7.63 inch/hr 5-yr NRCS Flow Runoff Convey- Velocity Coeff ance V C-5 fps output input output 0.61 N/A 0.19 20.00 1.57 20.00 2.83 Computed Tc Regional Tc User-Entered Tc Flow Time Tf minutes output 1.43 9.19 0.35 10.98 15.25 10.98 Peak Flowrate, Qp = 18.78 cfs Peak Flowrate, Qp = 1623 cfs Peak Flowrate, Qp = 18.78 cfs �,z5 � �g �� ; �3`�g CFS BASIN A, ROOF 2& 5- 100 YR HISTORIC, Tc and PeakQ 8/17I2022, 12:31 PM DEVELOPED BASIN CALCULATIONS Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: B2 - DEVELOPED Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input cutput 0.15 2.00 0.30 0.02 90.00 1.80 Sum: 0.17 Sum: 2.10 EGEND: low Dire�tion �— Catc�m mt gotmdary Area-Weighted Runoff Coefficient (sum CA/sum A) _ 'I2.35 *See sheet "Design Info" for inperviousness-based runoff coefficient values. 62 DEVELOPED 100, Weighted C 8/29/2022, 11:45 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 62 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.17 Acres Percent Imperviousness = 12.35 % NRCS Soil Type = C A, B, C, or D II. Rainfall information I(inch/hr) = C1 • P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.54 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.22 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, er leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L ft/ft ft input input Overland 0.0128 140 1 0.1680 4 2 3 4 5 Sum 144 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regionai Tc, I= Rainfall Intensity at User-Gefined Tc, I= 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V -f C-5 fps mir�utes output input output oui ut 0.22 N/A 0.14 17.27 15.00 6.15 0.01 Computed Tc = 17.28 Regional Tc = 1o.80 User-Entered Tc = 1�.80 6.21 inch/hr Peak Flowrate, Qp = 0.57 cfs 7.69 inch/hr Peak Flowrate, Qp = 0.70 cfs 7.69 inchlhr Peak Flowrate, Qp = 0.70 cfs 1. z5 � o'° = C� � C,FS B2 DEVELOPED 100, Tc and PeakQ 8/29/2022, 11:45 Ah1 Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: COMBINED BASINS DEVELOPED j Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.70 100.00 170.00 3.04 90.00 273.60 0.90 2.00 1.80 Sum: 5.64 Sum: 445.40 EGII�TD: low Dire�titim ; �atc,hm e� 3mmdazy Area-Weighted Runoff Coefficient (sum CAlsum A) = 78.97 *See sheet "Design Info" for inperviousness-based runoff coefficient values. COMBINED BASINS @ E- 100 YR DEVELOPED, Weighted C 8/29/2022, 2:05 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: COMBINED BASINS DEVELOPED I. Catchment Hydrologic Data Catchment ID = E Area = 5.64 Acres Percent Imperviousness = 78.97 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 " P1 !(C2 + Td)^C3 Design Storm Retum Period, Tr = 100 years ;input return period for design storm) C1 = 28.50 ;input the value of C1) C2= 10.00 ;input the value of C2) C3= 0.786 ;input the value of C3) P1= 2.93 inches ;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.74 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.61 Overide 5-yr. Runoff Coe�cient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) f Ilustration Calculations: I Reach ID 0 E � '�u � IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= Slope Length 5-yr S L Runoff Coeff ft!ft ft G5 input input output 0.1600 17 0.61 0.0062 869 0.0200 60 0.0045 227 Sum 1,172 6.92 inch/hr 6.35 inch/hr 6.92 inch/hr COMBINED BASINS @ E- 100 YR DEVELOPED, Tc and PeakG� NRCS Flow Flow Convey- Velocity Time ance V Tf fps minutes input output output N/A 0.19 1.43 20.00 1.57 9.19 20.00 2.83 0.35 20.00 1.34 2.81 Computed Tc = 13.79 Regional Tc = 16.51 User-Entered Tc = 13.79 Peak Flowrate, Qp = 28.69 cfs Peak Flowrate, Qp = 26.35 cfs Peak Flowrate, Qp = 28.69 cfs 1,z5 �- Zg �� 35 g� C�� 8l2912022, 2:06 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Area = 0.33 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D GENESIS HEALTH CLUB ROOF 7.1 & 7.2 DEVELOPED II. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years ;input return period for design storm) C1 = 28.50 ;input the value of C1) C2= 10.00 �input the value of C2) C3= 0.786 ;input the value of C3) P1= 2.93 inches ;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coe�cient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, cr leave blank to accept calculated C-5.) Illustration Reach 3 NRCS Land Heavy Type Meadow Conveyance 2.5 Galculations: Reach ID Overland 1 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfail Intensity at User-Gefned Tc, I= P.each 1 Reach 2 Tillage/ Short Nearly Fieid Pasture! Bare Lawns Ground ��7 10 Slope Length 5-yr S L Runoff Coeff ff/ft ft C-5 in ut input output 0.�, Sum 0 ------ � oaerland LEGIIVD flav �,i $ �nnin� F1ow D'uectio F Catchment Boundar,}. Grassed Paved Areas & Swales/ Shaliow Paved Swales Waterwa s Sheet Fiow` � 15 20 NRCS Flow Flow Canvey- Velacity Time ance V Tf fps mirutes input output output 5 N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.00 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 9.94 inch/hr Peak Flowrate, Qp = 2.74 cfs (,ZS� 2'� = 3�Z� UD-Rational v1.02a, Tc and PeakQ 8/23/2022, 1:52 PA1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 7.1 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.19 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coe�cient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L ft/ft ft input input Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Corr�puted Tc, I= inch/hr Rainfall Intensity at Regional Tc, I= inch/hr Rainfall Intensity at User-Defined Tc, I= 9.94 inch/hr ROOF 1, 3, 4 DEVELOPED 100, Tc and PeakQ 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps min�tes output input output out ut 0.75 N/A 0.00 0.��0 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.00 Peak Flowrate, Qp = cfs Peak Flowrate, Qp = cfs Peak Flowrate, Qp = 1.58 cfs I. z� �f I.58 % 1�98 C�S 8/22/2022, 3:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 7.2 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.14 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 " P1 1(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the vatue of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide G5 value if desired, or leave biank to accept calculated G5.) II lustration r.