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HomeMy WebLinkAboutWPO201700078 Calculations Minor Amendment 2019-07-17 Western Albemarle High School Science Labs ALBEMARLE COUNTY, VIRGINIA MINOR SITE PLAN AMENDMENT VSMP PLAN WP0201700078 DESIGN CALCULATIONS & NARRATIVE DECEMBER 4, 2017 REVISED: JUNE 7, 2019 � �..e. • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 Charlottesville, VA 22903 434.327.1688 Iiw APPROVED by the Albemarle County Community Peve pTentt Department CRAIG W.1 KOTARSKI Date I I r Lie.NO. 0402048507 File vM 2a 1l— 9_el&r[ce ;, 6/7/19wp' rt er A AsEdDAk-A-(4 ' '44 Table of Contents Section Title 1 Project Narrative 2 Pipe and Inlet Calculations 3 Pre-Developed HydroCAD Calculations 4 Post-Developed HydroCAD Calculations 5 Virginia Runoff Reduction Method ReDevelopment Worksheet Project Narrative: This project includes a building addition to Western Albemarle High School, revised hardscape, landscaping, paths, and associated site work. Limits of disturbance is 1.21 acres. Water Quality: Currently there exists 0.33 acres of managed turf and 0.88 acres of impervious cover within the site limits. In the proposed condition, there will be 0.55 acres of managed turf and 0.66 acres of impervious cover. Per the Virginia Runoff Reduction Redevelopment Spreadsheet, the required removal is 0.04 lb/yr. A surplus removal of 0.41 lb/yr has been achieved in the Woodbrook Elementary School WPO201600074. 0.04 lb/yr of that surplus removal will be applied to this project, as ownership for both parcels us the same, The Albemarle County School Board,per 9VAC25-870-69 Section A Part 5. Water Quantity: Building Addition Site Area: WATER QUANTITY CALCULATIONS (SEE CALC. BOOK FOR ROUTING) BUILDING ADDITION SITE AREA: FOR THE BUILDING ADDITION SITE AREA THE DECREASE OF IMPERVIOUS AREA FROM THE PRE TO THE POST CONDITION DECREASES THE QUANTITY OF WATER FLOWING OFF THE SITE. CHANNEL PROTECTION(ENERGY BALANCE): THE ENERGY BALANCE EQUATION HAS BEEN SATISFIED FOR THE DISTURBED AREA TO THE WEST. aDEVELOPED s 0•8MPRE-DEVELOPED RVPRE-DEVELOPEOVRVOEVELOPED 2.64 CFS s 0.80*(3.57 CFS'0.163 AC\FT)!(0.117)ACTT=3.98 CFS OOevelorED OF 2.64 CFS IS LESS THAN THE 3.98 CFS SATISFYING THE ENERGY BALANCE EQUATION AND ALSO LESS THAN QPRE.DEVELOPEO OF 3.57. FLOOD PROTECTION: POST-DEVELOPED Ow s PRE-DEVELOPED QIo OK 6.64 CFS(POST-DEVELOPED QIo)s 7.71 CFS(PRE-DEVELOPED QIo) Maintenance Shed Site Area: WATER QUANTITY CALCULATIONS (SEE CALC. BOOK FOR ROUTING) MAINTENANCE SHED SITE AREA: FOR THE MAINTENANCE SHED SITE AREA THE DECREASE OF IMPERVIOUS AREA FROM THE PRE TO THE POST CONDITION DECREASES THE QUANTITY OF WATER FLOWING OFF THE SITE. CHANNEL PROTECTION(ENERGY BALANCE): THE ENERGY BALANCE EQUATION HAS BEEN SATISFIED FOR THE DISTURBED AREA TO THE WEST. °DEVELOPED 5 0.80*(QPRE-DEVELOPED.RVPRE-DEVELOPED)IRVDEVELOPED 0.21 CFS<_0.80*(0.26 CFS*0.012 AC\FT)10.010 AC1FT=0.25 CFS °OEVELOPED OF 0.21 CFS IS LESS THAN 0.25 CFS SATISFYING THE ENERGY BALANCE EQUATION AND ALSO LESS THAN QPRE-DEVELOPED OF 0.26 CFS. FLOOD PROTECTION: POST-DEVELOPED Qio 5 PRE-DEVELOPED Qio OK 0.50 CFS(POST-DEVELOPED Q10)5 0.56 CFS(PRE-DEVELOPED Q10) FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 1 PROJECT WAHS SCIENCE LAB DESIGNER: J.SANDERS DATE 2/8/2018 CHECKED: J SHOWALTER UNITS ENGLISH INLET Sag Inlets Only H 3 _ _ 0 0.' Z ¢ U 9y 1i in O H a) E v; Oa F ¢ <G w ii u cd o c?� ti a h � T UN ati ; i F. z ¢ 5 14. a F. F- u: a 3 ¢ `n b Z Z U U U U Cc Uz 3 0 < vi U U s 3 n .s.0 s R: u: a z C7 -- 0 ,� 3 � yFn cE UZ - a o - i a a .2 c a N �' 100 DI-1 2.000 0.070 0.59 0.0413 Back/Lt. 0.041 4 0.164 0 Back/Lt. 0 4 0 0 Ahead/Rt. 0.164 0.0100 2.000 2 0.164 0.806 T>8.0 ft 102 DI-1 2.000 0.060 0.50 0.03 Back/Lt. J 0.090 0.90 0.081 Back/Lt. 0.300 0.63 0.189 Back/Lt. 0.3 4 1.2 0 Back/Lt. 0 4 0 0 Ahead/Rt. 1.200 0.0100 2.000 2 1.200 3.038 T>8.0 ft 112 DI-1 1.250 0.060 0.50 0.03 Back/Lt. 0.03 4 0.12 0 0.001 0.0208 2.039 2.000 0.9809 0.0833 4.0048 1.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.120 0.001 1.25 0.120 0.584 0.166 0.0138 11.8571 0.584 2.339 Weir Flow 124 DI-2A 3.500 0.080 0.83 0.0664 Back/Lt. 0.066 4 0.264 0 0.0100 0.0208 1.755 2.000 1.1396 0.0833 4.0048 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.264 0.0100 3.500 3.5 0.264 0.649 0.166 0.0138 11.8571 2.774 2.599 Weir Flow 126 DI-2A 3.500 0.060 0.72 0.0432 Back/Lt. 0.043 4 0.172 0 0.001 0.0208 3.162 2.000 0.6325 0.0833 4.0048 3.50 Back/Lt. 0 4 0 0 Ahead/Rt. 0.172 0.001 3.500 3.5 0.172 0.488 0.166 0.0138 11.8571 2.613 1.953 Weir Flow 98 DI-1 2.000 0.080 0.90 0.072 Back/Lt. 0.040 0.35 0.014 Back/Lt. • 0.086 6.542 0.563 0 0.0100 0.0208 5.550 0.000 0 0.0208 1 0.00 Back/Lt. 0 6.542 0 0 Ahead/Rt. 0.563 0.0100 2.000 2 0.563 1.793 0.166 1.793 7.182 Weir Flow EX-22 DI-1 2.000 0.040 0.36 0.0144 Back/Lt. 0.014 4 0.056 0 0.0100 0.0208 0.982 2.000 2.0367 0.0833 4.0048 3.50 Back/Lt. 0 4 0 0 . Ahead/Rt. 0.056 0.0100 2.000 2 0.056 0.385 0.166 4.384 1.542 Weir Flow EX-3 DI-3A 2.000 0.130 0.86 0.1118 Back/Lt. 0.112 4 0.448 0 0.001 0.0208 6.360 2.000 0.3145 0.0833 4.0048 3.50 Back/Lt. 0 4 0 0 • Ahead/Rt. 0.448 0.001 2 0.448 1.277 0.166 0.0138 11.8571 3.277 5.117 Weir Flow INLETSOFT BY ENSOFTEC DATE:2/8/2018 LD-229 PROJECT: WAHS Science Labs Designed by: J. SANDERS STORM SEWER DESIGN COMPUTATIONS LOCATION: Charlottesville COUNTY: ALBEMARLE Checked by: J. SHOWALTER STORM FREQUENC 10 NOAA STATION: Charlottesville UNITS ENGLISH DRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Number Capacity Friction NORMAL FLOW FLOW PIPE FROM POINT TO POINT AREA COEFF. INCRE- ACCUM- INLET FALL Lateral Total Q UPPER LOWER of Pipe (Dia.Or of Pipes Slope Depth of Area of Hrn Vn En TIME NO. REFERENCE STA. REFERENCE STA. "A" "C" MENT ULATED TIME END END Span/Rise) Flow,do Flow,An REMARKS Acre Minutes In/Hr CFS CFS Ft. Ft./Ft. In. CFS Ft./Ft. Ft. SqFt Ft. Ft/Sec Ft. Sec. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) 101 102 100 0.45 0.67 0.30 0.30 5.00 6.54 0.00 1.96 679.61 679.03 46.09 0.01258 12 Circular 1 4.33 0.00270 0.47 0.37 0.24 5.38 0.92 8.57 111 112 110 0.06 0.50 0.03 0.11 5.14 6.50 0.00 0.72 686.97 684.80 144.92 0.01497 12 Circular 1 4.72 0.00040 0.26 0.17 0.15 4.35 0.56 33.32 113 CLEAN OUT 112 0.08 0.90 0.07 0.07 5.00 6.54 0.00 0.47 688.10 687.32 38.86 0.02007 6 Circular 1 0.86 0.00630 0.26 0.11 0.13 4.49 0.58 8.66 121 122 120 0.00 0.00 0.47 5.71 6.32 0.00 2.95 687.72 686.70 51.11 0.01996 12 Circular 1 5.03 0.00720 0.55 0.44 0.27 6.66 1.24 7.67 123 124 122 0.22 0.88 0.19 0.47 5.65 6.33 0.00 2.95 688.10 687.82 18.88 0.01483 10 Circular 1 2.89 0.01610 0.83 0.55 0.21 5.41 1.29 3.49 125 126 124 0.30 0.86 0.26 0.26 5.00 6.54 0.00 1.70 689.09 688.20 88.72 0.01003 10 Circular 1 2.38 0.00530 0.52 0.36 0.24 4.74 0.87 18.73 EX-11 EX-12 EX-10 0.00 0.00 0.49 6.10 6.20 0.00 6.01 683.58 654.78 195.00 0.14769 12 Circular 1 14.83 0.02540 0.44 0.34 0.23 17.89 5.42 10.90 EX-13 EX-14 EX-12 0.52 0.90 0.47 0.94 6.03 6.22 0.00 5.92 685.67 683.58 40.00 0.05225 12 Circular 1 8.82 0.02460 0.60 0.49 0.28 12.05 2.85 3.32 EX-15 120 EX-14 0.01 0.90 0.01 0.48 5.84 6.28 0.00 3.01 686.60 685.67 64.00 0.01453 10 Circular 1 2.86 0.01690 0.83 0.55 0.21 5.52 1.31 11.59 EX-2 EX-3 EX-1 0.13 0.86 0.11 0.52 5.42 6.41 0.00 3.50 678.80 678.74 12.00 0.00500 15 Circular 1 4.57 0.00310 0.82 0.85 0.36 4.10 1.08 2.93 EX-21 EX-22 EX-12 0.04 0.35 0.01 0.01 5.00 6.54 0.00 0.09 689.12 683.58 44.00 0.12591 10 Circular 1 8.42 0.00000 0.06 0.02 0.04 5.13 0.47 8.58 EX-4 98 EX-3 0.12 0.72 0.09 0.40 5.30 6.45 0.00 2.78 678.56 678.27 36.00 0.00806 15 Circular 1 6.28 0.00170 0.58 0.56 0.30 4.97 0.97 7.25 EX-5 100 98 0.07 0.59 0.04 0.32 5.15 6.49 0.00 2.23 678.93 678.56 43.25 0.00855 15 Circular 1 6.47 0.00110 0.51 0.47 0.27 4.79 0.86 9.04 LD-347 PROJECT: WAHS Science Labs DESIGNED BY: J. SANDERS HYDRAULIC GRADE LINE ANALYSIS Checked: J. SHOWALTER INCIDENCE PROBABILITY 10 Year INVERT DEPTH OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Adj.Ht Inlet Inlet Top of MH INLET STA. EL. OF FLOW WATER PIPE DISCH. PIPE SLOPE,Sfo LOSS Contr. Hi(Expn) SKEW Bend Sum SURFACE 1.3 Shaping? 0.5 FINAL Water Top of Inlet Adjustment? OR OUTFLOW OUTFLOW SURFACE Do Qo Lo (FT/FT) Hf Vo Ho Vi Vi*2/2g 0.35*MAX. Angle K H HL FLOW Ht Ht H Surface Elev. JUNCTION PIPE PIPE ELEV. (In/mm) (CFS/CMS) (Ft/M) (M/M) (Ft/M) (Ft/M) (Vi2/2g) (Ft/M) (Ft/M) (Ft/M) Y/N (Ft/M) (Ft/M) Elevation APPROX. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) EX-1 _ 679.990 EX-3 678.740 1.25 679.990 15 3.501 12.00 0.00307 0.037 4.103 0.065 4.965 0.383 0.134 0.0 0.00 0.000 0.199 0.717 0.259 NO 0.259 0.296 680.286 683.770 O.K. 98 678.270 1.25 680.286 15 2.783 36.00 0.00165 0.060 4.965 0.096 4.786 0.356 0.124 0.0 0.00 0.000 0.220 0.554 0.220 NO 0.220 0.280 680.566 683.480 O.K. 100 678.560 1.25 680.566 15 2.229 43.25 0.00106 0.046 4.786 0.089 5.378 0.449 0.157 0.0 0.00 0.000 0.246 0.266 0.246 NO 0.246 0.292 680.858 683.250 O.K. 102 679.030 1.00 680.858 12 1.963 46.09 0.00270 0.125 5.378 0.112 0.000 0.000 0.000 0.0 0.00 0.000 0.112 1.963 0.146 YES 0.073 0.198 681.055 682.750 O.K. EX-10 655.780 EX-12 654.780 1.00 655.780 12 6.011 195.00 0.02535 4.944 17.894 r 1.243 12.045 2.253 0.788 0.0 0.00 0.000 2.031 0.000 2.031 NO 2.031 6.976 684.023 688.100 O.K. EX-14 683.580 1.00 684.380 12 5.924 40.00 0.02463 0.985 12.045 0.563 5.524 0.474 0.166 0.0 0.00 0.000 0.729 0.000 0.729 NO 0.729 1.714 686.270 689.670 O.K. 120 685.670 0.83 686.503 10 3.013 64.00 0.01684 1.078 5.524 0.118 6.662 0.689 0.241 0.0 0.00 0.000 0.360 0.000 0.360 NO 0.360 1.438 687.941 691.660 O.K. 122 686.700 1.00 687.941 12 2.948 51.11 0.00716 0.366 6.662 0.172 5.405 0.454 0.159 0.0 0.00 0.000 0.331 0.000 0.331 YES 0.166 0.531 688.472 693.240 O.K. 124 687.820 0.83 688.653 10 2.948 18.88 0.01613 0.304 5.405 0.113 4.736 0.348 0.122 0.0 0.00 0.000 0.235 1.219 0.306 YES 0.153 0.457 689.110 692.750 O.K. 126 688.200 0.83 689.110 10 1.696 88.72 0.00534 0.474 4.736 0.087 0.000 0.000 0.000 0.0 0.00 0.000 0.087 1.696 0.113 YES 0.057 0.530 689.641 692.950 O.K. EX-22 683.580 0.83 684.247 10 0.092 44.00 0.00002 0.001 5.131 0.102 0.000 0.000 0.000 0.0 0.00 0.000 0.102 0.092 0.133 NO 0.133 0.134 689.181 691.190 O.K. 1 S 2S Pre-Developed Building Pre-Developed Addtion Site Area Maintenance Shed Site Area SUbCat Reach 'on. Routing Diagram for Pre-Development Prepared by Timmons Group, Printed 6/7/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Pre-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/7/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: Pre-Developed Building Addtion Site Area Runoff = 3.57 cfs @ 11.97 hrs, Volume= 0.163 af, Depth> 1.