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HomeMy WebLinkAboutWPO202000037 Calculations 2020-10-19 (2)SHIMP ENGINEERING, P.C. Design Focused Engineering October 16, 2020 UrLic.. ly SUMP o 45183John Anderson, PE .e �Rr Albemarle County OI: �_°Department of Community Development IONAL ECG` 401 McIntire Road Charlottesville, VA 22902 Regarding: WPO 202000037 Galaxie Farm Subdivision — VSMP Plan SWM Calculation Packet Dear John, Enclosed is the stormwater calculation packet for the Galaxie Farm Subdivision VSMP Plan. The project is a private redevelopment of a site to create a subdivision served by public roads. The main purpose of stormwater design for this site is to route offsite runoff safely through the site into the perennial stream, Cow Branch, which flows through the site. Runoff Quantity Narrative The runoff from this development is released into Cow Branch in compliance with quantity regulations detailed in 9VAC25-870-66-B (channel protection) and 9VAC25-870-66-B (flood protection). Specifically, this is achieved by diverting the majority of the site to point of analysis (POA) 1, which is a location in Cow Branch where a large portion of the pre -development runoff currently outlets. This location was selected as a storm sewer outlet to best match the existing topography and runoff regime while optimizing the layout of the developed site (bypassing offsite runoff around the proposed lots suggested sewer placement in the ROW) and to minimize disturbance within the WPO stream buffer. Storm Sewer System E achieves 2 major design objectives: safely bypass the significant amount of offsite runoff through the site, and to route some of the onsite and offsite runoff into a Stormtech BMP to achieve nutrient treatment and stormwater detention. The offsite runoff comes from adjacent properties which include the Avinity subdivision, Cale Elementary, Albemarle Health & Rehabilitation Center (noted elsewhere in this packet as MFA @ Mill Creek), and residential land owned by Albemarle County. At POA 1, the runoff complies with 9VAC25-870-66-B(3)a (the energy balance equation) and 9VAC25- 870-66-C(2)b (10-yr flood protection). This is achieved by the detention provided by BMP 1. Runoff to POA 2 also complies with 9VAC25-870-66-B(3)a (the energy balance equation) and 9VAC25- 870-66-C(2)b (10-yr flood protection). POA 2 is the outlet of Culverts A & B and Storm Sewer System C & D. POA 3 is a final analysis of all runoff through the site at the point where Cow Branch leaves the development property. Here, the runoff complies with 9VAC25-870-66-B(3)a and 9VAC25-870-66-C(2)b as the runoff reduction provided by the SWM design exceeds the reduction required by the energy balance equation, and the 10-yr storm runoff is also reduced. Thus, all runoff quantity requirements for this development are achieved. For all of these POA's, since there is offsite runoff which cannot be ignored or designed around, as the offsite runoff is mixed with the onsite SWM conveyance systems, we analyzed for energy balance equation compliance by using what we call the Reduction Method. The energy balance equation specifies a certain Max. 912 E. High St. Charlottesville, VA 22902 1434.227.5140 1 shimp-engineering.com Developed Flow Rate for onsite runoff. However, since there is no way to effectively compute the Developed onsite runoff by itself, we take the reduction that is required for onsite runoff (Max. Qdewiopd - Qp,deveiopd) and use that as the regulatory parameter for the total runoff draining to the POA. So for this project, the SWM design must achieved a total runoff reduction (both onsite and offsite runoff) that exceeds that reduction required by the energy balance equation at each POA. This has been achieved for each POA, thus the conditions of the energy balance equation are satisfied. The table below summarizes the results. 