��h 2 NRCS Land Type Reach 3 � Heavy Meadow 2.5 Reach ID Tillage/ Field 5 Slope S ftlft inout Conveyar Calculations S Reach 1 Short Pasture/ Lawns 7 Length L ft input IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= inch/hr Rainfall Intensity at Regional Tc, I= inch/hr Rainfall Intensity at User-Defined Tc, I= 9.94 inch/hr Overland 1 2 3 Nearly Bare Ground 10 werland LEGIND flmv o B� Flmr Directio F- CatchnLent Boundary Grassed Paved Areas & Swales/ Shallow Paved Swales Waterwa s Sheet Flow � 15 20 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.75 N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.00 ?eak Flowrate, Qp = cfs �eak Flowrete, Qp = cfs ?eak Flowrate, Qp = 1.16 cfs 1.25 � �.�6 = 1.�15 CF5 ROOF 7.1 DEVELOPED 100, Tc and PeakQ 8/22/2022, 3:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 1, 3, 8 4- DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 1.29 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inchlhr) = Ci * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 1 Reach 2 �r� P.esch 3 � NRCS Land Heavy Tillage/ Type Meadow Field Conveyance 2.5 C Calculations: Reach Slope ID S ftlft Overland 1 0.0100 2 Sum Short Nearly Pasture! Bare Lawns Ground � 10 Length 5-yr L Runoff Coeff ft G5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 10.25 inch/hr Rainfall Intensity at Regional Tc, I= 7.12 inch/hr Rainfall Intensity at User-Defined Tc, I= 9.94 inch/hr overlazti LEGEIVD flmv � $ vi_,n,;,,o Flav Dimctio +F- Catchment Bowulary Grassed Paved Areas & �wales/ Shallow Paved Swales Watervva s Sheet Flow � 15 20 NRCS Flow Flow Convey- Velociry Time ance V Tf fps minutes input output output 5 N/A 0.00 0.00 20.00 2.00 4.42 Computed Tc = 4.42 Regional Tc = 12.94 User-Entered Tc = 5.00 Peak Flowrate, Qp = 11.03 cfs Peak Flowrate, Qp = 7.66 cfs Peak Flowrate, Qp = 10.70 cfs 1 �5� I�70 = �335 � C DEVELOPED 100, Tc and PeakQ 8/22/2022, 2:25 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 1- DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.84 Acres Percent Imperviousness = 90.00 °/a NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Desicn Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, G5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept caiculated C-5.) I1lustration overlsnd LEGIIVD Resch 1 �ti. Rcach 2 � B �,•�;'�" r� F1av Directio ,/ � # f Catchment P.esch 3 Bo,�,��y �..� _ Calculations: Reach Slope Length ID S L ft/ft ft in ut in ut Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Cornputed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5-yr NRCS Flow Flow Runoff Gonvey- Velocity Time Coeff ance V Tf C-5 fps minutes out ut in ut output output 0.75 N/A 0.00 �.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.D0 inch/hr �eak Flowrate, Qp = cfs inch/hr �eak Flowrate, Qp = cfs 9.94 inch/hr �eak Flowrate, Qp = 6.97 cfs (, z5� 691= � �Z C.FS ROOF 8 DEVELOPED 100, Tc and PeakQ 8l22/2022, 2:00 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 6- DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.08 Acres Percent Imperviousness = 90.00 °/a NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 1(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave biank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coe�cient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L ft!ft ft in ut in ut Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Cornputed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes out ut input out ut output 0.75 N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.�0 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Fiowrate, Qp = cfs 9.94 inchlhr Peak Fiowrate, Qp = 0.66 cfs I. z� �o� = p8z C�5 ROOF 7 DEVELOPED 100, Tc and PeakQ 8/22/2022, 1:58 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 8- DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.01 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation—see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an ovEride C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length 5-yr ID S L Runoff Coeff ft/ft ft G5 input in ut out ut Overland 0. 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Corrputed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-D=fined Tc, I= ROOF 6 DEVELOPED 100, Tc and PeakQ NRCS Flow Flow Convey- Velacity Time ance V Tf fps minutes input output ou ut N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 5.00 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 9.94 inch/hr Peak Flowrate, Qp = 0.08 cfs �� Z.5 �E 008 = � 10 C� 8/22/2022, 1:59 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: B1 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.07 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coe�cient, C= (enter an overide C-5 value 'rf desired, or leave blank to accept calculated C-5.) Illustration CalCulations: Reach Slope Length ID S L Wft ft input input Overland 0.0500 10 1 0.0223 20 2 3 4 5 Sum 30 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I- 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf G5 fps min�tes output input output output 0.16 N/A 0.05 3.14 7.00 1.05 0.32 Computed Tc = 3.46 Regional Tc = 10.17 User-Entered Tc = 5.D0 10.82 inch/hr Peak Flowrate, Qp = 0.38 cfs 7.87 inch/hr Peak Flowrate, Qp = 0.28 cfs 9.94 inch/hr Peak Flowrate, Qp = 0.35 cfs �,�y�c�3.5� �'4� �S ROOF 1 DEVELOPED 100. Tc and PeakQ 8/22/2022. 2:02 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH C Catchment ID: C - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.13 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Informakion I(inch/hr) = C1 * P1 1(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C� = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.51 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient, C= (enter an overide G5 value if desired, or leave blank to accept calculated G5.) Illustration °°erland LEGIIVD F.each 1 flmv P.each 2 � � B�°� ) '��.