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 1124-hr 1 Year Rainfall=3.05" Area (ac) CN Description 0.820 98 Paved parking, HSG B 0.310 61 >75% Grass cover, Good, HSG B 1.130 88 Weighted Average 0.310 27.43% Pervious Area 0.820 72.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Pre-Developed Building Addtion Site Area Hydrograph z ❑Runoff 13.57 cfs I Type II 24-hr 1 Year Rainfall=3.05" 3- Runoff Area=1.130 ac Runoff Volume=0.163 of Runoff Depth>1.73" 2 o Tc=6.0 m i n CN=88 1010 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) rn m 0 0 criM N N Q % CD C -0 CO N N CC L Q \as a T Cl) A C c\I N Q co LC) LC) Ln (C) LC) 'Cr 'I' a) Ow 0CD0CD00000 N C C O O O O O O O O O EC J m N O W ^LOcor- cornOTNM ', Q Cl) co CD CD CD CD CDNNNN O 0 X U C)) d W .= N >ca a) • CI 2- OOONOoc00o0000c00cocO0 � Od 0L NNNNNNNNC�1 (/) a CL C Q Cl) 0)^0 IC) co Ln O In CD LC) O V r Er: ONCnf, ONLUNCD • _ I— O 000000OOO) 0O) O) N N _ E N s T O 4., .1.7: 0000000000 N N07ChC'7 'Cl- LC) CD000 � 000000 C701sLC) C+') Nr00O) CDC000f- I- f- CDCDCDCDCO N 03 O 4= O O O O O O O O O O O O O O O O O O O O O O O O T T T O 01 CO N O O O O O O O O O O O O © V c O O O O O O O O O O O O O O O O O O O O O O O O O O O r C) O O O O O O O O O O O O O O O O O O O O O O O Z CC) Cl)▪ CC O • 0 0 0 ul O ▪ V) OOOOOOOOOOOOr NNCoc7 � CC) CDNC) T NI' 0000ODCDCDrCDCDCOCDOOTC CDr- CD Nd' CDNs000rNd' 'CN "" OOOOOOOOOOOOOOOOOOOOOOOOTTT 07 D) Or N NN M 0000d' � � F Y � 'Ch IC) LnlnlC) Lf, 1.0 D COCD_ CO = E N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 0. O• "0 2 TNNN NNN CVO C•7MCO00C`000d 'I' 't 'ILC) (C) LC) LC) CNDCOI• r- 000OrN COD Mc 'c 'C LC) LC) LOCDCDCCO CUD CCDDCDNNrNNN00 ® _— JD N O O O O O O O O O O O O O O O O O O O O O O O O O O O r N N N N N N N N N N N N N N N N N N N N N N N N CD • Q Q CUU 4) ' O () OL00100 LID 0100LC CD LO CD Cl 0100LC) OLC CD CO CD CO 0 (00L0OLC) O LID CD LO CD CO CD 14") CD LO CD 141 CD U0 oUDCDCOCDLID L QO E i ON () IsONClNs0CVLnIsONClI� ON LID Is0N LID I� ONLC) I� CDCVLO sONLC) f- ONLnI- ON () fsON (C) f- ONLOr- i a)) -o ~ E CnU) CC) I.C) CDCOCDCDI-: I-: I� I� O0000000O) (ACAOOOOOTTTT (Ni NN (Ni C7MC7M4d' 44 (C) (C) CC) LnCD000OCOI-: N. l: f, aa = A Pre-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Runoff = 0.26 cfs @ 11.97 hrs, Volume= 0.012 af, Depth> 1.81" • Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1Year Rainfall=3.05" Area (ac) CN Description 0.060 98 Paved parking, HSG B 0.020 61 >75%.Grass cover, Good, HSG B 0.080 89 Weighted Average 0.020 25.00% Pervious Area 0.060 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 - Direct Entry, Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Hydrograph / ❑Runoff 0.28 i0.26 cfs I 0.26= Type II 24-hr 0.24= 1 Year Rainfall=3.05" 0.22- Runoff Area=0.080 ac Runoff Volume=0.012 af °.16= Runoff Depth>1.81" c 0.14� Tc=6.0 min IL 0.12- 0.1- CN=89 0.0 0.06 / °.04_0.027 D '� 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 9 _ -0U �1 �1 �1 �10) C') 0) 0) 11Cn0101 :P. .P ? -P W CO GO CA.) 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S -1 CD O. -.` Cl) m D v -ICD Q " C co al' 13 v II 2) N SO CD Oj O C11 c) Pre-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 S: Pre-Developed Building Addtion Site Area Runoff = 4.63 cfs @ 11.97 hrs, Volume= 0.214 af, Depth> 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2Year Rainfall=3.69" Area (ac) CN Description 0.820 98 Paved parking, HSG B 0.310 61 >75% Grass cover, Good, HSG B 1.130 88 Weighted Average 0.310 27.43% Pervious Area 0.820 72.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre-Developed Building Addtion Site Area Hydrograph z 5_ 0 Runoff 1 4.63 ds Type II 24-hr 4- 2Year Rainfall=3.69" Runoff Area=1.130 ac Runoff Volume=0.214 of 3- Runoff Depth>2.28" LL Tc=6.0 min 2- CN=88 01 1- a 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) r = -D .D �JsI �J V Cn0) 0) 0 cncnc cn4 4 ? 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CACbNOo (nN � 00000) Cn440) NN1 -- ij00000000�CD - CD O II C CO C cr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CDCD CD CD CD CD CD CD CD CD CD CD CD CD CD CD O CD CD CD CD CD CD CD CD F.,-m 0 © O O O O O O O O • • • • • • • • • • N N N 4 0 W W N N 1 j 0 0 0 O O O O O O O O O O O O O O O O O O O O O Su N �Is400Cb0000CDCDOO1NNCOCA0n0) OO -+ 4CD0101 �J VO4• N0000CDcncn 41. 4W 0) NNN 000000� -'-'' CD - v 3 I 3 CD O▪ coCD CD CD CO CO CO CO c .� p O �ICD N O �I0n no Co y 3 1 coN OCn00 0010 nO� D .. 0 n -• 0 13 CD CiJ GJCOCO W COCZCOCO n n ( O 1CDCCD V0011W10�7 CD N < CD ▪ m c) op x ►V N N N N N N N N z N COC V 0CNJ10) N1000O�Cn a. 9 C r r xi FL n `~ 000000000�= 3 N 0 0 0 0 0 0 0 0 0 - O co Cn Cn 0) 0) 0) 0) 0) �J -.I..- =, a Q 44. O. O - 3 N N CD C Da CD CD CU a � CD DI U 1 n Pa N W CD O CD Pre-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Runoff = 0.34 cfs @ 11.97 hrs, Volume= 0.016 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2Year Rainfall=3.69" Area (ac) CN Description 0.060 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.080 89 Weighted Average 0.020 25.00% Pervious Area 0.060 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Hydrograph 0.36 0 Runoff 0.34 cfs I °.34" Type II 24-hr 0.32+ 0.3= 2Year Rainfall=3.69" 028r Runoff Area=0.080 ac 0.26= 0.24= Runoff Volume=0.016 af °02 / Runoff Depth>2.37" ° °.,a; Tc=6.0 min LL 0.16= 0.14: I CN=89 0.12i 0.1, 0.06 0.04i 0.02 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 9 _ -J M � V �J I �JO) 0) OOUIUI (n (n A 44 CO GO W CO NNNN � 1 .1 000-. CDcoOD DQDCOCOOJ0o �I �1 �1 � 0 0 IcncnUlUiU i c _. Q (D CD :NI nN30 -.1 (nNo .lU1N0 VU1N0 V (nNCD �ICnN (D :NI U1N0 �I (nN (D �ICnN (D �1U1No �JU1NCD L-ICnKaC7 �1UnNCD F 3 OD 0001001O01OCn0010 (n001001O01O (nO010010 (n0010010010010 CnO01001001O01O (nO01001O C1) 0513 Q CD n m I 0 Q m W W W W W W W W W W W W W W W W N N N N N N N N 1 1 0 0 o o o 0 0 0 o o 0 o 0 0 o o 0 0 0 0 0 0 0 0 o 0 S CD 1 W W W W W NNNNN11 -.- OOOCOCDCOOo "J `JO1 :Apo000De0 .1 ,J0ineininin :p :A ? ..Pp W G.] CJCoioioNNNN ° OQ' - CD 0 o00) U1coiCD -4 (n W0o0U1NCD0) W (0010 1 (Dyi (n03 .P4 -J1011 ,ICOo -I4 --+ (00) . . N0o0 .IU10) 10o00) 01coS 0 b o X No3 7 N N N N N N N N N N N) N N O O O 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 =n M 0 — NNNN eD 0 0 eD 6 6 6 Co Co Co :..J :.4 eD in :P. in 03NN11110000000000000000000o O MCD 3 cn = 01 o N0o00) N) 0 COo00) - CO01N000n10) i4Cn1o0 --L01 -. -ICnND -+ CDo0 �10) U14COCw) NN jy � 1o00o00�in O = c - O ol G) C cn 01 m 0 oD O _a 000000C00000C000COOoo00000C00000C00000C00000CO0000003= co O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o W i o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' O •�' N N N N W - N O N CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD 0 0 0 = C) O 1 3 CD = : 0 Q CD DcoCOODCOCOCOCoc -1 N 0 N 0 -1U1N0 VCnNO -s 3 0 O (nOCn0 (n0 (n0 CD D 13 0 -c CI) CA OD CO CO CO CO CO CO CO =• CD O-., iCCDv00) 01W - 0Li1- . 0 AA) W n X 0 p N N N N N N N N N m C La La io io La Pa ND ND Ka VO) U1W N1CD (p0)� Ccn 0- o E O 5 r 30 — 0 `C_i O00000000r: 3 0 000000000yo 0 000000000-._. 3 — C 44. N C N Q U) (D D, 77 -, a -+ n. C Q � 93•• N O O (7) CD Pre-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1 S: Pre-Developed Building Addtion Site Area Runoff = 7.71 cfs @ 11.96 hrs, Volume= 0.370 af, Depth> 3.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10Year Rainfall=5.55" Area (ac) CN Description 0.820 98 Paved parking, HSG B 0.310 61 >75% Grass cover, Good, HSG B 1.130 88 Weighted Average 0.310 27.43% Pervious Area 0.820 72.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre-Developed Building Addtion Site Area Hydrograph ❑Runoff $—. 17.71 cfs I Type II 24-hr 7= 10Year Rainfall=5.55" 6-- Runoff Area=1 .130 ac Runoff Volume=0.370 af 5- Runoff Depth>3.93" ° 4- Tc=6.0 min u. 3_ CN=88 frd2_ ZZZZ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) S- = -0 'O �I �I �I VCDCDo) CAU1U1CnCn44440) 0) W CO NNNN � 11 � OOOOCOCOCOCO0000COCO �I �1 �I �Id) O) O) CDcncnU7U1 o Q. CD a) �IU1No VCnNo �1U1No V 61NO �IUINO VEnNO �ICnNO V CnNO �1CJ1NO �1CJ1NO �1CnNO7-.4U1N0 �1C11N0 R 3 O"CS 1 CnOUIOCnCD cnOUIOCnC (xi CCnCD cnCCnCD cnCD cnOCnOCnCD cnOCnCDcnCD cnCD cnCD cnCD cnCD cnOCnOCnOCnCD cnC. CD 0Q) Q CD 7' -0 ] O. CD 7 ®�cncnclCn44 .4444 44444 P 44 P 44 W CO ND 00000000000000000000 ' Qn OOOOCOCDCOOOCoCb �1 .ICD6enE1Cn4, 6) N100001En4, GJN -+ OOCDCDCoCb �1 �1 �1CDCD6EnE1C11CnA4P4, 4, baEo y�.Q Q. O -0 CO 0) CO CD co CO N3 co CO -N) CO CO CO CDUI CD CA CA CO CO CO N3 CO (1 V N3 0 1 CO CD) CDUI CD CD N3 CD �-.4 CO I .P -+ CO CO N3 CD V 4 N3 CD --A 01 . O O _I 3 O • n X 13 p = CO CO CO 0) 0) CO CO 0) 0) CO CO CO CO CO CO CO 0) CO CO N3 N3 Na N N - CD CD CD CD CD CD o 0 CD CD o 0 0 0 0 CD CD CD CD 0 0 0 CD CD CD CD 0 m' C) -0 0 ^. �1 �1 �10) o) o) EnEnEn4P .P4, W W NN1 -- CD66000A4, OCDEn4, W W NNNN o00ob000bbobb O UO) S y = CO0) CD VC N) COC) COC 0) N3 O4CO �ACD0) �ICO -+ CD n0) 000) N4CO CO000) 0) OOo010+) N00000 -40) Cn � CO NN1 � 10� V) = Cn O al 0 CI) co o-C 00000000000000000000000 .4N000C00000000000000000000000�= n O NNNNN CO 0) :I:. CD6i. 401 W NN CDOOoCOo0000000000 -`O CD N 1NNN W CJ � .4. cn n �J0o0001W CnVD4000nAOo -, n1000D4 CAD CD AN � 0000o �ICDcncn n4, 4. W CJCJNNNj -+.y A o S V Ei 2 S CL CDCOVDCDCOCOCoCoCO C -i ^-. O CD :-.I in N) CD -4 nNO Cj 3 j o CCnOCnOUIOUIOUCD N > .. 