�-� r ✓ Flmv Directin � Catchment P�each 3 Bo��y. '�-�� Calculations: Reach Slope ID S ft!ft in ut Overland 0.0309 1 2 3 4 5 IV. Peak Runoff Prediction Rainfali Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= Length L ft input 39 5uml 39 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps min�tes output input output ou�put 0.16 N/A 0.09 728 Computed Tc = 7.28 Regional Tc = 10.22 User-Entered Tc = 7.28 8.89 inch/hr Peak Flowrate, Qp = 0.59 cfs 7.86 inch/hr Peak Flowrate, Qp = 0.52 cfs 8.89 inch/hr �eak Flowrate, Qp = 0.59 cfs � . Z..r7 � D'�-9 = � 7� �S B2 DEVELOPED 100, Tc and PeakQ 8/22/2022, 2:10 PM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: B DEVELOPED Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C'` CA input input input output 0.13 2.00 0.26 0.28 90.00 25.20 Sum: 0.41 Sum: 25.46 E�D: low Direction � Catchm e� Botmdary Area-Weighted Runoff Coefficient (sum CA/sum A) = 62.10 *See sheet "Design Info" for inperviousness-based runoff coefficient values. UD-Rational v1.02a, Weighted C 8/22/2022, 9:11 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: B DEVELOPED I. Catchment Hydrologic Data Catchment ID = B Area = 0.41 Acres Percent Imperviousness = 62.10 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.64 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.47 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length 5-yr ID S L Runoff Coeff ft/ft ft G5 input input output Overland 0. 1 0.0050 132 2 0.0172 47 3 0.2100 9 4 5 Sum 188 IV. Peak Runoff Prediction Rainfall Intensity at Corcputed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Dafined Tc, I= NRCS Flow Convey- Velacity ance V fps input output N/A 0.00 20.00 1.41 20.00 2.62 10.00 4.58 Computed Tc Regional Tc User-Entered Tc Flow Time Tf minutes output 0.00 1.56 0.30 0.03 11.04 5.00 11.93 inch/hr Peak Flowrate, Qp = 3.13 cfs 7.62 inch/hr Peak Flowrate, Qp = 2.00 cfs 9.94 inch/hr Peak Flowrate, Qp = 2.61 cfs i.z5 � z�' = 3� �5 UD-Rational v1.02a, Tc and PeakQ 8/22/2022, 9:14 AM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 1, 3, 4, 6, 7.1, 8 BASIN B& B2 - DEVELOPED Illustration EGII�D: low Direction � Cat�hm enY goundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.59 90.00 143.10 0.22 2.00 0.44 Sum: 1.81 Sum: 143.54 Area-Weighted Runoff Coefficient (sum CA/sum A) = 79.30 *See sheet "Design Info" for inperviousness-based runoff coefficient values. 'ROOF 1, 3, 4, 6, 7.1, 8 BASIN B& B2 - DEVELOPED 100, Weighted C 8/23/2022, 2:30 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: ROOF 1, 3, 4, 6, 7.1, 8 BASIN B& 62 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 1.81 Acres Percent Imperviousness = 79.30 % NRCS Soii Type = C A, B, C, or C II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 ;input the value of C2) C3= 0.786 ;input the value of C3) P1= 2.93 inches ;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.74 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.62 Overide 5-yr. Runoff Coe�cient, C= (enter an overide C-5 value if desired, cr leave blank to accept calculated C-5.) fllustration r Rf� mrerland h 1 LEGIIVD �� flow Feach 2 r-�°' �J B �m+in� �� ~ F1mt• Directio � � Catchment h'each 3 Boundary `�� Calculations: Reach Slope Length ID S L ft/ft ft input input Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 'ROOF 1, 3, 4, 6, 7.1, 8 BASIN B& 82 - DEVELOPED 100, Tc and PeakQ 5-yr NRCS Flow Flow Runoff Convey- Velacity Time Coeff ance V Tf G5 fps minutes output input output output 0.62 N/A 0.00 0.00 20.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 10.80 Peak Flowrate, Qp = cfs Peak Flowrate, Qp = cfs Peak Flowrate, Qp = 10.27 cfs inch/hr inch/hr 7.69 inch/hr I, z,5 � Ip z7 = /Z $� c�� 8l23l2022, 2:31 Pti1 Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: COMBINED BASINS DEVELOPED WITH 61 8� C OFFSITE Illustration E�TD: low Direction � �a2c,trm mt 3otmtiary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.70 100.00 170.00 2.74 90.00 246.60 1.07 2.00 2.14 sum: 5.51 Sum: 418.74 Area-Weighted Runoff Coefficient (sum CA/sum A) = 76.00 *See sheet "Design Info" for inperviousness-based runoff coefficient values. COMBINED BASINS @ E with offsite B1 & C- 100 YR DEVELOPED, Weighted C 8/24/2022, 8:43 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: COMBINED BASINS DEVELOPED WITH 81 & C OFFSITE I. Catchment Hydrologic Data Catchment ID = E Area = 5.51 Acres Percent Imperviousness = 76.00 °/a NRCS Soil Type = C A, B, C, or C� 11. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm} C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentretion) for a Catchment Runoff Coefficient, C = 071 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calcu ated C.) 5-yr. Runoff Coefficient, G5 = 0.58 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, cr leave blank to accept calculated C-5.) Illustration �� °verland LEGIIVD Feach 1 �v P�each 2 � Eeg�nn�n� 1 � Flav Directia � � Catchment Fiesch 3 Bowadan- 1� Calculations: Reach Slope Length ID S L ft/ft ft in ut input Overland 0.1600 17 1 0.0062 869 2 0.0200 60 3 0.0045 227 4 5 Sum 1,172 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.90 inch/hr Rainfall Intensity at Regional Tc, I= 6.35 inch/hr Rainfall Intensity at User-Defined Tc, I= 6.90 inch/hr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf G5 fps minutes output input out ut output 0.58 N/A 0.18 1.52 20.00 1.57 9.19 20.00 2.83 0.35 20.00 1.34 2.81 Computed Tc = 13.88 Regional Tc = 16.51 User-Entered Tc = 13.88 Peak Flowrate, Qp = 27.15 cfs Peak Flowrate, Qp = 25.01 cfs Peak Flowrate, Qp = 27.15 cfs � I,25-� z7l5 = 339 � COMBINED BASINS @ E with offsite B1 & C- 100 YR DEVELOP=D, Tc and PeakQ 8/24/2022, 8:44 AM I " v I,� r 31��2" � �{I ��f.� ' Z. G Z S�# 3. y�i ��Z �� z/�rro. �ro�" I', - /'/ � �/Z � 3 y� � ' 7 � 3��2 "` Z � Z5� � � 9� Ft � I - 3/z ( z • �Zs � _- � Z= Ft Z �rea �� e �� z � so / Cf�� 3� Fr (� = C� z� C = o.s� � � . 5r �3�� y. y �.Z� = �'s C�S ro'� Oz ��•�� 1�r� D � � Po��n c� _ , 5/ (3!`�% 6�•�F (D 1 = ,c foG (�S ✓ ' � �655 r � �� r'a� �G �o //l�G� = �a5r� � 3 � f� � � avcr'�rbcJ i � � = d 73 �'�F� �"� 3 � cFs ✓ 15 MINUTE BASIN CALCULATIONS Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: 15 min COMBINED BASINS DEVELOPED Illustration E�TD : low Direetiom 1 Catc�m mt �auudatryr Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.70 100.00 170.00 3.04 90.00 273.60 0.90 2.00 1.80 Sum: 5.64 Sum: 445.40 Area-Weighted Runoff Coefficient (sum CAlsum A) = 78.97 *5ee sheet "Design Info" for inperviousness-based runoff coefficient values. 15 min COMBINED BASINS @ E- 100 YR DEVELOPED, Weighted C 8/30/2022, 11:54 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN.'COMBINED BASINS DEVELOPED I. Catchment Hydrologic Data Catchment ID = E Area = 5.64 Acres Percent Imperviousness = 78.97 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design 5torm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches ;input one-hr precipitation--see Sheet "Design Info") 111. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.74 Overide Runoff Coefficient, C= (enter an overide C value if desired, or �eave blank to accept calculated C.) 5-yr. Runoff Coefficient, G5 = 0.61 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) [Ilustration 1` � mrerland LEGIND Reach 1 flav Reach 2 � B�°�g Flav Dimtio �� Catchment Reach 3 Bo�„��,y `�-.� Calculations: IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= Reach Slope Length ID S L ftlft ft input input verland 0.1600 17 1 O.00fi2 869 2 0.0200 60 3 0.0045 227 4 5 Sum 1.172 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output output 0.61 N/A 0.19 1.43 20.00 1.57 9.19 20.00 2.83 0.35 20.00 1.34 2.81 Computed Tc = 13.79 Regional Tc = 16.51 User-Entered Tc = 15.00 6.92 inch/hr Peak Flowrate, C1p = 28.69 cfs 6.35 inch/hr Peak Flowrate, Qp = 26.35 cfs 6.65 inch/hr Peak Flowrate, Qp = 27.60 cfs �, z5a� z� 6� = 3� 5. 15 min COP�iBINED BASINS @ E- 100 YR DEVELOPED, Tc and PeakQ 6/30/2022, 11:19 AfN CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'ROOF 1, 3, 8 4- DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 1.29 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or G II. Rainfall Information I(inchlhr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Cosfficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an ovzride C-5 value if desired, er leave blank to accept catculated C-5.) Illustration Calculations: Reach Siope Length ID S L ft/ft ft input input Overland 1 0.0100 530 2 3 4 5 Sum 530 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Iniensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 10.25 inch/hr 7.12 inch/hr 6.65 inchlhr 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V —f G5 fps minutes output input out ut output 0.75 N/A 0.00 0.00 20.00 2.00 4 42 Computed Tc = 4.42 Regional Tc = 12.94 User-Entered Tc = 15.00 Peak Flowrate, Qp = 11.03 cfs Peak Flowrate, Qp = 7.66 cfs Peak Flowrate, Qp = 7.16 cfs I.z5�7.1��8�5c.�S 15 min ROOF 1, 3, 4 DEVELOPED 1 �0, Tc and PeakQ 8/26/2022, 3:33 PA4 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Area = 0.01 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or Q GENESIS HEALTH CLUB 15 MIN 'ROOF 8 - DEVELOPED II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches ;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coe�cient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Ellustration m�erland LEGIIVD Resch 1 flav Reach 2 0 B�"�g _, _��"-r FJmv D'uectio �:f F E l Catclur�,ent Reach 3 Bo,,,,,��y '-�+� 0 %� N9 Suml 0 Computed Tc = O.QO Regional Tc = 10.00 User-Entered Tc = 15.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= inchlhr Peak Fiowrate, Qp = cfs inchlhr Peak Flowrate, Qp = cfs 6.65 inchlhr Peak Flowrate, Qp = 0.06 cfs I , Z.5 �- . ob = v g �5 15 min ROOF 8 DEVELOPED 100, Tc and PeakQ 8/26/2022, 3:33 PM Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft R C-5 fps minutes in ut input output input output output Overland 0.75 N/A D.00 0.00 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Area = 0.08 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D GENESIS HEALTH CLUB 15 MIN 'ROOF 6 - DEVELOPED II. Rainfali Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Fiow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 vaiue if desired, er leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length 5-yr ID S L Runoff Coeff fUft ft G5 input in ut output Overland 0. 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= inch/hr Rainfall Intensity at Regional Tc, I= inch/hr Rainfall Intensity at User-Defined Tc, I= 6.65 inch/hr 15 min ROOF 6 DEVELOPED 100, Tc and PeakQ NRCS Flow Flow Convey- Velocity Time ance V Tf fps minutes input output output N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 15.00 Peak Flowrate, Qp = cfs Peak Fiowrate, Qp = cfs Peak Flowrate, Qp = 0.44 cfs �,25 #�`�� = 05�C►�� 8/26/2022, 3:34 Pf�1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'ROOF 4 I. Catchment Hydrologic Data Catchment ID = Area = 0.07 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years �;input retum period for desi�n storm) C1 = 28.50 �;input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 �;input the value of C3) P1= 2.93 inches �;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) I Ilustration Calculations: Reach Slope Length ID S L ft/ft ft input in ut Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5-yr NRCS Flow Fl�w Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output ou:put 0.75 N!A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 15.00 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 6.65 inchlhr Peak Flowrate, Qp = 0.39 cfs � 34 _ � '+� GFS I• �5 � ' 15 min ROOF 4- 100 YR, Tc and PeakQ 8/26l2022, 3:34 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'B DEVELOPED I. Catchment Hydrologic Data Catchment ID = B Area = 0.41 Acres Percent Imperviausness = 62.10 % NRCS Soil Type = C A, B, C, or � II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.64 Overide Ru�off Coefficient, C= (enter an ov�ride C value if desired, or leave blank to accept calcuiated C.) 5-yr. Runoff Coefficient, C-5 = 0.47 Overide 5-yr. Runoff Coefficient, C= (enter an ov=ride C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 