0 n 'a - p 0) 01 cn01010n01Cn0n Or ...D,) CD -. CO 1 1 1 CD -. , � 000) CD o3o) 4). 1./73 a) D) S. CD m (D CD x C0 5403 W W CJ CJ 03 CO CO N N 75 E CO COI, CO 0 Co Co Co Co �1 y v) CD '� A N O Oo o) . N co -.I.�Co) 1Q. C 03 O C 1- �y D3 Q: ° a 000000000�� `� O0000 ,) o (0 co co co co co C o 1 _- D �v a {� a 'o = o u) m 1:1S' CD (D11. C DJ Q ' 0) in CD N ♦� -. O r^ Pre-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Runoff = 0.56 cfs @ 11.96 hrs, Volume= 0.027 af, Depth> 4.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10Year Rainfall=5.55" Area (ac) CN Description 0.060 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.080 89 Weighted Average 0.020 25.00% Pervious Area 0.060 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Hydrograph 0.6- ❑Runoff 10.56 cfs 0.557. Type II 24-h r 05= 1 0Year Rainfall=5.55" 0.45 Runoff Area=0.080 ac 0.47Runoff Volume=0.027 of o 0.35 Runoff Depth>4.03" c 0.3: Tc=6.0 min 0.25 CN=89 0.15: 0.12 0.05- 5 6 7 8 9 10 11 12 13 r 14 15 16 17 18 r 19 20 Time (hours) JJJJOOcncn6 n6 n .PA. 4 ? CA CO CO CO NNNN -+ .111000CD6CDc0CDC00000ODJJJJOOOcncn6 6 , . O- CD a) JUtNOJCJiNOJU� NOJf17NOJU� NOJU� NOJCJINOJGiNOJUtNOJCnNO �IfJ� NOJCJINOJCniC 3 3-0 CnOCnOthOCnOM0 01 0 01 0 01OCnOMOCnOU70010010MOMOCnOCnOMOMOMOCnOMOMOMOMO. CO Da) D • -t a) � -0 = Q C2 m Cn6 cnCn P A A 4 4 4 4, 4444 P .A4 � 4 � � GJCa1 O0000000000000000000 n 1� C) CD CD CD CD Co CD CO Co Co Co .J -J 0) A CD in 6n P Ca ivCD CO O) 6 . Co iv1 0 CD CD CD CO CO J J J CO CO CO in in in in IN .A. IN. .A Co Co.) O -a CI- CDCDCnCJOC 01N) C 01N) Cp .ACDCnOCnOCa) CnC)OCDC N3cocnJNO -'. CJOOCnCCnNJCa) OJ41100CnNOJ4PNOJCn O O -� m o E -. 0) E X o � m wwwwC.1Ca) CACa) CACACAwwwwP (a) Ca) W W W NNN -� 000000000000000000000000000 =n "0 O "'- OOCp00JJJ0000CnCnIN :ACa) Ca) NN1o0 (OJCn10Cn4P ACa) Ca) NNNN OOOOOOCCCCCC CDfon = cn O CnCa) oCbCnN CID OCa) OONOO . UD 4 COCa) JCOOOCnNU1CpJCDNJCa) COOCa) OCpO ? N1COCbJOCn4C) Ca) NN11Y2.-Cn O a rn o G) Cl) Cn O • Co 70 O' CO-0 0000000C000000000pC00000000000ppC0000C) 000000000000ppF= m © O O O O O O O O O O o 0 0 O 0 0 0 0 0 0 0 0 0 CT) 1 0 0 0 0 0 0 O O O O O O O O O O O O O O O O O O O 0 0 -' O — N NNNN NCOCO6sANOO4Ca) NN Oo000000000000� = C) CD S CD = = ND OCOCOCOCDCOOOOOCb C .rt O OJCnNO JCnNC N 3 N C) C6C6C6C6CD._- CD D O -o z Cl) n 0 CJ1 Cn Cn Cn Cn Cn Cn Cn Cn n 0 CO --.1 6 co CD co C) .P1./. C Iv o X w O0 ▪ 44COCO coCACACADOV C CD ) OWC e0 CD O . — COJ6 00acn Q O E C r y Ei r Dj P.I. 0 M CD CDCDOOOCDPCDCD= : 000C00000 � o 0 .. � 0 -A U) ? S CD v a O V) CD CD -0 a1 v � Cl.. a) v II CD N (11 _ O_ cri CO CO Pre-Development Type 1124-hr 100Year Rainfall=9.03 „ Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Pre-Developed Building Addtion Site Area Runoff = 13.42 cfs @ 11.96 hrs, Volume= 0.668 af, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100Year Rainfall=9.03" Area (ac) CN Description 0.820 98 Paved parking, HSG B 0.310 61 >75% Grass cover, Good, HSG B 1.130 88 Weighted Average 0.310 27.43% Pervious Area 0.820 72.57% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre-Developed Building Addtion Site Area / Hydrograph 15! ❑Runoff 14- 113.42 cfs I 13- Type II 24-h r 12- 100Year Rainfall=9.03" 11- Runoff Area=1 .130 ac 10: Runoff Volume=0.668 af re 8 Runoff Depth>7.10" ° 7' Tc=6.0 min IL 6= / 5= ()/ CN=88 4= D P' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) oo � IIN N 000 d 4► C "a Cu a) Q Ca a Cl) c c) 0 r f+ L V 4 Q Ncm N co co co co Ln Ln v co Q) U 15 CC U) m c O CONLnOC`OCOa) NLSI U) -100 0 C) C) O O O r r OO X U CO• CO CO CON N N N N. C D W .c a) > Cis d ci .Q . co C07 � -a- -4- LOaLoLoCCq a)t C) 0C) 00 0C) a0 a0 a0 a0 00 (n c a a < Cl) a)-^O I) co Cr) O Lc) O Lr) O 0 T' E i ONLr) f- O Nix) f� 0 'LOO jZ N O OOO00000060) 0 a) 2 N s O 2 - LnCOCONCX) aOCn0 .- rNCOCOLr) NCDNCOCOCOO � Oa NIC) N JIC) N COC) a) NOd' a) a) CY) r ONCO � CoNT- r000 N Cu O ._ 0 0 0 0 0 0 0 N N N N N CO 'c' "1' LO - CA in of CO O I's CO LO LC) � CO CO CO OD C) N N N N N N N N N N "- O .0 S O O O O O O O O O O O O O O O O O O O O O O O O O O O 4 C - - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q Cl) cC 0 IC) i co 1- CD O 0 w U)^Lr) NaOCArCOLr) NONLr) NOCY) N1- COrCONa) Ir) d"cPCONCOCO1- CA NI- CA000N4raOIn ,- CONIC - COr LC) O -C C C0 N 0000 N VI000) ' �FLOLOC0001� 0000N � N000Nd' LnCDCO0001- NNCO V vrLr) Lr) CDCOI. I� 000O — 0c E N U as x � OOOOOOOOOOOOOOOOOOOOOOOOTTrN •I' � L0L0L0L0Lnl0LOCDcocococoCOCDC000C coa) C000CD i W ._ d E o C E 1--- 0• i Q N N. � op C a) . 1.0 C)) .c CT) CO c0 '� CY) co coC N LU Co co IN N up a) a) CO 'T N N C - N 0 01 a) . N co a) Lc) O Lr) O �}' CA co a0 Q. O O LC) 000000f� I- 0003COC CA00 ,- rNChd' � Lr) COI� 000rMLr) d' CAa') COCO CS) rNCO "1' 1' Lf) COI� I� 000OCnOOTTrNN >11- _ a U OOOOOOOOOOO NN NCOLOCOCOCOC N- r•-- � I� I� NNN � NN03 NI000OCOCOCOCO li 0 tZ c 0 12Q c tv50 a) ^OInOLnaLUOIoOLnOLnOLnOInOLnOLnainaInOLUOLnOLnaLUOLnOLnOLooLooLr) CLUCLoc, Lr) 0In0LO I QO E i ONLnI� ONLnI. ONLnf� ONLn1� ONIoIs0NLnI� ON LC) I: ONInI� ONLnI� ONInI. ONLlnr� ONLON. 0NLnI� i N 'O iz 00 Ln Ln In Ln (0 C0 C0 C0 1� N N N a0 00 00 00 CA CA CA O o o 6 O T T T T N N N N CO COCV) CO d 4 4 4 IC) Ln 10 L0 CO C0 C0 00 1� N N N CL Om 1 Pre-Development Type 11 24-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/7/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Runoff = 0.96 cfs @ 11.96 hrs, Volume= 0.048 af, Depth> 7.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100Year Rainfall=9.03" Area (ac) CN Description 0.060 98 Paved parking, HSG B 0.020 61 >75% Grass cover, Good, HSG B 0.080 89 Weighted Average 0.020 25.00% Pervious Area 0.060 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Pre-Developed Maintenance Shed Site Area Hydrograph ❑Runoff 1— 10.96 cfs Type II 24-hr 100Year Rainfall=9.03" Runoff Area=0.080 ac Runoff Volume=0.048 of Runoff Depth>7.20" LL Tc=6.0 min CN=89 AP 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) C) p • N N II N CZ Ct .ni a i C a L. a �— > N O -0 a)o s Cl) Is c N 03 o .� 000000000 C C�dddc dd000 a) U = cc �� J .3 c cn O 07^CD 'TtI'sTu) OOT � I'• IP C CDC) CDT T T N N cm O ix L r P- CO W .0 a) N f0 N d CVCO000I- O � I, O C�0 00 'I' .1' 'ct L0 u7 Ln CD 0 U 00 00 00 00 00 oOOOOD 0) Q C a a I < 0)^Ou7OUr) OIc) Ou70 N E i ONu71, ONLf) I. 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It) CON- oo O) T03143d• 0) P700000) TNP') ,rd' LC) C0NN00000) OOTTTNN -0 ® >+ Ns: OOOOOOOOOOO NNN0007CDCO (D (DI� I, I, I- I, I- I, f, f- f- f- f, 00 00 00 00 00ODCO CD> -0o = 0" � d NQ • p CueU Cl)^OLn O u7Ou7 CDU7 CDUn CDLO CD Ln OLn OL17 CD Uf7 CDu7 OLn OLn CD Ut7 OLn OLn OLn OLl7 Ou7 OLn OLn OLn OL0 OLn OLl7 OLn Q 2 E i ONu7f- ONLf) I- ONu71- ONLf) I- ONUf) I- ONLf) f- ONLAI- ONtf) f- CDCVuo - ONLt) I- ONLt) I- ONLf) N- ONL7) I's i -CD ~ =O 0606u7u70D0DCD (ON N- NI� 00000000rnrn0) 0) OOOOTTTTNNNNC�706MP7d' 4 'ct406ui 1) Ln (6000DC01- 1� 1� 1� a a. 2 s Post-Deve oped Area To and (4S) Post-Developed Building Addtion Site Area Post-Developed (Including area to 4P Maintenance Shed Site Pond) Area Pond (Subca) Reach Pon MI Routing Diagram for Post-Development Prepared by Timmons Group, Printed 6/3/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: Post-Developed Building Addtion Site Area (Including area to Pond) Runoff = 2.64 cfs @ 11.97 hrs, Volume= 0.117 af, Depth> 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1Year Rainfall=3.05" Area (ac) CN Description 0.610 98 Paved parking, HSG B 0.520 61 >75% Grass cover, Good, HSG B 1.130 81 Weighted Average 0.520 46.02% Pervious Area 0.610 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Post-Developed Building Addtion Site Area (Including area to Pond) Hydrograph / ❑Runoff 12.64 cfs Type II 24-h r 1 Year Rainfall=3.05" 2- I Runoff Area=1.130 ac Runoff Volume=0.117 of Runoff Depth>1.24" Tc=6.0 min 1_ 41 CN=81 P FL4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 3 Hydrograph for Subcatchment 1S: Post-Developed Building Addtion Site Area (Including area to Pond) Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.19 0.00 0.00 18.00 2.81 1.17 0.05 5.25 0.20 0.00 0.00 18.25 2.82 1.18 0.05 5.50 0.22 0.00 0.00 18.50 2.84 1.19 0.04 5.75 0.23 0.00 0.00 18.75 2.85 1.20 0.04 6.00 0.24 0.00 0.00 19.00 2.86 1.21 0.04 6.25 0.26 0.00 0.00 19.25 2.87 1.22 0.04 6.50 0.27 0.00 0.00 19.50 2.88 1.22 0.04 6.75 0.29 0.00 0.00 19.75 2.89 1.23 0.04 7.00 0.30 0.00 0.00 20.00 2.90 1.24 0.03 7.25 0.32 0.00 0.00 7.50 0.33 0.00 0.00 7.75 0.35 0.00 0.00 8.00 0.37 0.00 0.00 8.25 0.38 0.00 0.00 8.50 0.40 0.00 0.00 8.75 0.42 0.00 0.00 9.00 0.45 0.00 0.00 9.25 0.47 0.00 0.00 9.50 0.50 0.00 0.00 9.75 0.52 0.00 0.00 10.00 0.55 0.00 0.01 10.25 0.58 0.01 0.01 10.50 0.62 0.01 0.02 10.75 0.67 0.02 0.03 11.00 0.72 0.02 0.04 11.25 0.78 0.04 0.06 11.50 0.86 0.06 '0.10 11.75 1.18 0.17 0.60 12.00 2.02 0.62 2.55 12.25 2.15 0.70 0.38 12.50 2.24 0.76 0.25 12.75 2.30 0.80 0.19 13.00 2.35 0.84 0.16 13.25 2.40 0.87 0.14 13.50 2.44 0.90 0.12 13.75 2.47 0.92 0.11 14.00 2.50 0.94 0.10 14.25 2.53 0.96 0.09 14.50 2.55 0.98 0.09 14.75 2.58 1.00 0.08 15.00 2.60 1.02 0.08 15.25 2.63 1.03 0.07 15.50 2.65 1.05 0.07 15.75 2.67 1.06 0.06 16.00 2.68 1.08 0.06 16.25 2.70 1.09 0.06 16.50 2.72 1.10 0.06 16.75 2.73 1.11 0.05 17.00 2.75 1.12 0.05 17.25 2.77 1.14 0.05 17.50 2.78 1.15 0.05 17.75 2.80 1.16 0.05 Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Post-Developed Area To Pond Runoff = 1.01 cfs @ 11.98 hrs, Volume= 0.044 af, Depth> 1.1.8" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Year Rainfall=3.05" Area (ac) CN Description 0.230 98 Paved parking, HSG B 0.220 61 >75% Grass cover, Good, HSG B 0.450 80 Weighted Average 0.220 48.89% Pervious Area 0.230 51.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-Developed Area To Pond Hydrograph ❑Runoff l i.oi crs l 1— Type II 24-hr 1 Year Rainfall=3.05" Runoff Area=0.450 ac Runoff Volume=0.044 af - Runoff Depth>1 .18" Tc=6.0 min LL CN=80 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) o = -V 'O V V V V0) 0) 0) 0) 0101CnOn �P. .P ? 4. 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N1 � 0000000OOOOo00o0000000� C/) CO 0) alO a 3 coco 0000000000000000000000000000000000000000000000000000F• g O OO O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 --• L. Lp N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 —' O co 0) 0) coO No N no no No N no no (a) co C..) 0) 4. 4. 01 01 ) -NI CD -4 no oa no 1 1 1 0 0 0 CD"CD CD CD CD CD CD C) CD CD CD CD CD o o 0 0 0 0 y .-'. �l w0 '4W NO i ^f Q 0 CD CO CO CD CO CO CO CO c -. n 3o VCnNOVCnKO Cj 3 3 n OCnCCnC01CCnC�CD D CD 0 5 -0 - CI O NNNNNNNNN Sn N :-. OC000000 bo bp v00)) 01 bo . N � (O,n . Cr) ¢1 CD 5- LT1 o X . o cn G .-F. co Vci, CnCn PGJN1�cn CD o CD cn 0 r r XI Q n ay 000000000�gcD 0 0 0 0 0 0 0 0 0 o 1 1 1 N N N N N) N - CD ry W 4. O .13 O \L T`Y� 0. � � CD 1) CO p LU N W m o O 01 Cn Cal Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 4S: Post-Developed Maintenance Shed Site Area Runoff = 0.21 cfs @ 11.97 hrs, Volume= 0.010 af, Depth> 1.44" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs li Type 1124-hr 1 Year Rainfall=3.05" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.030 61 >75% Grass cover, Good, HSG B 0.080 84 Weighted Average 0.030 37.50% Pervious Area 0.050 62.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Developed Maintenance Shed Site Area / Hydrograph 0.24J ❑Runoff 0.23= 0.2 I 0.21 Type e II 24-hr _ yp 0.21 0.191. 1 Year Rainfall_3.05" 0.181 0.171 Runoff Area=0.080 ac 0.15= Runoff Volume=0.010 af / 0.,3= Runoff Depth>1.44" 0.121, 0 0.11; Tc=6.0 min 0.1_ 0.094, CN=84 0.081 0.07= 0.061 0.05 0.041 0.031 Q 0.02= 5 6 7 8 9 10 11 12 13 14 15 i6 17 18 19 20 Time (hours) -= 2 -013 �J `NI V �I0) (3) 0) 0) Cn01CnC)141. 41.. ? 41. 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Cl) = 3- CD v O. .< Cl) CD CD DJ a � "1 t � wW• N CD o O V CO V1 Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Pond 4P: Pond Inflow Area = 0.450 ac, 51.11% Impervious, Inflow Depth > 1.18" for 1 Year event Inflow = 1.01 cfs @ 11.98 hrs, Volume= 0.044 af Outflow = 0.98 cfs @ 11.99 hrs, Volume= 0.044 af, Atten= 3%, Lag= 0.7 min Primary = 0.98 cfs @ 11.99 hrs, Volume= 0.044 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/"2 Peak Elev= 682.71' @ 11.99 hrs Surf.Area= 659 sf Storage= 71 cf Plug-Flow detention time= 2.0 min calculated for 0.044 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 798.2 - 796.6 ) Volume Invert AvaiLStorage Storage Description #1 682.60' 2,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 682.60 603 0 0 685.00 1,793 2,875 2,875 Device Routing Invert Outlet Devices #1 Primary 679.61' 12.0" Round Culvert L= 46.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 679.61'/679.03' S= 0.0126 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 682.60' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.94 cfs @ 11.99 hrs HW=682.71' (Free Discharge) L1=Culvert (Passes 0.94 cfs of 6.10 cfs potential flow) L2=Orifice/Grate (Weir Controls 0.94 cfs @ 1.09 fps) Post-Development Type 1124-hr 1Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 9 Pond 4P: Pond Hydrograph / ❑Inflow 1�.o�ors 1 ❑Primary 1_ 10.98cfs Inflow Area=0.450 ac Peak Elev=682.71 ' Storage=71 cf N E: Ci 0 LL _,Icec �. ..,,.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 4P: Pond / Stage-Discharge 685- 0 Primary j w▪ 684— c o _ co > d _ j 683 rid _--i_--' /� LOrifice/Gra 0 1 2 3 4 5 6 7 8 Discharge (cfs) Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 10 Pond 4P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) • 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 0 Surface II ❑Storage 685Y • ////// d 684- / /" o m / 683- iGustom Stage Data) 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 Storage(cubic-feet) II Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 11 Hydrograph for Pond 4P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 5.00 0.00 0 682.60 0.00 5.50 0.00 0 682.60 0.00 6.00 0.00 0 682.60 0.00 6.50 0.00 0 682.60 0.00 7.00 0.00 0 682.60 0.00 7.50 0.00 0 682.60 0.00 8.00 0.00 0 682.60 0.00 8.50 0.00 0 682.60 0.00 9.00 0.00 0 682.60 0.00 9.50 0.00 0 682.60 0.00 10.00 0.00 0 682.60 0.00 10.50 0.01 1 682.60 0.01 11.00 0.01 2 682.60 0.01 11.50 0.03 5 682.61 0.03 12.00 0.97 71 682.71 0.97 12.50 0.10 15 682.62 0.10 13.00 0.06 10 682.62 0.06 13.50 0.05 7 682.61 0.05 14.00 0.04 6 682.61 0.04 14.50 0.03 5 682.61 0.03 15.00 0.03 5 682.61 0.03 15.50 0.03 4 682.61 0.03 16.00 0.02 4 682.61 0.02 16.50 0.02 3 682.61 0.02 17.00 0.02 3 682.61 0.02 17.50 0.02 3 682.60 0.02 18.00 0.02 3 682.60 0.02 18.50 0.02 3 682.60 0.02 19.00 0.02 2 682.60 0.02 19.50 0.01 2 682.60 0.01 20.00 0.01 2 682.60 0.01 Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 12 Stage-Discharge for Pond 4P: Pond Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) _ (feet) (cfs) 682.60 0.00 683.64 7.11 684.68 8.08 682.62 0.07 683.66 7.13 684.70 8.10 682.64 0.21 683.68 7.15 684.72 8.12 682.66 0.38 683.70 7.17 684.74 8.14 682.68 0.58 683.72 7.19 684.76 8.15 682.70 0.81 683.74 7.21 684.78 8.17 682.72 1.07 683.76 7.22 684.80 8.19 682.74 1.35 683.78 7.24 684.82 8.21 682.76 1.64 683.80 7.26 684.84 8.22 682.78 1.96 683.82 7.28 684.86 8.24 682.80 2.30 683.84 7.30 684.88 8.26 682.82 2.65 683.86 7.32 684.90 8.28 682.84 3.02 683.88 7.34 684.92 8.29 682.86 3.40 683.90 7.36 684.94 8.31 682.88 3.81 683.92 7.38 684.96 8.33 682.90 4.22 683.94 7.40 684.98 8.35 682.92 4.65 683.96 7.42 685.00 8.36 682.94 5.09 683.98 7.44 682.96 5.55 684.00 7.46 682.98 6.02 684.02 7.48 683.00 6.43 684.04 7.50 683.02 6.45 684.06 7.52 683.04 6.47 684.08 7.53 683.06 6.50 684.10 7.55 683.08 6.52 684.12 7.57 683.10 6.54 684.14 7.59 683.12 6.56 684.16 7.61 683.14 6.58 684.18 7.63 683.16 6.60 684.20 7.65 683.18 6.63 684.22 7.67 683.20 6.65 684.24 7.69 683.22 6.67 684.26 7.70 683.24 6.69 684.28 7.72 683.26 6.71 684.30 7.74 683.28 6.73 684.32 7.76 683.30 6.75 684.34 7.78 683.32 6.78 684.36 7.80 683.34 6.80 684.38 7.81 683.36 6.82 684.40 7.83 683.38 6.84 684.42 7.85 683.40 6.86 684.44 7.87 683.42 6.88 684.46 7.89 683.44 6.90 684.48 7.91 683.46 6.92 684.50 7.92 683.48 6.94 684.52 7.94 683.50 6.96 684.54 7.96 683.52 6.98 684.56 7.98 683.54 7.00 684.58 8.00 683.56 7.02 684.60 8.01 683.58 7.04 684.62 8.03 683.60 7.06 684.64 8.05 683.62 7.08 684.66 8.07 Post-Development Type 1124-hr 1 Year Rainfall=3.05" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 13 Stage-Area-Storage for Pond 4P: Pond Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 682.60 603 0 682.65 628 31 682.70 653 63 682.75 677 96 682.80 702 131 682.85 727 166 682.90 752 203 682.95 777 241 683.00 801 281 683.05 826 322 683.10 851 363 683.15 876 407 683.20 901 451 683.25 925 497 683.30 950 544 683.35 975 592 683.40 1,000 641 683.45 1,024 692 683.50 1,049 744 683.55 1,074 797 683.60 1,099 851 683.65 1,124 906 683.70 1,148 963 683.75 1,173 1,021 683.80 1,198 1,081 683.85 1,223 1,141 683.90 1,248 1,203 683.95 1,272 1,266 684.00 1,297 1,330 684.05 1,322 1,396 684.10 1,347 1,462 684.15 1,372 1,530 684.20 1,396 1,599 684.25 1,421 1,670 684.30 1,446 1,742 684.35 1,471 1,814 684.40 1,495 1,889 684.45 1,520 1,964 684.50 1,545 2,041 684.55 1,570 2,119 684.60 1,595 2,198 684.65 1,619 2,278 684.70 1,644 2,360 • 684.75 1,669 2,442 684.80 1,694 2,527 684.85 1,719 2,612 684.90 1,743 2,698 684.95 1,768 2,786 685.00 1,793 2,875 Post-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 sin 06538 ©2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1 S: Post-Developed Building Addtion Site Area (Including area to Pond) Runoff = 3.62 cfs @ 11.97 hrs, Volume= 0.162 af, Depth> 1.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2Year Rainfall=3.69" Area (ac) CN Description 0.610 98 Paved parking, HSG B 0.520 61 >75% Grass cover, Good, HSG B 1.130 81 Weighted Average 0.520 46.02% Pervious Area 0.610 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Post-Developed Building Addtion Site Area (Including area to Pond) Hydrograph 4- ❑Runoff 1 3.62 cls I Type II 24-hr 2Year Rainfall=3.69" 3- Runoff Area=1.130 ac Runoff Volume=0.162 of Runoff Depth>1 .72" J! 2_ LL Tc=6.0 min CN=81 400 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 2 C) = -a -u V CD CD cncnol cncnCn44 4), 4GD W W co NNNN1 11 -L000CDODa) upCOCD000000 �I �I �1 �ICDcncncncn cn6cn C -1 co Q_ CD 0 •4CnNO (4CnNO (4 EnNCD (461 o (JCnNO VCnNO (46NO (ICnNO (4CnNO (4CnNO (4 EnNO (JCnNCD (4CnNO 3 o D U CD01CD 6 CD 6 o 6 CD 01 CD cn CD cn CD cn CDcnCD 6OUlO010U CDcnCD 6OU70U70U70UlOU CDcnCD 6O01oo1oUIO CD (] A� D 0) W co co co co co CA co co o) CJ C) CA CO CO N N N N N N N N 1 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n g 1, D GJ Co Co Ea EoK) K) NN111000 CAD CDCDOD (J (ICA41. OCDODOD (4 (ACDCDCDEnEn n .). .P .PI) 000o W EA) WW NNNN N -� N CD 0 DOcnCnCaiCD -1cncoCDcocnND DCDGJCDU70C11CD -+ -+ cn 4. .4. cl1 �IGJO `I PjCDCA � N00 -.4cnoJ10 .�.co • • 0 3 n X p 3 CD O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 =T n rt 0 7 0) C)) CnEnEnEnE1 n .P . . . . 0) 0) C.) C.) NN N -. L. eD CD N 100000000000000000000000000 a) N C) I --+ CD CO V Cn PN iCD V 01CA -• cocnCa11 V �. OU70 NO CO � COCD 4. GJ N N 11000000000000000000 �cn 3 O G) CD 0 • W O 1 co 1:3 00000000000000000o0000C0) 0000000000000000000000000000 C V) O 0 0 0 0 0 0 0 0 0 0 N N Ca) En -' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5' 0 N CD `-.1 -J V V CO CO CO CD CD 0 1 j N Ca) 4. CA CO y Cn co 1 CO 0 0) 1 -J Cn .A 0) N N 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �''i O O _1 ? = s v O co CO CD CD CO CO OD CO o . CD a O (ICnNO (4fJ1N0 Cj 3 CDD C) O 01001CU106CD CD O 0 5 -O (D U) co co co CO GO GO W GO CA C)CD Q' 0 • 0CCDDvrnc�)1w - o�� Ca CD Q. m x 3 0 CD to c J~ 1CDa) coC CD eD CDcn eD � w D 0 0. N .* I— r 000000000�� N m 000000000 �, o ,rt c.n cn cn cn cn rn rn rn rn.. = CD 1\) CD 3 N n CD c sy Q. m. CO m as Q- cD -0 rn 0) a) co II O CD 0rn cn C m Post-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2S: Post-Developed Area To Pond Runoff = 1.39 cfs @ 11.97 hrs, Volume= 0.062 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2Year Rainfall=3.69" Area (ac) CN Description 0.230 98 Paved parking, HSG B 0.220 61 >75% Grass cover, Good, HSG B 0.450 80 Weighted Average 0.220 48.89% Pervious Area 0.230 51.