NRCS Land Type Reach 3 � Heavy Meadow 2.5 Reach ID Tillage! Field 5 Slope S ft!ft Calculations: P.esch 1 Pasture/ Lawns 7 Length L ft inout Overland 1 0.0050 132 2 0.0172 47 3 0.2100 9 4 5 Sum 188 IV. Peak Runoff Prediction Rainfall intensity at Computed Tc, I= 11.93 inch/hr Rainfall Intensity at Regional Tc, I= 7.62 inchlhr Rainfall Intensity at User-Defined Tc, I= 6.65 inch/hr Nearly Bare 5-yr Runoff Coeff G5 °�`eTlan� LEGIIVD flav � $��b F1mt� Directin � Catchment Boundazy Grassed Paved Areas & Swales! Shaliow Paved Swales Waterwa s Sheet Flow'i � 15 20 NRCS Flow Fow Convey- Velocity Time ance V Tf fps minutes input output output 7 N/A 0.00 0.00 20.00 1.41 1.56 20.00 2.62 0.30 10.00 4.58 0.03 Computed Tc =� Regional Tc = 1 User-Entered Tc = 1 Peak Flowrate, Qp = 3.13 cfs Peak Flowrate, Qp = 2.00 cfs Peak Flowrate, Qp = 1.75 cfs ( 25 � � �s = Z�9 C FS 15 MIN BASIN B- DEVELOPED 100, Tc and PeakQ 8/26/2022, 3:41 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'ROOF 7.1 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = Area = 0.19 Acres Percent Imperviousness = 90.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 " P1 /(C2 + Td)^C3 Design Storm Retum Period, Tr = 100 years (input return period for design storm) C1 = 28.50 �;input the value of C1) C2= 10.00 i;input the value of C2) C3= 0.786 i;input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coe�cient, C = 0.83 Overide Runoff Coefficient, C= (enter an overide C vaiue if desired, or leave blank to accept calculated C.j 5-yr. Runoff Coefficient, G5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration 0 0 � 0 � IV. Peak Runoff Prediction Rainfall intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5um� 0 � Computed Tc =� Regional Tc = 1 User-Entered Tc = 1 inch/hr Peak Flowrate, Qp = cfs inch/hr Peak Flowrate, Qp = cfs 6.65 inch/hr Peak Flowrate, Qp = 1.05 cfs 05 ^ 3 I (�'s �, z5 � � 1 15 min ROOF 7.1 DEVELOPED 100, Tc and PeakQ 8l26/2022, 3:39 PM Ca�Culations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input o�t ut output Overland 0.75 N/A 0.00 0.00 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID = Area = 0.14 Acres Percent Imperviousness = 90.00 °/a NRCS Soil Type = C A, B, C, or D GENESIS HEALTH CLUB 15 MIN 'ROOF 7.2 - DEVELOPED II. Rainfall Information I(inch/hr) = C1 * P1 1(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.83 Overide Runoff Coefficient, C= (enter an ov?ride C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.75 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Calculations: Reach Slope Length ID S L Wft ft input input Overland 1 2 3 4 5 Sum 0 IV. Peak Runoff Prediction Rainfail Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 5-yr NRCS Flow F ow Runoff Convey- Velocity Time Coeff ance V Tf C-5 fps minutes output input output out ut 0.75 N/A 0.00 0.00 Computed Tc = 0.00 Regional Tc = 1G.00 User-Entered Tc = 15.00 inch/hr Peak Flowrate, Qp = cfs inchlhr Peak Flowrate, Qp = cfs 6.65 inch/hr Peak Fiowrate, Qp = 0.78 cfs . 5 -� D'= = p �$ CF-S lZ 15 min ROOF 7.2 DEVELOPED 100, Tc and PeakQ 8l26/2022, 3:39 P��1 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'BASIN A, ROOF 2& 5 HISTORIC I. Catchment Hydrologic Data Catchment ID = D Area = 3.35 Acres Percent Imperviousness = 78.79 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 !(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years ;input return period for design storm) C1 = 28.50 ;input the value of C1) C2= 10.00 �;input the value of C2) C3= 0.786 �,input the value of C3) P1= 2.93 inches �;input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentretion) for a Catchment Runoff Coe�cient, C = 0.73 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.61 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave biank to accept calculated C-5.) Illustration � °verland LEGIND Reach 1 }�ti. Reach 2 � � B�� Flmr Directio d Catchment P.each 3 Bo,.nd�y �� Calculations: Reach ID Stope Length S L ft!ft R in ut input 0.1600 17 0.0062 869 0.0200 60 Sum 945 5-yr Runoff Coeff G5 output 0.61 NRCS Flow Convey- Velocity ance V fps input output N/A 0.19 20.00 1.57 20.00 2.83 Computed Tc Regional Tc User-Entered Tc Fl�w Time Tf minutes output 1.43 9.19 0.35 Overland 1 2 3 4 5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.63 inchlhr Rainfall Intensity at Regional Tc, I= 6.60 inch/hr Rainfall Intensity at User-Defined Tc, I= 6.65 inch/hr 15.25 15.00 �eak Flowrate, Qp = 18.78 cfs �eak Flowrate, Qp = 16.23 cfs Peak Flowrate, Qp = 16.36 cfs �. Z5 � �6� � ZD`�SCFS 15 MIN BASIN A, ROOF 2 8 5- 100 YR HISTORIC, Tc and PeakQ 8/29/2022, 7:51 AN Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'B2 - DEVELOPED Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 0.15 2.00 0.30 0.02 90.00 1.80 Sum: 0.17 Sum: 2.10 E{�IVD : low Direction � Catc�m e� �ouudaa�y Area-Weighted Runoff Coefficient (sum CAlsum A) = 12.35 *See sheet "Design Info" for inperviousness-based runoff coefficient values. 15 min 62 DEVELOPED 100, Weighted C 8/26/2022, 10:28 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN '62 - DEVELOPED I. Catchment Hydrologic Data Catchment ID = B2 Area = 0.17 Acres Percent Imperviousness = 12.35 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the vaiue of C2) C3= 0.786 (input the value of C3) P1= 2.93 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.54 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calcu!ated C.) 5-yr. Runoff Coefficient, C-5 = 0.22 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, cr leave blank to accept calculated C-5.) Illustration �� overland LEGIIYD P+esch 1 }�y Reach 2 � B�� Flav Dimtin 4 C:atchment F�'each 3 Boundaa�. 1� Calculations: Reach Slope ID S ft/ft input Overiand 0.0128 1 0.1680 2 3 4 5 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I= Rainfall Intensity at User-Defined Tc, I= 15 min B2 DEVELOPED 100, Tc and PeakQ Length L ft input 140 4 Suml 144 5-yr NRCS Flow Flow Runoff Convey- Velocity Time Coeff ance V Tf G5 fps minutes output input output output 0.22 N/A 0.14 17.27 15.00 6.15 0.01 Computed Tc = 1728 Regional Tc = 10.80 User-Entered Tc = 15.00 6.21 inch/hr �eak Flowrate, Qp = 0.57 cfs 7.69 inch/hr Peak Flowrate, Qp = 0.70 cfs 6.65 inchlhr Peak Flowrate, Qp = 0.61 cfs 6 I � �b �� I,zS#O_ � 8/30/2022. 11:26 AM Area-Weighting for Runoff Coefficient Calculation Project Title: GENESIS HEALTH CLUB Catchment ID: 15 MIN 'ROOF 1, 3, 4, 6, 7.1, 8 BASIN B- DEVELOPED Illustration E4�[YD: lovv Direction +� �atchm mt 3otmtfazy Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1.57 90.00 141.30 0.07 2.00 0.14 Sum: 1.64 Sum: 141.44 Area-Weighted Runoff Coefficient (sum CA/sum A) = 86.24 *See sheet "Design Info" for inperviousness-based runoff coefficient values. '15 mni ROOF 1, 3, 4, 6, 7.1, 8 BASIN B- DEVELOPED 100, Weighted C 8/26/2022, 3:16 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: I. Catchment Hyd�ologic Data Catchment ID = GENESIS HEALTH CLUB 15 MIN 'ROOF 1. 3, 4, 6, 7.1, 8 BASIN B- DEVELOPED Area = 1.64 Acres Percent Imperviousness = 86.24 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I(inch/hr) = C1 * P1 /(C2 + Td)"C3 Design Storm Return Period, Tr = 100 years (input return period for desi�n storm) C1 = 28.50 �;input the value of C1) C2= 10.00 finput the value of C2) C3= 0J86 i;input the value of C3) P1= 2.93 inches finput one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.80 Overide Runoff Coefficient, C= (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.70 Overide 5-yr. Runoff Coefficient, C= (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration — � overlaiul ��P�each 1 LEGIIVD flow P.each 2 � B ��;'�9 7 F7nw Directio �Y CatchnLent Reach 3 go,,,�y 1� � 4 5 ml 0 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= i�ch/hr Rainfall Intensity at Regional Tc, I= i�ch/hr Rainfall Intensity at User-Defined Tc, I= 6.65 inch/hr 15 min ROOF 1, 3, 4, 6, 7.1, 8 BASIN B- DEVELOPED 100, Tc and PeakQ 20.00 Computed Tc = 0.00 Regional Tc = 10.00 User-Entered Tc = 15.00 Peak Flowrate, Qp = cfs Peak Flowrate, Qp = cfs Peak Flowrate, Qp = 8.69 cfs l. Z�� 8 69 = �D g= C.FS 8129/2022, 11:22 AM CalCulations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Ti�e Coeff ance V Tf ft/ft ft G5 fps minutes input input output input output ou'put Overland 0.70 N1A 0.00 0.00 STORMCAD PIPE RUN ANALYSIS i .5 �n inl Scenario: Base J-4 Z.19 P,�2 lE-4.S8 � I_ _ TYPE C INLET � � � a �o.q8 J-3 P-10 —�j - � ---- -� � - 2 �.3� EX� � P- 3 Zp. t{-5 p.76 -�--�lC=� �► F` INLET ROUND GRATE INLET TYPE C �x � EX � N ' � � Fj( . � 35. 83 —� I- 1 �X. � � � �X , a O- 1 �x . Title: GENESIS HEALTH CLUB Project Engineer: Jeff O"hausen d:\stmc\15 min genesis health club.stm Landmark Engineering Ltd StormCAD v5.5 [5.5003] 08/30/22 12:05:35 PM O Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 C � c— N � O � � r c0 . _ � N � � � ��;a � > .. O a�i U c € � o W � U N O a` L � Q � � � � W ` O '� Z O � 41 �L B. � 'a _ N C .Q � O U v7 r 1 M�(h c'� M M m C O O O O O O O C C O O O O O O O C � � � � 6) V O CO O�A � C'� N N c'� ('� N � �U� � O � �� t!7 V 1� V O T � � (O �h 67 i� (O m (`7 �"O O�-. O a0 t� N m W(D m � � � � � � �� N�'�.. � O� Q1 � m m� W� J l rt V V�t �t d� � � rn � n � rn �'�O C O O I� W m� I� C� C$m� a0 OJ W CO N m m� m m� m w� J V V V V'cY V V rn c� c'� c� oo � o U V � o� CO 4n (O lfl �-p �.-\ O I� I� N 6i N tn m CO N W W f� 00 � � N � m � � � m 6� � �, c� � v�r a�r � v v 2 U O o0 ('7 W�� T (O (O c0 1� [D N �� C O m I� 00 m(O � � Q7 00 N 00 N� a0 -o� c$ rn rn rn rn rn rn rn = J Ci' 7 � � V �i' � C CO O O�'� O(D fp �,O ^ O O (O :O Lf� O � � (0 ,� (h I� � O � � � ?� W v m�� m T�� V V d�t d� 7 li7 M N�� 7 00 � V O O N�T 00 �- U1 O V � � � (�7 t�D 2 p, � O O tn O O N O p O O O O O O O C(n � O O O O O O O O U �� N o in �m � v v°' � O� m� N N N�(� Q > .� �'' f� 00 � O O� I� _�.--, o � m�n v, rn m � a� co T c�i o o c�i ri �.� m c� c� m c*� U � � o o n � N ma�3N � T u- � � N�� r f` � � C L L L L L L.� �� CJ U U U U U U N G C C C � C C �� V V O O O O O (/) N N(7 ('7 f 1 (�7 fh � r� v m rn O r� o p� � � ll) N OJ M Q7 O � � N � V M � N --� N ^ C7 N � � � c'� m� r�-- N J � a � � d a d � � � � N r c� 0 N + Q � � � O ti � O H U 'D J �` m � C � d � d j c � o� W 'O Y � � E a � c ° �o N � o O m � M C) C a O L N � � �9 N N _ O E � a � (� U � Y J J � = L J N � a �a 11 C � 2 � in n m� C p w E N Z � � � U N � N O i- �o 0 Scenario: Base � 5 M iN Inlet Report Label Ground Rim Sump Additional Inlet Energy Energy Absolute 5tructure Elevation Elevation Elevation Flow Grade Grade Headloss Depth (ft) (ft) (ft) (cfs) Line In Line Out (ft) (ft) (ft) (ft) I-1 4,985.50 4,985.50 4,981.50 35.83 Generic Default 100% 4,989.46 4,988.76 0.70 4.00 INLET ROUND GRATE 4,988.06 4,988.06 4,983.00 0.76 Generic Default 100% 4,988.63 4,987.93 0.70 5.06 INLET TYPE C 4,987.00 4.987.00 4,984.12 20.45 Generic Default 100% 4,988.56 4,987.66 0.90 2.88 J-2 4,989.10 4.989.10 4,983.33 0.98 Generic Default 100% 4,988.76 4,987.96 0.80 5.77 J-3 4,990.65 4,990.65 4,984.32 1.31 Generic Default 100% 4,989.69 4,988.89 0.80 6.33 J-4 4,993.06 4.993.06 4,985.78 9.58 Generic Default 100% 4,991.54 4,990.74 0.80 7.28 TYPE C INLET 4,990.67 4,990.67 4,985.28 2.19 Generic Default 100% 4,990.58 4,989.78 0.80 5.39 Title: GENESIS HEALTH CLUB Project Engineer: Jeff Olhausen d:\stmc\'15 m�n genesis health club.stm Landmark Engi�eering Ltd StormCAD v5.5 (5.5003] 08/30/22 12:05:24 PM OO Haestad P�iethods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Paga 1 of 1 Pr� Scena� N U wN V � W...�Oa a w Q? � c0 rovmo? �p .. �� I- p � � O. w..0 -E Zin � �Ul /EXISTING �_ ENERGY GRADE LINE HYDRAULIC GRADE LINE _--_ ' EXISTING P- 3 226.54 f 24 inch Concrete � , = O.OQ4503 ft/ft � 0+00 �+00 z+p0 w H � �- (�I w O w � O � w O 0 �M�O Z...ri�i�or'� �I�mO�V�O� �+vv:.;rnv HN� C �� d W ..— O.. �m»>E� Z�CCC�� Profile: Profile - 2 EXISTING P- 2 220.00 ft 30 inch Concrete �--@ S = o-(iQB $i8-ft77t 3+00 Station (ft) w� �`. V -m- � 4+00 Title: GENESIS HEALTH CLUB d:\stmc\15 min genesis health club.stm Landmark E 08/30l22 �2:06:17 PM O Haestad Methods, Inc. 37 Brookside Roac Pr Scenai �w �� ..