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-Developed Area To Pond Hydrograph 0 Runoff 1 1.39 cfs Type II 24-hr 2Year Rainfall=3.69" Runoff Area=0.450 ac 1-- Runoff Volume=0.062 af _ Runoff Depth>1.64" LL Tc=6.0 min CN=80 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 9 2 13 -0 -.I V V V � 0) 0) CnCnC1CnC1 . .A . .PCa) Cw) GJCZNNNN1 -L •11000000CDCOCD000OCOCO -.1 .1 V -J ) 0) O) 0) 010101U7 c O- CD 0 .ICnNO .ICnNO -ICnNO VU1NO �ICJINO �ICJ7NO �1CJiNO �IinivO �ICJ1NO -.lU1N0 VU) NO �ICJINO �JU1N0 - 3 O-0 N CnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOCnOalOCnOCnOCnOCnocnOCnC�CD 011) i� r3v GAGJCAGJGOGOGJGJGJG cop.) pJGJC.) 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NJ N N D CD IM S) 4. -I 0 -% 13 N O "< 3 CD JZ 2) CD 0_ 5' 13 O S1 CO CO• II O N 93 O_ v CD Post-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4S: Post-Developed Maintenance Shed Site Area Runoff = 0.29 cfs @ 11.97 hrs, Volume= 0.013 af, Depth> 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2Year Rainfall=3.69" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.030 61 >75% Grass cover, Good, HSG B 0.080 84 Weighted Average 0.030 37.50% Pervious Area 0.050 62.500/o Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Developed Maintenance Shed Site Area Hydrograph 0.32-/ 0 Runoff 0.3=- I 0.29 cfs I Type II 24-h r 0.26- 2Year Rainfall=3.69" 0.24: 0.22- Runoff Area=0.080 ac 0.2: Runoff Volume=0.013 af 74- 018- Runoff Depth>1 .94" 0.16= L 0.14= Tc=6.0 min 0.12= CN=84 0.11 O 0.06- 0.04 /� 0.02= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) "I "I "I "4 CD n CD CD n Cn Cn Cn � .P. � � CO CO W CZ N N N N 1 1 -L 1 0 0 0 CD CO CO CO CO CO CO Oo 00 "AsI "1 "I CA CD cn CD n Cn Cn a, C _I• a (D y "1CnNO "1CnNo �ICnNO VCnNO �ICnNO �1CnN0 V CnNO �ICnNO VCnNO �1CnN0 �1CnNO �ICnN0 �1EJnN0 O a 3 -0 n•h Cn O Cn O Cn co Cn O Cn O Cn O cal O Cn O Cn O Cn O Cn O Cn O Cn O Cn O Cn O Cn O Cn O Ul O Cn O Cn O Cn O Cn O Cn O Cn O Cn O Cn o CD C7 I "O I 0 Q- cocoGO cococococooaco9oGJC443coC�JN ND no No No No N no 1100000000000000000000000000 7"n a ®,< CD OOCntn Ea Ea W 1CNOJCN71WOCO nnoC0O0 W CCOOCOncocn CO uO1 -. Cc71 W .A. 41.CD 6 "4-+ cn1 "4W O ^I En .P -+ CQOcnAnoCCO ^4cnc Ea o � OONO01CNnC�� CO 0 -I� '% o33 CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CDC"n Z 0 0 7 :3 lum Co Co vCV) � NOOo00) � NCO En V En - v -1- (0- NOO vv ^ICa) 00000) UOI � W NN00000 CD CD eD 0 000000000000 CO/) o = Cn - 0 0) .� COCn O xi 0 co-C3 0000COOO00000pCO00000CDOooC00000000C00000C00000000000F , go © O O O O o O O O O O O O O O O O O O O O O O O N b O O O o O O O o O o O O O O O O O o O O 0 0 0 0 0 0 0 -`O n N O O N N co v C701111 O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0a = = O 1 3 CD = N S — C2 O CO CO CO CO CO CO CO CO C . O O "4CnNO :NI Cnn01j 3 Cn C7 0 01 0 01 0 01 CDCn Ca CD D 13 0 0 O 0 Cl) 03Cococo ococoC.) CO SO ^h 0 -Lc) (0 "4c , w -. oS? 0 w < CD C)) x Ft0 CD (0 (06O6OooCoCoCo � cn CAD cn � w -� Ocnoornal—En Q, 5' Q 1- DJ ert 00o000000 S 3 0 000000000 , o cb 000000000.� � CCD 44. Cl) ? CD IV 0 .-‹ cn CD D � sv 'CD Q- S SU rn2 ) w II N W �_ O_ tz COLD m Post-Development Type ll 24-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 20 Summary for Pond 4P: Pond Inflow Area= 0.450 ac, 51.11% Impervious, Inflow Depth > 1.64" for 2Year event Inflow = 1.39 cfs @ 11.97 hrs, Volume= 0.062 af Outflow = 1.36 cfs @ 11.98 hrs, Volume= 0.062 af, Atten= 2%, Lag= 0.7 min Primary = 1.36 cfs @ 11.98 hrs, Volume= 0.062 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/2 Peak Elev= 682.74' @ 11.98 hrs Surf.Area= 673 sf Storage= 90 cf Plug-Flow detention time= 1.7 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 791.0 - 789.6 ) Volume Invert Avail.Storage Storage Description #1 682.60' 2,875 cf Custom Stage Data(Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 682.60 603 0 0 685.00 1,793 2,875 2,875 Device Routing Invert Outlet Devices #1 Primary 679.61' 12.0" Round Culvert L= 46.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 679.61'/679.03' S= 0.0126 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 682.60' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.31 cfs'@ 11.98 hrs HW=682.74' (Free Discharge) L1=Culvert (Passes 1.31 cfs of 6.13 cfs potential flow) t-2=Orifice/Grate (Weir Controls 1.31 cfs @ 1.21 fps) 1 Post-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 21 Pond 4P: Pond Hydrograph / 0 Inflow ia9cr5 ❑Primary _ I1.36cfs Inflow Area=0.450 ac Peak Elev=682.74' Storage=90 cf 1- ., N -n'' 3 c j 2 y 1r. �z A/ le 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 Pond 4P: Pond / Stage-Discharge /� 685- 0 Primary /� &Cr I / y 684- / j o - �/ A w 683 _----'/ Air' ___ • i.� LOrifice/Grate 0 1 2 3 4 5 6 7 8 Discharge (cfs) Post-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 22 Pond 4P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 0 Surface 0 Storage 685-/ d 684— ////// 0 - . io iu 683— 'Custom Stage Datai 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 Storage(cubic-feet) _ 13 '13 O CDCOCOCp �1 �ICDCDCnCn - . C�) CO NN1 � 000DCDCOCO V �1000nCn Q RI OU700nCinOCnb OCnbU70CnOCnbCnb &Coin inb & o0n0 3 873 W O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O CD C7 ¢) oQv CT (i3 CD O O O O O O O O O O O O O O O O -k co 0 0 0 0 0 0 0 0 0 0 0 0 0 n O OOOOOOOOOOOOOOO -, W bOOOOOOOOOOOOO -*' Q O no No NNNCoCx1GJcJCa) � - Cn0CbCoCx10) G0110000000000._ O O • cn Cr) fTh ' Cn cr. O M w 0D73 1 1 1 CO CD CO O Co CAC.) Cw) . .P 4h. - (nCnO VCOOCO.) CO CID 0O .AN11OOOOOOOOO CD O m CD 0) COCn00CACnC00) C 0) CAC» CA0) CO C C) CACACACnC 0) CA000n00 Q J Co Co Co Co Co Co 0ocwcwcocw0oCbcwC000000oCoCoCDCOOC000OCOCOCOCbCO < - ND N N NJ N Na N NJ N N N NJ N N N N Cu N NJ N N N N NJ ND N N N N N N a C C1 O O O O O CO O O O O O O O O O O v O O O O O O O O O O O O O O CD O cc: O O N N W 4a 1 1 0 0 0 0 0 0 0 0 0 0 0 0 7 - 0 .c D Cl) O OOOOOOOOOOOOOOO OOo0oo0000O000^ � g 000000000000000 =- ia00000000000000 - Q' X N N NNN co co GJC,) .P - .P010034h. alN11000000O000 0 Q cn ▪ o C I 7 O O 7 r • 1-- 0 y a m N 5' aa) wii CD N O O) CO CO Post-Development Type 1124-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 24 1 Stage-Discharge for Pond 4P: Pond Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 682.60 0.00 683.64 7.11 684.68 8.08 682.62 0.07 683.66 7.13 684.70 8.10 682.64 0.21 683.68 7.15 684.72 8.12 682.66 0.38 683.70 7.17 684.74 8.14 682.68 0.58 683.72 7.19 684.76 8.15 682.70 0.81 683.74 7.21 684.78 8.17 682.72 1.07 683.76 7.22 684.80 8.19 682.74 1.35 683.78 7.24 684.82 8.21 682.76 1.64 683.80 7.26 684.84 8.22 682.78 1.96 683.82 7.28 684.86 8.24 682.80 2.30 683.84 7.30 684.88 8.26 682.82 2.65 683.86 7.32 684.90 8.28 682.84 3.02 683.88 7.34 684.92 8.29 682.86 3.40 683.90 7.36 684.94 8.31 682.88 3.81 683.92 7.38 684.96 8.33 682.90 4.22 683.94 7.40 684.98 8.35 682.92 4.65 683.96 7.42 685.00 8.36 682.94 5.09 683.98 7.44 682.96 5.55 684.00 7.46 682.98 6.02 684.02 7.48 683.00 6.43 684.04 7.50 683.02 6.45 684.06 7.52 683.04 6.47 684.08 7.53 683.06 6.50 684.10 7.55 683.08 6.52 684.12 7.57 683.10 6.54 684.14 7.59 683.12 6.56 684.16 7.61 683.14 6.58 684.18 7.63 683.16 6.60 684.20 7.65 683.18 6.63 684.22 7.67 683.20 6.65 684.24 7.69 683.22 6.67 684.26 7.70 683.24 6.69 684.28 7.72 683.26 6.71 684.30 7.74 683.28 6.73 684.32 - 7.76 683.30 6.75 684.34 7.78 683.32 6.78 684.36 7.80 683.34 6.80 684.38 7.81 683.36 6.82 684.40 7.83 683.38 6.84 684.42 7.85 683.40 6.86 684.44 7.87 683.42 6.88 684.46 7.89 683.44 6.90 684.48 7.91 683.46 6.92 684.50 7.92 683.48 6.94 684.52 7.94 683.50 6.96 684.54 7.96 683.52 6.98 684.56 7.98 683.54 7.00 684.58 8.00 683.56 7.02 684.60 8.01 683.58 7.04 684.62 8.03 683.60 7.06 684.64 8.05 683.62 7.08 684.66 8.07 Post-Development Type ll 24-hr 2Year Rainfall=3.69" Prepared by Timmons Group Printed 6/3/2019 HydroCADOO 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 25 Stage-Area-Storage for Pond 4P: Pond Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 682.60 603 0 682.65 628 31 682.70 . 653 63 682.75 677 96 682.80 702 131 682.85 727 166 682.90 752 203 682.95 777 241 683.00 801 281 683.05 826 322 683.10 851 363 683.15 876 407 683.20 901 451 683.25 925 497 683.30 950 544 683.35 975 592 683.40 1,000 641 683.45 1,024 692 683.50 1,049 744 683.55 1,074 797 683.60 1,099 851 683.65 1,124 906 683.70 1,148 963 683.75 1,173 1,021 683.80 1,198 1,081 683.85 1,223 1,141 683.90 1,248 1,203 683.95 1,272 1,266 684.00 1,297 1,330 684.05 1,322 1,396 684.10 1,347 1,462 684.15 1,372 1,530 684.20 1,396 1,599 684.25 1,421 1,670 684.30 1,446 1,742 684.35 1,471 1,814 684.40 1,495 1,889 684.45 1,520 1,964 684.50 1,545 2,041 684.55 1,570 2,119 684.60 1,595 2,198 684.65 1,619 2,278 684.70 1,644 2,360 684.75 1,669 2,442 684.80 1,694 2,527 684.85 1,719 2,612 684.90 1,743 2,698 684.95 1,768 2,786 685.00 1,793 2,875 Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 1 S: Post-Developed Building Addtion Site Area (Including area to Pond) Runoff = 6.64 cfs @ 11.97 hrs, Volume= 0.304 af, Depth> 3.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10Year Rainfall=5.55" Area (ac) CN Description 0.610 98 Paved parking, HSG B 0.520 61 >75% Grass cover, Good, HSG B 1.130 81 Weighted Average 0.520 46.02% Pervious Area 0.610 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1S: Post-Developed Building Addtion Site Area (Including area to Pond) Hydrograph ❑Runoff 7-.. 16.sa cry I Type II 24-hr 67 10Year Rainfall=5.55" Runoff Area=1.130 ac Runoff Volume=0.304 af 4_ Runoff Depth>3.23" Tc=6.0 min 3- CN=81 2- 1_ 11I� 4, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E c O tri N 2 ii co ca cc zo a_ d co a) C O v t Q O0CDa) rnrnao00N .. O.2 T T 7- 0 0 0 0 0 0 Cl) g 0 0 0 0 0 0 0 0 0 �. -I 0 . 2.6 C -0 O Q 00 7- Mtn N a) CD CV N N N O . a) U t C7 C�) 06 06 06 06 i o6 of o C X U U : W .= N _ 22 CCS � A T 'f CDOOaODU r, 03 co .., 2 T T T T N N N N N 0 a 5 6 L() Ln 6LC) LC) Ln LC) ui (o a Q `. < a)^O Ln O LLB O LC) O LC) O U a) E L ONLC) f'sONLP) I, O 2 > O 00 CO Co Co a) a) a) a) N I dl, N O _ _T CD a 00000000 T NNNOD 'I' UPLULUN 0OCVU, CDCD1sO00a) CON COTI, NrTOa) 00NCOLnNfCOC'�JNNNTTr N O .= OOOOOOOOOOOOOOOOOOOOOTTrr N 00L71N OOLn 'd' MCoNNNN © 6 j 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 C. 0 0 0 ,- CO O O O C7 O O O C6 O O O O O O O O O O O O O O O Q 1- cr O M — OLC7 C o o E O V)^O O O O O O O O O O T T CV CV CO CO d' (D Ns CO O CV UP 00 CV Ns LC) O 0D Ln a) 00 CO CO a) Nt a) Nt CO CV UP Ln a) CV UP 00 CO a) T d' CO N V N 0 OOOOOOOOOOOOOOOOOOOOTTTT NNCOr- 000T CVCONf Nf UP UP CD CO I- C- 1- 000OOOa) a) a) a) OOO CO N V X= O O O O O O O O O O O O O O O O O O O O O O O O O O O O r N N N N N N N N N N N N N N N N N N N N CO CO C. W CEO W . Q� O R LnI- ON7rI- ONLfPOOT � r- OCOhNCDOLnOCOMTONNs141 3CV000D OCOMCDU0CD C) a) NfOONLnOONLn00OC700a) O O N Q�COC7 'd' d' Nf NJ' LnLC) LCJL1) CD0O0OfsrsNs00000) a) 00TNMNfLnTOOa) OTNM NI- UPUD UPC000I, I- 000000a) a) a) OOOO �CD ® U OOOCDOOOOOOOOOOOOOOOO CVCO00d' � d' � � Nr 'ct d' Nt 'ctNr NfNi' d' d' LC) LnLC) Ln Q) N Q �i � U as a) OLnCUPCUP CD UP OLC) OL CD UD CD UD CD UP CD U, CD UP CD UD CDUPCD UDOLC) OLC) OL0CLnCUDCDU CDUDCDLnCLLOOLnCUPCDU) N QO i E i ON LlPI, ONLnI- ONLC) I- ONLnfsCDCVUl sCDCVUP - ONLf) I� ONtf) f- ONLC) IsCDCVUl - ONLnI- ON UP NsCDCV nI� Q i) �O 0) OO uiuiuiLn0OCO0OCOf� f� r.: r: 600000J000) a) OOCjOrrTTNNNc\ioio7C7M d' Ni 'd' d' LL6Lnuiui O6606I� I� I� f� aa = ° -a Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 2S: Post-Developed Area To Pond Runoff = 2.58 cfs @ 11.97 hrs, Volume= 0.118 af, Depth> 3.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10Year Rainfall=5.55" Area (ac) CN Description 0.230 98 Paved parking, HSG B 0.220 61 >75% Grass cover, Good, HSG B 0.450 80 Weighted Average 0.220 48.89% Pervious Area 0.230 51.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-Developed Area To Pond Hydrograph ❑Runoff 2.5891 Type II 24-hr 10Year Rainfall=5.55" 2 Runoff Area=0.450 ac Runoff Volume=0.118 af Runoff Depth>3.14" LL Tc=6.0 min CN=80 0 D�I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 O N N T II C\ das RI CO -. N RS 4.. L- uz -a I) 0 O C T a 0 -c 0 N . w � � m• � cocococoCO CX o�000000000 N a ,......000000000 � O c/) N O cn^OTCOLnl� OTcr) � Cn a) CO O O O O O r r r 7171V.0 N C') C V) C') C') C') C') C') Cfi 0n O W .0 uczN O. O O T 'Cr CD CO N CO N N CO 3 N d t Ln Ln Ln Ln Ln Ln Ln Ln Ln C/) C CL _C a Q CD^O co OLn O LC) O LCO i ONLnI� O Nu, r•-• CD yI I— O C00000000CA CAOCO 03 2 0 V N . T M O cn .;� N 000000000000rTTTNNNNCY) d' d' CDf� O � N � L[) CO1� � Nr000001. NNL000CDcoLOLOLOLI) .4' d 'Kt N O.._ O O O O O Co O O O O O O O O O O O O O O O O O O O T T f CO N T T T T O O o 0 0 0 O O O O O 0 0 0 0 O O © 8 7 v 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O 0 Cl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 = COCO s Cr � C 12. O 0) U)^ T rTNMI OOO000OOOOOLUCDI- co 00CY) CD O LUNIC) OOI. rC 00 LO CO COL CT) COCD00 0DCONLI) N O I) I�NL c N O NCJL N OOOOo0000000000000000TTrNNCOCDI� OrN N CO ,: � Lf) LC) LC) 0O0OI,- (,- 1� 1� 0000000000 = O . O 0 0 0 0 0 06 0 06 0 0 0 06 0 0 0 0 0 0 0 0 0 0 0 0 T r N N N N N N N N N N N N N N N N N N N N N N O EN >, x E E o . 0.1- 0 Lf) I- ONd' ONLnCO d' f� OC7f-- N0DOLnOOMTONf-- L-) OON0000000MOLC) OInO CONLOCONLnCOOCOCOO o F- O cp CO CO ch d: 'd � LU LO LO LU CO CD CO N N f� 00 0o 0 0 0 0 T N CO Nr Ln T CO O O T N CO � Ln Ln CD CO CO I- I� 00 00 0o 0 0 0 0 O 0 0 0 > i U 00000000000000000000 N CyJCh4 �t4ct �t cf c1 � 4 4 [F4 44 d 4 4LC) cc;Il7Lfj L 0dOQ 0)N OLnOLO0LO0Ln OLnOLnOLU 0LUOLn0LO0LO0Ln0LU0LO0LO0inoin o Ls, OLUOLUOLUOLUOLUOL 0LO0LU N a E = ONLnI� ONLOr- 0NIf) I� ONL1) f� ONLC) I� ONIf) I- ONLC) f� ONLUI� ONLnf� ONLnI� ONtf) I� Oc..1co . ONLnN� 0 2D - O LnLnLnLnCD0000CDI� I� 1- f� 000000000000006OrTTTNNNc\ic6 +') V) V) 4th44L LUL6Lf) 0D (D0O (O1� 1� 1� N O. a. 2 Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment 4S: Post-Developed Maintenance Shed Site Area Runoff = 0.50 cfs @ 11.97 hrs, Volume= 0.024 af, Depth> 3.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10Year Rainfall=5.55" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.030 61 >75% Grass cover, Good, HSG B 0.080 84 Weighted Average 0.030 37.50% Pervious Area 0.050 62.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Developed Maintenance Shed Site Area Hydrograph 0.55- ❑Runoff I o.so cls I °5= Type II 24-h r 0.45; 1 0Year Rainfall=5.55" 0.4= Runoff Area=0.080 ac 0.35i Runoff Volume=0.024 af 0.3i Runoff Depth>3.53" E 0.257 Tc=6.0 min CN=84 0.15 0.1- D 0.05- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1.0'0 SE'E 60'9 9L1 L l0'0 E8'E 90'9 0911. 1.0'0 0E'E E0'9 9Z'L L LO'0 LZ'E 00'9 00'L 1.0'0 9Z'E 8617 9L'9 I. 1.0'0 ZZ'E 9617 09'9 L L0'0 6 VC Z6'17 9Z'9 L 1.0'0 9 VC 8817 00'91. 1.0'0 EVE 98'17 9L'91. 1.0'0 O L'E Z817 09'91. 1.0'0 LOT 8L'17 9Z'91. 1.0'0 E0'E 17L'17 00'91. 1.0'0 66'Z 69'17 9L'171. 1.0'0 96'Z 99'17 09171. L0'0 l6'Z 09'17 9Z171. Z0'0 98'Z 9917 00't7 L Z0'0 L8'Z 09'17 SEE L Z0'0 9L'Z E117 09'E1- Z0'0 69'Z 9E17 9Z'E L E0'0 Z9'Z 8Z17 00'E L E0'0 169'Z 6 L.17 9L7 L 170'0 we 80'17 097 L L0'0 OE'Z Z6'E 9Z'Z L LVO 60'Z 89'E 00'Z L 91.'0 98'0 9 L'Z 9L'L L EO'0 917'0 L9'L 09'LL Z0'0 LE'0 317'L 9Z'L L Z0'0 0E'0 0E'L 00'L L 1 l0'0 9Z'0 LZ'l 9L'0l L0'0 lZ'0 E L'l 09.0 L L0'0 8 L'0 90'L 9Z'O L L0'0 9l'0 00'L 00'0 L L0'0 E L'0 96'0 9L'6 LO'0 WO 06'0 09'6 L0'0 0 L'0 98'0 9Z'6 00'0 80'0 Z8'0 00'6 00'0 L0'0 LEO 9L'8 00'0 90'0 EEO 09'8 00'0 90'0 0L'0 9Z'8 00'0 ' 170'0 L9'0 00'8 00'0 E0'0 V9'0 SL•L 00'0 ZOO l9"0 09'L 00'0 Z0'0 89'0 9Z'L L0'0 £9'£ 8Z'9 00'0Z 00'0 L0'0 99'0 00'L L0'0 LTC LZ'9 9L'6l 00'0 L0'0 Z9'0 9L9 1.0'0 09'E SZ'9 09.61 00'0 1.0'0 09'0 09'9 L0'0 81'E EZ'S 9Z'6l 00'0 00'0 L17'0 SZ'9 L0'0 917'E On 00'6 I. 00'0 00'0 1717'0 00'9 L0'0 WC 8 L'9 9L•8 L 00'0 00'0 Z17'0 9L'9 L0'0 ?YE 9l'9 09'8 L 00'0 00'0 0W'0 09'9 L0'0 O1•E PL'S 9Z'8l 00'0 00'0 LE'0 9Z'9 LO'0 LE'E L l'9 00'8l 00'0 00'0 9E'0 00'9 (sio) (segoui) (sayoui) (sanoy) (sp) (sagoui) (sayoui) (sanoy) llouna sseox3 •dioaad awll sseox3 •dioaad aw!l eaad aliS pays aoueue4uiew pado,eAea-jsod :sti juewtmeogns aoj gdaiboapAH LE abed 011 suoilnjoS ammws av3oJPAH L LOZ O 8E990 u/s 0Z-00'0l Oad3OJPAH 6 LOZ/E/9 PaluPd dnoig suoww .Aq paaedaad „S5'S=//umeld Jea loj a4-170 11 edAfl luewdoIanaa-}sod Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 32 Summary for Pond 4P: Pond Inflow Area= 0.450 ac, 51.11% Impervious, Inflow Depth > 3.14" for 10Year event Inflow = 2.58 cfs @ 11.97 hrs, Volume= 0.118 af Outflow = 2.53 cfs @ 11.98 hrs, Volume= 0.118 af, Atten= 2%, Lag= 0.6 min Primary = 2.53 cfs @ 11.98 hrs, Volume= 0.118 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/2 Peak Elev= 682.81' @ 11.98 hrs Surf.Area= 709 sf Storage= 140 cf Plug-Flow detention time= 1.7 min calculated for 0.118 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 776.9 - 775.5 ) Volume Invert Avail.Storage Storage Description #1 682.60' 2,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 682.60 603 0 0 685.00 1,793 2,875 2,875 Device Routing Invert Outlet Devices #1 Primary 679.61' 12.0" Round Culvert L= 46.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 679.61' /679.03' S= 0.0126 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 682.60' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.43 cfs @ 11.98 hrs HW=682.81' (Free Discharge) t-1=Culvert (Passes 2.43 cfs of 6.21 cfs potential flow) t-2=Orifice/Grate (Weir Controls 2.43 cfs @ 1.49 fps) Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 33 Pond 4P: Pond Hydrograph / ®Inflow II 12.58 cis I 0 Primary 2.53cfs Inflow Area=0.450 ac Peak Elev=682.81 ' 2— -4 Storage=140 cf LL ^� µ - 5�i2 1- $ f 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 4P: Pond Stage-Discharge 685-" ❑Primary / °' 684- c w 683 All'_—_--_--� �i/i LOrifice/Gra 0 1 2 3 4 5 6 7 8 Discharge (cfs) Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 34 Pond 4P: Pond Stage-Area-Storage Surface/Horizontallwetted Area(sq-ft) 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 0 Surface ❑Storage 685 684— o (Q l d / 683- LCustom Stage Datal / 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 Storage(cubic-feet) Post-Development Type 1124-hr 1OYear Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 sin 06538 ©2017 HydroCAD Software Solutions LLC Page 35 Hydrograph for Pond 4P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 5.00 0.00 0 682.60 0.00 5.50 0.00 0 682.60 0.00 6.00 0.00 0 682.60 0.00 6.50 0.00 0 682.60 0.00 7.00 0.00 0 682.60 0.00 7.50 0.00 1 682.60 0.00 8.00 0.01 1 682.60 0.01 8.50 0.01 2 682.60 0.01 9.00 0.02 2 682.60 0.02 9.50 0.02 3 682.60 0.02 10.00 0.03 4 682.61 0.03 10.50 0.04 7 682.61 0.04 11.00 0.07 11 682.62 0.07 11.50 0.14 18 682.63 0.13 12.00 2.44 137 682.81 2.46 ' 12.50 0.23 27 682.64 0.24 13.00 0.14 19 682.63 0.14 13.50 0.11 16 682.63 0.11 14.00 0.08 13 682.62 0.09 14.50 0.07 11 682.62 0.07 15.00 0.07 10 682.62 0.07 15.50 0.06 9 682.62 0.06 16.00 0.05 8 682.61 0.05 16.50 0.05 7 682.61 0.05 17.00 0.05 7 682.61 0.05 17.50 0.04 7 682.61 0.04 I 18.00 0.04 6 682.61 0.04 18.50 0.04 6 682.61 0.04 19.00 0.03 5 682.61 0.04 19.50 0.03 5 682.61 0.03 20.00 0.03 5 682.61 0.03 Post-Development Type 1124-hr 10Year Rainfall=5.55" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 36 Stage-Discharge for Pond 4P: Pond Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 682.60 0.00 683.64 7.11 684.68 8.08 682.62 0.07 683.66 7.13 684.70 8.10 682.64 0.21 683.68 7.15 684.72 8.12 682.66 0.38 683.70 7.17 684.74 8.14 682.68 0.58 683.72 7.19 684.76 8.15 682.70 0.81 683.74 7.21 684.78 8.17 682.72 1.07 683.76 7.22 684.80 8.19 682.74 1.35 683.78 7.24 684.82 8.21 682.76 1.64 683.80 7.26 684.84 8.22 682.78 1.96 683.82 7.28 684.86 8.24 682.80 