�� oQ�� rna vtd�� w� � � NC W N a¢ a Ma J..h�j�� a+'Qaj�D ?mg3c�rn m�?v�,m U'$�v..�a �a��mc ,... � W��p`.fa �Or°- vMi��r�i E r�m- E �o(.�' �>>E >>E ri - ��i==�� _��5==��i _ —��? - �08�0 - - - �cO�a Z m�� n�ro>>EE �u`�9383v�m �US55IP�i �vav"mv PROPOSED ~ `� � � � �° n M'�RAl11C C-RA�E LINE W �� I F]VFJ2GY GRA[]E LI NE Z�f c c c p�j I .. ... —...._.. __. _. _ _._. .. � DCISTING . . __.__._____..__._ � _ ___.._.._-__..�..__ ......_ PROPOSED P- � 2 � ft 24 inch Concrete ?S = 0.00.r+045 ft/ ft � Ot00 PROPOSED �� P-�1 ' ft 30 inch ��rete = O.OQ5455 ft/ ft �+Qp PF20POSE0 I � I R I0 �4289 f� 30 inch Comrete a @S = O.OW529 ft/ ft N� �� 0 � -Q o� � -o� 5 ng a �, � � � 15 MIN _____.____ - I ______ _.-____.__�___ � IXISTING R ` I 220.00 ft 30 inch Concrete . @S = 0.0068'18. #/. i; - '. — 4�OD 5*00 Sgivi (ft) Title: GENESIS HEALTH CLUB d:\stmc\15 min genesis health ciub.stm Landmark I 08/30/22 12:0638 PM OO Haestad Methods, Inc. 37 Brookside Roa� -- 2t00 3+0� NOAA PRECIPITATION 8/10/22, 2:54 PP�1 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Fort Collins, Colorado, USA* '��V�`'� �� ` Latitude: 40.5192°, Longitude: -105.0614° � ' �l�11I/ I� Elevation: 4992.56 fY' }'�'� �' �� ` � � ' source: ESRI Ma s _.: +r'� " source: USGS "" " POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Cad Trypaluk, Date Unruh, Michael Yekta, Geoffery Bonnln NOAA, National Weather Service, Silver Spring, Maryland PF tabular � PF gLaphical � Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)� Duration Average recurrence interval (years) 1� 2�� 10 25 50 100 200 500 1000 5-min 0.258 0.303 0.399 0.500 0.670 0.827 1.00 1.21 1.51 1.77 (Q206-0.320) (0241-0.376) (0.316-0.496) (0.393-0.625) (0.523-0.911) (0.621-1.13� (0.725-1.40) (0.832-1.73) (0.995-222) (1.12-2.60) 70-min 0.378 0.444 0.584 0.732 0.981 1.21 ( 1.47 1.77 2.21 2.59 (0.301-0.469) (0.353-0.551) (0.462-0.727) (0.575-0.915) (0.766-1.33) (0.910-165i 1.06-2A5) (1.22-2.54) (1.46-3.26) (1.643.80) 15-min 0.462 0.541 0.712 0.892 1.20 1.48 1.80 2.16 )( 2.70 3.16 (0.367-0.572) (0.430-0.672) (0.564-0.886) (0.702-1.12) (0.934-1.63) (1.11-2.01) (1.30-2.51) (1.49-3.09 i.i8-3.97) (2.00-4.63 30-min a•598 0.703 0.926 1.16 1.56 1.92 2.33 2.80 3.50 4.09 (0.476-0742) (0.558-0.872) (0.733-1.15) (0.912-1.45) (1.21-2.17) (1.44-2.61) (1.68-3.25) (1.93-4.01) (2.�1-5.15) (2.59-6.01) 60-min 0.739 0.859 1.13 1.42 1.92 2.39 2.93 3.55 4.47 5.26 (0.587-0.915) (0.682-1.07) (0.893-1.40) (1.12-1.78) (1.51-2.63) (1.80-3.27) (2.12-4.10) (2.45-5.10) (2.45-fi.59) (3.33-772) 2-hr 0.879 1.01 1.33 1.68 2.29 2.87 3.53 4.29 5.45 6.43 (0]03-1.08) (0.812-L25) (1.06-7.64) (1.33-2.08) (1.813.11) (2.16-3.89) (2.581t.90) (2.99-6.12) (3.63-7.96) (4.11-9.35) 3-hr 0.974 1.12 1.46 1.84 2.52 3.16 3.91 4.77 > 6.08 7.20 ) (0783-1.19) (0.895-1.36) (1.16-1.78) (1.46-226) (2.01-3.41) (2.42-4.27) (2.87-540) (3.35-6.77 (4.G8-8.84) (4.63-10.4 6-hr a 1.17 1_33 1.71 2.15 2.91 3.64 4.48 5.46 6.94 8.20 ( .946-1.41) (1.0'-1.60) (1.38-2.07) (1J2-260) (2.343.89) (2.81-4.86) (3.32-6.13) (3.87-7.67) (4.70-9.99) (5.33-11.8) 12-hr ��38 1.61 2.08 2.57 3.38 4.11 4.94 5.89 �7.28 ) 8.46 ) (1.13-1.64) 1.3'-1.91) (1.69-2.48) (2.07-308) (2.70-4.38) (3.17-5.37) (3.67-6.63 (4.19-8.12) (4...7-1D.3 (5.56-12.0 24-hr �•66 1.93 2,46 2.99 f 3.84 4.59 5.43 6.38 7.76 8.90 (1.36-1.95) (1.58-227) (2.01-2.91) (2A2-3 5�) (3.07�.86) (3.56-5.90) (4.06-7.17) (4.57-8 67) (5.,.3 10.9) (5.91-12.5) 2-day ��•90 2.25 2.90 3.50 4.42 5.19 6.03 6.94 8.25 9.31 157220) (1.86-2.62) (2.38-3.38) (2.86-410) (3.53-5.49) (4.Q4-6.53) (4.53-7.81) (5.00-9.28) (5.71-11.4) (625-13.0) 3-day 2•O6 2.43 3.11 3.72 4.66 5.46 6.31 7.24 8.56 9.63 (1.71-2.37) (2.0^-2.81) (2.56-3.60) (3.06-434) (374-5.75) (4.26-6.81) (4J6-8.17) (5.24-9.60) (5.96-11J) (6.50-13.3) 4-day 2•19 Z•57 3.27 3.90 4.86 5.67 6.54 7.48 8.82 9.90 (1.82-2.51) (2.14-2.95) (270-376) (3.21-052) (3.91-5.95) (4.44-7.04) (4.95-8.36) (5.44-9.87) (6.17-12.0) (672-13.6) 7-day Z.49 2.94 3.73 4.43 ) 5.46 ' ( 6.30 ,( 7.20 )( 8.16 )( 9.50 70.6 (2.09-2.E3) 2.46-3.35) (3.10-4.25) (3.66-5.08 (4.4D-6.58 4.96-7.72 5.48-9.09 5.97-10.6 6.69-12.8) (7.24-14.4) 10-day 2.�� 3.27 4.11 4.85 5.93 6.80 7.71 8.66 9.99 11.0 (2.33-3 13) (2.74-3.69) (3.44-4.fi6) (4.03-5 53) (4.79-7.08) (5.37-826) (5.89-9.65) (6.36-112) (7.07-13.4) (7.60-15.0) 20-day 3.58 4.14 5.09 5.85 7.02 7.92 8.83 9.78 11.1 12.1 (3.03-3.99) (3.50-4.62) (4.28-5.69) (4.93-6.63) (5.70-8.24) (6.29-9.46) (6.80-10.9) (7.24-12.5) (7.90-14.6) (8.40-16.2) 30-day 4.23 4.86 5.89 6.76 7.96 8.90 9.83 >( 10.8 12.1 13.0 (3.594.67) (4.12-5.38) (4.98-6.55) (5.68-7.55) (6.49-925) (7.10-10.5) (7.60-12.0 8.03-13.7) (8.66-15.8) (9.14-17.4) 45-day 5.00 5.76 6.97 7.96 9.30 10.3 11.3 12.3 13.6 14.5 ) (4.265.49) (4.90-6.33) (5.92-7.69) (6.72-8.83) (7.59-10.7) (825-12.1) (8.77-13J) (9.19-15.4) (9.79-17.6) (10.2-19.3 60-day 5.63 6.52 7.94 9.07 10.6 11.7 12.7 )( 13.8 , 15.1 16.0 > (4.81-6.15) (5.Si-7.13) (6J6-8.71) (7.68-10.0) (8.64-12.0) (9.36-13.6) (9.90-15.3 10.3-17.1 (10.9-19.4) (11.3-21.2 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). lumbers in parenthesis are PF estfmates at lower and upper bounds of the 90°/ confidence interval. The probability that precipitation frequency stimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less [han the lower bound) is 5%. Estimates at pper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currenUy valld PMP values. lease refer to NOAA Atlas 14 dccument for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.5192&lon=-105.0614&data=depth&units=english&series=pds 1/3 DRAINAGE EXHIBITS . . . ,�� j . . � � . . », � � %if � � -.� I� 1 . � ! d� � . 4 �'r'fG q Y ' "`�' �?_ � � � � . 40 �5= s*� � ii �qC' "�f 1 � f S' '�.a.... m y � . . q � 9« ;�.� B1 B"`� �� s� ��' `�� s�� B1 �— � � � �- ____-- _ ___-B1- y^' p. . . . � .h, a � �. S ``t.l �• � � .1' 3 r } . � i ( ' � � '��,"��'�'�'��* 4 � , 1 ; � . � 6.! s 6f ° "'� � .�, _;..� �,�,, s ,% "' � `� �`� 0.05 ACRES BASTN B2 ��°� 1 � � � " * � f I � � � i � SHEET FLOW WEST OFFSITE�'"' `�� '� �'��' � � �� '"�` �� ,�r� �i� ' f � �� {� � r� .„ t iE', n } 5 � � ,.,_ �;''�@' �` ;� �3"�'��'i' .