2.30 683.84 7.30 684.88 8.26 682.82 2.65 683.86 7.32 684.90 8.28 682.84 3.02 683.88 7.34 684.92 8.29 682.86 3.40 683.90 7.36 684.94 8.31 682.88 3.81 683.92 7.38 684.96 8.33 682.90 4.22 683.94 7.40 684.98 8.35 682.92 4.65 683.96 7.42 685.00 8.36 682.94 5.09 683.98 7.44 682.96 5.55 684.00 7.46 682.98 6.02 684.02 7.48 683.00 6.43 684.04 7.50 683.02 6.45 684.06 7.52 683.04 6.47 684.08 7.53 683.06 6.50 684.10 7.55 683.08 6.52 684.12 7.57 683.10 6.54 684.14 7.59 683.12 6.56 684.16 7.61 683.14 6.58 684.18 7.63 683.16 6.60 684.20 7.65 683.18 6.63 684.22 7.67 683.20 6.65 684.24 7.69 683.22 6.67 684.26 7.70 683.24 6.69 684.28 7.72 683.26 6.71 684.30 7.74 683.28 6.73 684.32 7.76 683.30 6.75 684.34 7.78 • 683.32 6.78 684.36 7.80 683.34 6.80 684.38 7.81 683.36 6.82 684.40 7.83 683.38 6.84 684.42 7.85 683.40 6.86 684.44 7.87 683.42 6.88 684.46 7.89 683.44 6.90 684.48 7.91 683.46 6.92 684.50 7.92 683.48 6.94 684.52 7.94 683.50 6.96 684.54 7.96 683.52 6.98 684.56 7.98 683.54 7.00 684.58 8.00 683.56 7.02 684.60 8.01 683.58 7.04 684.62 8.03 683.60 7.06 684.64 8.05 683.62 7.08 684.66 8.07 O M N 1 co CZ .crt-• N CC E d .a � O 1"-•a J a C 0 IP -a o C Cl) O C) a — U C/) 0 a) = L CD OTMCOT (DMTTNCON - N �' NrN f- TCOMTTTM (OOCONO0) ON '1' (3) '1' rC) 000O0Nf� N0000LO a 0) o CO (O0) CO (0O .4- 00NOOLo0) V a) -4- 0) -1- 0) Ln0 (DNCOd' O (OM0) (OM0) N chTCD (0-4- r0) NCOd' Nr0) Mti co Q) rrNNNMM �Y NY LC) LL� COCOI� I� OOOOOOrNNMMd LC) If) CO1� 00000) OTTNM �t (nCOCOf� 00 N N N N co ° N ate+ fnaT) N U Q DO M O i,n O Q) MCoCONNNNNTCOTCOT LC) O LC) O '1' 0) 0) C00000M00NNNNN (0r- (OTLOOL0O LC) (3) d' 0) d' CT) COCoCI (/) C C.) 47 O N Ln 1� O N LC N O N LO r'•• N LO f•-• O N N CA N d N C) C J N CA N d f� 0) N d N 0) C'J ' N C) - (0 0) T d' CD 0) yr C N CU COCDCOCONf� NNCOCO0000 (3) 0) 0) 0) OOOOOTTTTNNNNM CO_CO_CO_ d' d' '1- L() Ln LC) LC) C000 CO_CONNNf C O O T T T T T T T T T T r T T T 1- 1- 1- 1- 1- 1- 1- 1- T T T 1- 1- 1- 1- T T T E N (1) O ~` Q -0 OL0O LC) 0L0OL0O LC) CoL0OL0OL0OLn0Ln0L0OLn 0LL) OLf) OL0OL0OL0OL0OL0OL0OL0OL0OLf) OLI) O Q o a) C0001� 1� 000O0) 0) OOrrNNMM � NI' LncoCDCOf- f� 00000) CY) OOTrNNC7Md' d LOLOCO COr- CO 000) (3) O + ed0 F NNNNNNNNMMMMC'MMMMMMCMMMMMMMMMM4444d d 444 4444444444Ln • Q o > CO co co co CO co co co co co co co CO co co co co co co co co co co co co 00 CO CO CO CO CO CO CO CO CO CO CO Co CO CO CO CO CO CO CO CO CO CO co 0 a) co CO CO CO (.0 CO CO CD CO CD (D CO CO CO CO CD (D CO CO CD CO CO (D C0 CO 0D C0 CO CO CO (D CD (O CD CO CO CO CD CO CD CD CO CD CO CO C.0 CD CO CS) 0. a. w Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 1S: Post-Developed Building Addtion Site Area (Including area to Pond) Runoff = 12.41 cfs @ 11.97 hrs, Volume= 0.593 af, Depth> 6.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100Year Rainfall=9.03" Area (ac) CN Description 0.610 98 Paved parking, HSG B 0.520 61 >75% Grass cover, Good, HSG B 1.130 81 Weighted Average 0.520 46.02% Pervious Area 0.610 53.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Post-Developed Building Addtion Site Area (Including area to Pond) Hydrograph 0 Runoff 13= 1 12.41 cfs ,2 Yj Type II 24-hr 117 100Year Rainfall=9.03" II 10= Runoff Area=1.130 ac Runoff Volume=0.593 af II H $=3 7_ / Runoff Depth>6.30" o Tc=6.0 min a 6— I,I CN=81 AP ® 2_ I" 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 39 Hydrograph for Subcatchment 1S: Post-Developed Building Addtion Site Area (Including area to Pond) Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.57 0.00 0.01 18.00 8.32 6.04 0.18 5.25 0.61 0.01 0.02 18.25 8.36 6.08 0.17 5.50 0.64 0.01 0.02 18.50 8.40 6.12 0.17 5.75 0.68 0.02 0.03 18.75 8.43 6.15 0.16 6.00 0.72 0.02 0.03 19.00 8.47 6.18 0.15 6.25 0.76 0.03 0.04 19.25 8.50 6.22 0.15 6.50 0.81 0.04 0.04 19.50 8.54 6.25 0.14 6.75 0.85 0.05 0.05 19.75 8.57 6.28 0.14 7.00 0.89 0.07 0.06 20.00 8.60 6.31 0.13 7.25 0.94 0.08 0.06 7.50 0.99 0.09 0.07 7.75 1.03 0.11 0.08 8.00 1.08 0.13 0.08 8.25 1.14 0.15 0.09 8.50 1.19 0.17 0.11 8.75 1.26 0.20 0.13 9.00 1.33 0.23 0.15 9.25 1.40 0.26 0.16 9.50 1.47 0.30 0.17 9.75 1.55 0.34 0.19 10.00 1.63 0.39 0.22 10.25 1.73 0.44 0.26 10.50 1.84 0.51 0.30 10.75 1.97 0.59 0.37 11.00 2.12 0.68 0.45 11.25 2.31 0.81 0.60 11.50 2.56 0.98 0.81 11.75 3.49 1.70 3.92 12.00 5.99 3.87 11.61 12.25 6.38 4.23 1.59 12.50 6.64 4.47 1.03 12.75 6.82 4.64 0.75 13.00 6.97 4.78 0.63 13.25 7.10 4.90 0.54 13.50 7.21 5.01 0.48 13.75 7.32 5.10 0.42 14.00 7.40 5.18 0.37 14.25 7.49 5.26 0.35 14.50 7.56 5.33 0.33 14.75 7.64 5.40 0.31 15.00 7.71 5.47 0.30 15.25 7.77 5.53 0.28 15.50 7.83 5.59 0.26 15.75 7.89 5.64 0.25 16.00 7.95 5.69 0.23 16.25 8.00 5.74 0.22 16.50 8.05 5.79 0.21 16.75 8.10 5.83 0.21 17.00 8.14 5.88 0.20 17.25 8.19 5.92 0.20 17.50 8.23 5.96 0.19 17.75 8.28 6.00 0.18 Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD®10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 2S: Post-Developed Area To Pond Runoff = 4.87 cfs @ 11.97 hrs, Volume= 0.232 af, Depth> 6.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100Year Rainfall=9.03" Area (ac) CN Description 0.230 98 Paved parking, HSG B 0.220 61 >75% Grass cover, Good, HSG B 0.450 80 Weighted Average 0.220 48.89% Pervious Area 0.230 51.11% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post-Developed Area To Pond Hydrograph 0 Runoff 5— 14.87cfs I Type II 24-hr 100Year Rainfall=9.03" 4= Runoff Area=0.450 ac Runoff Volume=0.232 of 3 - Runoff Depth>6.18" LL = Tc=6.0 m i n 2- ' CN=80 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) N y/ r N IF ' N CO i "� f- l- l- CO (OCOCOU) Un N Q o .c° 000000000 73 = �000000000 cb U 0 CC Q. -I O � w N c 9 o N NtOOCDCDCD0000C) d Cl) CD C) O O O r r rr 0 U U Li) Un CO CO (O CO (O CO Up CD 0 W N OSd NCOOCOI- O � f, o O N 'tUnUC) CO 13 N L M M � � U) 00 05 0 06 06 06 05 06 00 O N L_ U C) C c Q N ^OUnOUC) OCnOl1) O E i CNUnI, ONU) I- O H o a0 a0 ao 00 Cn Cn Cn Cn N I CO N E, (0 w O O r r r r N N N N CV 00 0) C°) NF U) CC) CO CO Ns 00 0 N � I- M r N I. CCO ) CD C 00 00 00 CO CO I, N O 000000000000000000000r rrr N MU) CC1 ') r C Cf) r- N � N N r 0 0 CD CO MN N 00000000 Q 1" c V o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r ni 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a� w cc O M t 0 0 O 0) ci OOrrNMM �tU) N000n — MUnCO � N U) rI- � � COMMI, NCOMI� CDCDCDr, U) CMCDUDY- NCMNCfsr000cYOO .w 00 N - OOOOOOOOOOOOrrrrNNNMM 'I' .4' U) COIssOCOI. rMU.0) (OI- 000OrNNMgtd' U) U) (O (OI- I- OOo0C0 C 0 -0 0.c000000000000000000000000000 ,- ri . a—a—a—a—a—a- uiuiuiuiuimmmmmmuiuiuiuim N EN = W .v CEO m� O 01�I. rd' OONCOrU) CAd' CS) M00 � Cn (DMOI� CnMMd' I� NrCOCDCD00 � NI, Or (MOCACO �F — I� MCACnaCnC � CAM00 o O O UD (O CO CO I. I s 00 00 CO CD CA O O r r N CO � d' Cn CO I- 00 Cn r M U) � CA M CO OO O r N C'7 d: � UD UD r- I. 00 0O CA 0 O r r r N N � �r d • c 0• 0• 0• 0• 0• 0• 0• 0• 0• 0• 0• • • • • • • • • • • • N• N• N• M• Un• CO• CO• CO• U) N• N• f� 1� f� NNN- N- NNI� 00000000C00000 0 L Q C 050 O-CD Ul CD U) CD Ul CD U, CD UD CD UO CD Ul CD U, CD UD CD UD CD Ul CD UD C) UD CD LAD CD Ul CD UD CD U, CD UD C) UD CD UD CD U, CD UD o LAD OU oU) OUn N QO E i oNUnINONUnIsONUnIs. CCVU) IsONUnIsONU) I� ONU) I� oNU) I- oNUnNONU) Is. ONU) I. ONU) N0CCVU) I. 0 2) '�O H cp aa = U i ui 06 Un (O (O CO U) N N N N cc) 00 00 06 6 6 6 cri 0 0 0 o N- r r r (Ni (Ni N N M M C') C') Ni Ni NI: UU UU U') Uf) 00 6C5 CD N- N - N S Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 42 Summary for Subcatchment 4S: Post-Developed Maintenance Shed Site Area Runoff = 0.91 cfs @ 11.96 hrs, Volume= 0.044 af, Depth> 6.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100Year Rainfall=9.03" Area (ac) CN Description 0.050 98 Paved parking, HSG B 0.030 61 >75% Grass cover, Good, HSG B 0.080 84 Weighted Average 0.030 37.50% Pervious Area 0.050 62.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post-Developed Maintenance Shed Site Area Hydrograph 1- 0 Runoff o.sicfsl Type II 24-hr 100Year Rainfall=9.03" Runoff Area=0.080 ac Runoff Volume=0.044 of Runoff Depth>6.65" LL Tc=6.0 min CN=84 �/ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) co rn co o O a.)II N CO CD CD 0 a) C V d CU al x- d ram+ .05 CD o CD o C t T Cl) 0I, 1 V N 5 .2 000000000 d = -CDCD0000000 Q. 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CD CV UD NC 2 -- O o0 a0 00 00 CA CA CA CA 0 -O N I y N E ,- CD c '- 00000000 NNNCV00ct DU DCD1f) CMNU UD 'I' 01OD CV CV CMNNNNNNN CVi+ O O O O O O O O O O O O O O O O O O O O O O O O O O O O M OO r 0 0 0 0 0 0 0 0 CD 0 0 CD 0 0 0 0 0 0 0 0 0 CD © 03 7 v 0 0 0 O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O Q 2 C. cc O I M o N CD C 0 ^NNM � UDUD00CA - a) U) N0) � U) - U) O � OCOC CM ) I� CO00001.0Cl, r �' � d opCDCOLn17CO - C ' CA � CD000DNC0 yr 00000000 NNNChCh � 'TtU1U) COI- opCArOr1n03CArNC0 'Cr UD 000I� 0003CDCAOOrrNNMCh O O a X 56 OOOOOOOOOOOOOOOOOOOOOOOOOr � 444411 uiuiuiuiuiuiuiuiuiu ui666C66u56C6 c N a W G E 1 �� CD c) C1 N I- r � OOCVU) - U) CAd OC700 '- OCOMOI U) a) 7crN� NrCOO) 000d NNC - CMCOCO � rNC CU) Cln0 � CD01OD 0 O i O UDCOCOCOI� I� 0303ODCD000r � NM44InCofN000DY- 01 C) � OChCOCOOrN00Ntcr f) COI- I- OOODO) OOrr - CCV 4) .0 (D .: 000OOOOOOOO (NI N N C'76COCOCOU) NNi� I� I� I� f� I� f� f� f� I� 006600a066 y 'DO I a 13 N Q I 03 O CD CDUD CDUD CD CC) CD U) CDUD CD t D CD 1.C) CD t C) CDUD CDUD CD LC) CDUD CD Cn O t D CDUD CDUl CDUD CDCn CDUD CD U) CDUD CDUD CDUD CDUD CDUD CD t D y QO E CDCVup � ONtnI- ON1nI- ON1nI- ONCnI� ONCnI� ON (t) I- CDCVUD � ONtn1� CDCVUD , ONUlI", ON1C) I, ON1nf� O N � -- 0 uiui f) 1C) COCO66N.: f� r-: r< 6000000CACACA66660rrTTNNNNo6crio') Chd 4 �t1C) 1C) uiui06u66 Of� I� f� 1� ai Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 44 Summary for Pond 4P: Pond Inflow Area= 0.450 ac, 51.11% Impervious, Inflow Depth > 6.18" for 100Year event Inflow = 4.87 cfs @ 11.97 hrs, Volume= 0.232 af Outflow = 4.78 cfs @ 11.98 hrs, Volume= 0.231 af, Atten= 2%, Lag= 0.6 min Primary = 4.78 cfs @ 11.98 hrs, Volume= 0.231 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs /2 Peak Elev= 682.93' @ 11.98 hrs Surf.Area= 765 sf Storage= 223 cf Plug-Flow detention time= 1.6 min calculated for 0.231 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 761.1 - 759.9 ) Volume Invert Avail.Storage Storage Description #1 682.60' 2,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 682.60 603 0 0 685.00 1,793 2,875 2,875 Device Routing Invert Outlet Devices #1 Primary 679.61' 12.0" Round Culvert L= 46.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 679.61'/679.03' S= 0.0126 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.79 sf #2 Device 1 682.60' 30.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.61 cfs @ 11.98 hrs HW=682.92' (Free Discharge) L1=Culvert (Passes 4.61 cfs of 6.34 cfs potential flow) L2=Orifice/Grate (Weir Controls 4.61 cfs @ 1.84 fps) Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 45 Pond 4P: Pond Hydrograph / ■Inflow 4.87 cfs I ❑Primary 5- 4.78cfs I Inflow Area=0.450 ac Peak Elev=682.93' 4— Storage=223 cf 3- 0 21 " - ,. . ; ��o i /� iiiiiiiiiiiiii �����iiiiiiiiiiiiiiiiiiiiiiiiiiiiii 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Pond 4P: Pond Stage-Discharge 685- �� 0 Primary / - / 0)4) 684- c o - ca / d - / j 683 _'__-----' i/� LOrifice/Gra 0 1 2 3 4 5 6 7 8 Discharge (cfs) Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD®10:00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 46 Pond 4P: Pond Stage-Area-Storage Surface/Horizontal/Wetted Area(sq-ft) 0 100 200 300 400 500 600 700 800 900 1,000 1,100 1,200 1,300 1,400 1,500 1,600 1,700 0 Surface . . . . , . . . . . . . . . . . . . . . . . . . . . n . . . . . . . . . . . . . . . . . . . . . . . 0 Storage 685 / / a) 684— c / 0 co w / 683— 1Custom Stage Dataj 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 2,400 2,600 2,800 Storage(cubic-feet) l Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 47 Hydrograph for Pond 4P: Pond Time Inflow Storage Elevation Primary (hours) (cfs) (cubic-feet) (feet) (cfs) 5.00 0.00 0 682.60 0.00 5.50 0.01 1 682.60 0.01 6.00 0.01 2 682.60 0.01 6.50 0.02 2 682.60 0.01 7.00 0.02 3 682.60 0.02 7.50 0.02 4 682.61 0.02 8.00 0.03 5 682.61 0.03 8.50 0.04 6 682.61 0.04 9.00 0.05 8 682.61 0.05 9.50 0.06 9 682.62 0.06 10.00 0.08 12 682.62 0.08 10.50 0.12 16 682.63 0.11 11.00 0.17 21 682.63 0.17 11.50 0.31 32 682.65 0.31 12.00 4.57 217 682.92 4.61 12.50 0.41 40 682.66 0.42 13.00 0.25 28 682.65 0.25 13.50 0.19 23 682.64 0.19 14.00 0.15 19 682.63 0.15 14.50 0.13 18 682.63 0.13 15.00 0.12 17 682.63 0.12 15.50 0.10 15 682.63 0.10 16.00 0.09 14 682.62 0.09 16.50 0.08 13 682.62 0.08 17.00 0.08 12 682.62 0.08 1 17.50 0.08 12 682.62 0.08 18.00 0.07 11 682.62 0.07 18.50 0.07 10 682.62 0.07 19.00 0.06 9 682.62 0.06 1 19.50 0.06 9 682.61 0.06 20.00 0.05 8 682.61 0.05 TypePost-Develo Post-Development 1124-hr 100Year Rainfall=9.03" p Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 48 Stage-Discharge for Pond 4P: Pond Elevation Primary Elevation Primary Elevation Primary (feet) (cfs) (feet) (cfs) (feet) (cfs) 682.60 0.00 683.64 7.11 684.68 8.08 682.62 0.07 683.66 7.13 684.70 8.10 682.64 0.21 683.68 7.15 684.72 8.12 682.66 0.38 683.70 7.17 684.74 8.14 682.68 0.58 683.72 7.19 684.76 8.15 682.70 0.81 683.74 7.21 684.78 8.17 682.72 1.07 683.76 7.22 684.80 8.19 682.74 1.35 683.78 7.24 684.82 8.21 682.76 1.64 683.80 7.26 684.84 8.22 682.78 1.96 683.82 7.28 684.86 8.24 682.80 2.30 683.84 7.30 684.88 8.26 682.82 2.65 683.86 7.32 684.90 8.28 682.84 3.02 683.88 7.34 684.92 8.29 682.86 3.40 683.90 7.36 684.94 8.31 682.88 3.81 683.92 7.38 684.96 8.33 682.90 4.22 683.94 7.40 684.98 8.35 682.92 4.65 683.96 7.42 685.00 8.36 682.94 5.09 683.98 7.44 682.96 5.55 684.00 7.46 682.98 6.02 684.02 7.48 683.00 6.43 684.04 7.50 683.02 6.45 684.06 7.52 683.04 6.47 684.08 7.53 683.06 6.50 684.10 7.55 683.08 6.52 684.12 7.57 683.10 6.54 684.14 7.59 683.12 6.56 684.16 7.61 683.14 6.58 684.18 7.63 683.16 6.60 684.20 7.65 683.18 6.63 684.22 7.67 683.20 6.65 684.24 7.69 683.22 6.67 684.26 7.70 683.24 6.69 684.28 7.72 683.26 6.71 684.30 7.74 683.28 6.73 684.32 7.76 683.30 6.75 684.34 7.78 683.32 6.78 684.36 7.80 683.34 6.80 684.38 7.81 683.36 6.82 684.40 7.83 683.38 6.84 684.42 7.85 683.40 6.86 684.44 7.87 683.42 6.88 684.46 7.89 683.44 6.90 684.48 7.91 683.46 6.92 684.50 7.92 683.48 6.94 684.52 7.94 683.50 6.96 684.54 7.96 683.52 6.98 684.56 7.98 683.54 7.00 684.58 8.00 683.56 7.02 684.60 8.01 683.58 7.04 684.62 8.03 683.60 7.06 684.64 8.05 683.62 7.08 684.66 8.07 Post-Development Type 1124-hr 100Year Rainfall=9.03" Prepared by Timmons Group Printed 6/3/2019 HydroCAD® 10.00-20 s/n 06538 ©2017 HydroCAD Software Solutions LLC Page 49 Stage-Area-Storage for Pond 4P: Pond Elevation Surface Storage (feet) (sq-ft) (cubic-feet) 682.60 603 0 682.65 628 31 682.70 653 63 682.75 677 96 682.80 702 131 682.85 727 166 682.90 752 203 682.95 777 241 683.00 801 281 683.05 826 322 683.10 851 363 683.15 876 407 683.20 901 451 683.25 925 497 1 683.30 950 544 683.35 975 592 683.40 1,000 641 683.45 1,024 692 683.50 1,049 . 744 683.55 1,074 797 ' 683.60 1,099 851 683.65 1,124 906 683.70 1,148 963 683.75 1,173 1,021 683.80 1,198 1,081 683.85 1,223 1,141 683.90 1,248 1,203 683.95 1,272 1,266 684.00 1,297 1,330 684.05 1,322 1,396 684.10 1,347 1,462 684.15 1,372 1,530 684.20 1,396 1,599 684.25 1,421 1,670 684.30 1,446 1,742 684.35 1,471 1,814 1 684.40 1,495 1,889 684.45 1,520 1,964 684.50 1,545 2,041 684.55 1,570 2,119 684.60 1,595 2,198 1 684.65 1,619 2,278 684.70 1,644 2,360 684.75 1,669 2,442 684.80 1,694 2,527 684.85 1,719 2,612 684.90 1,743 2,698 684.95 1,768 2,786 685.00 1,793 2,875 data input cells' Project Name: WAHS Science Addtion1111=111. Date:j 6/6/2019 constant values Linear Development Project? No calculation cells Site Information l final results Post-Development Project (Treatment Volume and Loads) Enter Total Disturbed Area(acres) �) 1.21 Check: BMP Design Specifications List: 2013 Draft Stds&Specs Maximum reduction required: 20% Linear project? No The site's net increase in impervious cover(acres)is:1 0 Land cover areas entered correctly? s/ Post-Development TP Load Reduction for Site(lb/yr):1 0.04 Total disturbed area entered? ✓ Pre-ReDevelopment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 0.00 Managed Turf(acres)-disturbed,graded for yards or other turf to be mowed/managed 0.33 0.33 Impervious Cover(acres) 0.88 0,88 I I 1.21 Post-Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 0.00 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed 0.55 0.55 Impervious Cover(acres) 0 66 0.66 Area Check OK. OK. OK. OK. 1.21 Constants Runoff Coefficients(Rv) Annual Rainfall(inches) 43 A Soils B Soils C Soils D Soils Target Rainfall Event(inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus(TP)EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen(TN)EMC(mg/L) 1.86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load(lb/acre/yr) 0.41 Pj(unitless correction factor) 0.90 LAND COVER SUMMARY-- PRE-REDEVELOPMENT LAND COVER SUMMARY--POST DEVELOPMENT Land Cover Summary-Pre Land Cover Summary-Post(Final) Land Cover Summary-Post Land Cover Summary-Post Pre-ReDevelopment Listed Adjusted' Post ReDev.&New Impervious Post-ReDevelopment Post-Development New Impervious Forest/Open Space Cover(acres) 0.00 0.00 Forest/Open Space 0.00 Forest/Open Space 0.00 Cover(acres) Cover(acres) Weighted Rv(forest) 0.00 0.00 Weighted Rv(forest) 0.00 Weighted Rv(forest) 0.00 %Forest 0% 0% %Forest 0% %Forest 0% Managed Turf Cover(acres) 0.33 0.33 Managed Turf Cover 0.55 Managed Turf Cover 0.55 (acres) (acres) Weighted Rv(turf) 0.20 0.20 Weighted Rv(turf) 0.20 I Weighted Rv(turf) 0.20 %Managed Turf 27% 27% %Managed Turf 45% %Managed Turf 45% Impervious Cover(acres) 0.88 0.88 Impervious Cover 0.66 ReDev.Impervious 0.66 New Impervious Cover 0.00 (acres) Cover(acres) (acres) Rv(impervious) 0.95 0.95 Rv(impervious) 0.95 Rs/impervious) 0.95 Rv(impervious) ' %Impervious 73% 73% %Impervious 55% %Impervious 55% Total Site Area(acres) 1.21 1.21 Final Site Area(acres) 1.21 Total ReDev.Site Area 1.21 (acres) Site Rv 0.75 0.75 Final Post Dev Site Rv 0.61 ReDev Site Rv 0.61 Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load Final Post- Post-ReDevelopment Post-Development Development 'i Pre-ReDevelopment Treatment Volume 0.0752 0.0752 0.0614 Treatment Volume 0.0614 Treatment Volume - (acre-ft) Treatment Volume - (acre-ft) (acre-ft) (acre-ft) Final Post- Post-ReDevelopment Post-Development Pre-ReDevelopment Treatment Volume 3,274 3,274 Development 2,675 Treatment Volume 2,675 Treatment Volume(cubic - (cubic feet) Treatment Volume (cubic feet) (cubic feet) 1 feet) l I Final Post- Post-ReDevelopment Pre-ReDevelopment TP Load 2.06 2.06 Development TP Load 1.68 Load(TP) 1.68 Post-Development TP (lb/yr) (Ib/yr) (Ib/yr)• Load(Ib/yr) ._,„ Pre-ReDevelopment TP Load per acre Final Post-Development TP Post-ReDevelopment TP III 1.70 Load per acre L39 Load per acre 1.39 (lb/acre/yr) (Ib/acre/yr) (lb/acne/yr) Baseline TP Load(lb/yr) Mao.Reduction Required (0.41 lbs/acne/yr applied to pre-redevelopment area excluding pervious 0.50 (Below Pre- 20% land proposed for new impervious cover) ReDevelopment Load) I 'Ad usted land CoverSumma TP Load Reduction I �' TP Load Reduction Pre ReDevelopment land cover minus pervious land cover(forest/open space or Required for Redeveloped Area 0.04 Required for New 0 managed turf)acreage proposed for new impervious cover. P Impervious Area(Ib/yr) (Ib/yr) Adjusted total acreage is consistent with Post-ReDevelopment acreage(minus acreage of new impervious cover). Column I shows load reduction requriement for new impervious cover(based on new development load limit,0.41 Ms/acre/year). Post-Development Requirement for Site Area TP Load Reduction Required(Ib/yr) 0.04 Nitrogen Loads(Informational Purposes Only) Final Post-Development TN Load Pre-ReDevelopment TN Load(Ib/yr) 14.72 (Post-ReDevelopment&New 12.02 l Impervious)(lb/yr) I I I