� �. �� µ� �I l�,'` " Is� ' . �. . . ' - "�w ».,.^--»..,'�°c � ��4 31'1 i � . 'f` I ; �...,..W � .,..� } �� . 1 �'"� �`_� � ,,.n _' S � 9 � �� ;e � � � �,. .;�� fi I; � 0.91 ACRES BASIN B t ::t� ' � � � � j -��`� � ,�i � ��,� � � �� , C= ; �. ; ■ i � �� ; � �._�� _ .��. _�_�. �..�; ; � j ; ;�E � � � 1 , ; � � � �' ■ � I` ' -- \ �, � ■ ' , o ; / i � (; � � � � \ ' ii I � i°� � ; � 1 �; 1 � \ .�� A � ; �� ; \ � , 1 � �ravowlv �� if � � � LOCATION ' If � : • � I I '� ij � �• .,� �. � �? ; ��.em�..�_._.,..�.�. :�..� ' ; �, ,, � � , . ,E . I � I 1 , . � '�l . ; j ,�-� , , .�; � POINT OF ,18,, S�''.'. �� / ANALYSIS ■ BASIN B � '� �• �-°{ 30" SD -�{ � - -�- �-��:r� " � �� KNOWN ■ � �;��;`,�Ir1 �ET .� LOCATION � � �'°��;'' �� `� � �`. � . � ♦ - " ._� • ��'=..�_��, � -�.� � __ ��,�� _. �i �� ':; � ` -. . --;�-..-� �-�--�-.��_��---�-_ _-�._-�---� -�:-�—,�_.. � �� -.,'``,. ��#�l�`#�� ' �� ; , � , , .� � �. � � � � , F1£ � � � � . 0.48 ACRES BASIN C + � ' i � FLOW TO STREET `� � � � � �, ; � �. , �� I� . � �a. .,, f ..� � �� t ..f � , , .��;�� -�z ,, � .�Q �o „ , , �,� �— , . , : o �n4 , � , ' N a� o �v � �� _ a - -�...�..,�.�...,.�.� �.�.-�-------------� � f ___...�. _ __.,._._.__.._ � _�__�___.. � � �,� � ��..�. �m....... �_._� _..._.�.�.. 3 �; � rn. �.�... ��W � � �� # � � '� � . � sr � C`� � � 4 � � - '�"` � �'�9 w�- ` �.�4-- 3 �� t� � �� 'B1 � J �� i , �� 0.17 ACRES BASIN BZ �� : SHEET FLOW EAST TO INLET ■ � j ��' j , � � 4 , �, , � � �� p� . i` ` i � vi 1 1 �` o o � � ; ' �_ ! M � � � �� j1 �i %12 � I3 � 1� � � � �� • 1� S • i� ■ � ■ � �� i � i � POINT OF � � ANALYSIS � � BASIN S � �-^� 30" SD -� 7 -�- -E-� � �� • � � �rINLE � ..,�, �.s^ �� . � �. . �_._ � n.� ��:. �� ♦� ,�r� � �, , 9a? a�tt� , � �`�fop ��[#�t`3 �'s<�t J�� `^ i � = 4 � ( �`,',� -s` �`..✓"'✓-'� � ' ��l �w o„s°�' � . �� ;�� -�--.,.� ��-� B1 �� µ�� ; _ __- __D _ , ��"`«r l � � ��'b-�, ?T tf �O1 � �� . � d�`if f^�� '"� ' �--�:,:...�� „ € �� . � ��„ 0.07 ACRES BASIN B1 �`�i�� _ ;� � � �� ~�� t� �� SHEET FLOW WEST OFFSITE� �� °� - ��-- � �{3 �NEW30"SD °'3F �°�� 4t ,��r �,�." ` � , ,�s�>, 0.19 ACRES ROOF-7.1 FLOW TO DESIGN POINT B -_,.-___�--- ' �. .18,� g�''' . � '"'. 0.24 ACRES RDOF-7.2 FLOW TO ^ DESIGN PO1NT B 0.08 ACRES ROOF-6 � FLOW NORTH TO �,y STORM DRAIN SYSTEM £� � DESIGN POINT B ------*^--•— 0.01 ACRES ROOF-8 _ FLOW NORTH TO — STORM DRAIN SYSTEM _ _. DESIGN POINT B ��' "`�•-'" --'^'-�- �'O BE,�.�,,,.,,,.;;,:�^ � ----�_---�•.- ; ' A N H � � a /;` : !� �—.�..�' i � �.,,,._._.._.._____ � �._.._.._ �_ : L�.:;;"�; f�'" �.i}4 ,..,,md .__ ,.__ �� , O. .� __..� i �.i : S" . . : , ' G., qyti �{� C. i� ., '� . . � f.� _ , ' . . ' . ' - '� ��fi.� , •• _. . � . . � ;��, � �� A : a � 4• � � � � � � - ;*� r y' . } �'� .� ' �' r�.`- • - . : .:�. �:i• :.f s� - .,, . � . �r.: ' . ��ri �. _ �, � .��: :;�� - 'C�,_ ,~1 _ . . . ,,:; . `�:; �;.::.- :_' ;' ` -- { _ :; � �� , � , .,, .. � ,� , �w_ - _ .�-: �i. �. . ::.:,+-�.: �?'� . � • 'r - _ .','. :;�.; . _ :`i: y;. ' i . . . �. _ . . F r. �� d' . • :i�.l:' ,^ '. l � ' i � _, � .. . �:� � .. ��.: � :, ... 1 � 1 . ' , t . ., � � .. � � ►�i� ` , .. e a� r �`r 1 1 . , i.� ` �% i f. .• �'%i ��!' ,� - � � �. '' ' ��.-�i�� 1` � . ` 1 .. 1 � � J J �� r i : ;.�.r-_� � � � � 1 1 ` � 1. 1 � ` ` � � � � � , � � i� � ► , � ti , � � ► � 1 � ` � 1 `i �� _�,\ , , , , _, � 1 �`; ; -t- 'i , , � �_-----r ,� � � POINT OF %tNAtYSIS �;�;FOR BAS�N�� T ,� � xt, it� < '= • %,= ; , -�-_ �`�3.�8 �%�� -;,,,.,; , �� , � � �.._r,.� � 30" : SD<- � m FOR ENTIRE StTE � � _ �_ :.� -�[ � II D r� i l � _, �_L--- ' �. I I ii �i :� 5 . �,.�� i�i� �-� ��, ,�`� r 1� �� i , ��/ �� . . 3 ; , e a`� � � i• � /, t . /�, ^i �`. .� �l ��, �it��%• � � � � � i , 'L-�w�� \ � . � � ^ � / / 'S��i �� ^' � w s \�� / i � �-f`�' ��,,,5`'�:..►_,�l:, _i � . „ii'+ _ _ �`�x�*Z ..� �-�-�.- � ,�`l � 11� , 1� � 1 : �� 1 �I� i � II� �� F (`� � t `1� I I�� w �!j � � : �i` � Ii, �� !`' , ►j�� 1 �;�i '' i' �� „�� '• L ��'� ,* � ^ � � X 9e� I ' n , , � � � � �RADING AND .DRAINAGE_GENERAL L�10�S 1. The City of Fort Collins shall not bc rrsponsiblc for the maintcnance of stonn drainage facilitics locatcd on privatc property inclucling tlie stonn sewcr oirtfall. Maintcnance of all onsitc ancl offsitc stonti scwcr infrn�tructure rclatcd to this projcct only shall be t}ic responsibility of thc respcctivc O W hCIS. 2. � � � 3. 4. S :� All constniction activities must comply with the State of Colondo pcnnitting proccss for "Storm �vatcr Discharges Associatcd �vith Constniction Aclivity." For inforn�ation, plcasc contact Colorado Dcp�rtmcnt of Hcaltli, Wntcr Quality Control Division, WQCD-f'G-B2,4300 Chcrry Crcek Drivc Sout!►, Dcnvcr, Colorado 80222-1530 Attcntion: Pcrmits an<1 �nforccmcnt Scction. Phonc (303)b92-3590. If dcwatcring is to bc �iscci to install �itilitics, thcn n Statc Constniction Dcwatcring W:�stcwatcr Disc}iargc Pcnnit is requirccl if <liscl�arge, is into a stonn sewcr, cl�annel, irri�ation ditcli, or nny watcrs of tlic Unitcd 5tatcs. Dcainnge ccrtifications sh111 be providcd to �1ie Stottn Watcr Utility by a liccnscd profcssional cn�inccr in thc Statc of Colorado upon couiplction of iinpmvcmcnts confinning that StORtl dr►inagc improvcmcnts havc bccn installcd it� subst�ntial conforn��ncc witl� �i�� rrro��i utiliry pini�� and that thc drainagc sys�cn► flinction .�cc�rding lo thc drain�gc dcsign intcnt. Ttacts A, B, and C are access, utility, �nd drainagc cascments ns notcd on Il�c plat of Courtyarcls at Mirainont P.U.D. Sccond l�iliug. Tract D is An irrigation nnd cfrninagc cascmcnt as ncucd on tl►c plut of Coutty�rcL� ot Mir�mont f'.U.D. Sccond l�ilin�. \ •� � \\�� ` \ � � � � � ` \ � �� , � � \ \� � � � \ �, , \ � � � � �� \ \ \ \ `� � � � \ � �, � , , �� \ \� � � � � �,� G , � �00' ` � � � � �,� � = 0.1 acrc ,� � � ��1� � � � � �<' `� \� � \ \\ '� \ ` � �� `\��\. `�� \ I � `,� �• I- � I=14.04acrea � p,00 : 56.15cts , �' See Flow Summary, Note 1 � � a � •, e � 5��ty � F,o.� � 58° _ �� .. , .� , . � � � �� c� \' � . � .-/ i . � � • �, . � �: % "1 \ � . .yp �4 �.: � Qc5 ��; • '�„�K•�� \ � �•,i ~• y � ��T. I �i