1-Yr Runoff Reduction 1-Yr Runoff Required By EBE Reduction Achieved POA 1 3.23 cfs 6.65 cfs POA 2 4.25 cfs 4.50 cfs POA 3 4.25 cfs 4.52 cfs Runoff Quality Narrative To address runoff quality requirements set forth in 9VAC25-870-65, the site land cover information was entered into the VRRM Redevelopment Spreadsheet Version 3. This included pre -development and post - development land areas. The VRRM spreadsheet, attached in this packet, showed that the project required a total phosphorous (TP) reduction of 8.81 lb/yr. Specific to this development, ZMA 201800012 requires that 25% of the total nutrient treatment must be provided with onsite BMP measures. To achieve required TP reduction, we have selected a Stormtech BMP with an isolator row that achieves 40% TP removal to treat a portion of runoff which flows through the site. The Stormtech BMP will treat 3.23 lb/yr TP, which is equivalent to removal of 36.7% of site the sites nutrient load and satisfies the ZMA condition. The remaining 5.59 lb/yr TP reduction will be met with a purchase of phosphorous credits for that amount. Thus, all runoff quality requirements for this development are achieved. Other SWM Calculations The culverts which lie under Road A, which serves as the only subdivision entrance, were designed for the 25-yr storm. To size the culverts, the VDOT Inlet Control Headwater Depth nomograph was used. The flows used in this nomograph resulted from the Southern Peidmont Rural Regression Equation, which is a VDOT- accepted runoff calculation for road design. These flows were verified with the SCS TR-20 Type II runoff calculations computed in a HydroCAD model. All other VDOT public storm sewer calculation requirements for inlets and capacity are also shown herein. If you have any questions about this calculation packet please do not hesitate to contact me at: keane@shimp-en ing eering com or by phone at 434-299-9843. Regards, Keane Rucker, FIT Shimp Engineering, PC Contents: SWM Quantity Requirements: Drainage Area Spreadsheet Pre-Dev Small POA Drainage Map Pre-Dev Large POA Drainage Map Post-Dev Small POA Drainage Map Post-Dev Large POA Drainage Map TOC Calcs & Nomographs — Seelye, Fig. 15-4, & Kirpitch TOC Calcs — NEH Lag Method Pre-Dev Total HydroCAD Report Pre-Dev Onsite For EBE HydroCAD Report Post-Dev Total HydroCAD Report Post-Dev Onsite For EBE HydroCAD Report Energy Balance Equations SWM Quality Requirements: Pre-Dev VRRM Map Post-Dev VRRM Map Post-Dev BMP Treatment Map VRRM Re -Development Spreadsheet DEQ StormTech Isolator Row Approval Letter Other SWM Calculations Drainage Area Spreadsheet (Repeat) Post-Dev Culvert Drainage Map Post-Dev Inlet Drainage Map Post-Dev Inlet Drainage Map (Offsite Included) Rural Regression Equations for Culvert Sizing HydroCAD Modelling to verify Rural Regression Results VDOT Appendix 8C-2 Inlet Control Nomograph for Culvert Sizing VDOT LD-204 Inlet Capacity VDOT LD-229 Stone Drain Capacity VDOT LD-347 Hydraulic Grade Line VDOT Outlet Protection Nomograph ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs Independent Reports: Excerpt from AT0201200087 — Post -Development Drainage Map Excerpt from NRCS Soils Report NOAA Precipitation Report SWM Quantity Requirements: Drainage Area Spreadsheet Pre-Dev Small POA Drainage Map Pre-Dev Large POA Drainage Map Post-Dev Small POA Drainage Map Post-Dev Large POA Drainage Map TOC Calcs & Nomographs — Seelye, Fig. 15-4, & Kirpitch TOC Calcs — NEH Lag Method Pre-Dev Total HydroCAD Report Pre-Dev Onsite For EBE HydroCAD Report Post-Dev Total HydroCAD Report Post-Dev Onsite For EBE HydroCAD Report Energy Balance Equations Galaxie Farm Inlet Drainage Area Summary Impervious C 0.9 Pervious C 0.3 Woods C 0.2 To Inlet Area Impervious Turf C A G2 10,943,095 2,188,619 8,754,476 0.42 251.22 F4 18,600 11,440 7,160 0.67 0.43 F3 27,270 13,700 13,570 0.60 0.63 F2 1,040,000 46,351 993,649 0.33 23.88 F1 00 0 0 0.71 0.00 E9 471,777 132,173 339,604 0.47 10.83 E8A 20,483 14,310 6,173 0.72 0.47 E8 39,982 19,230 20,752 0.59 0.92 EX 1,702,368 510,710 1,191,657 0.29 39.08 E7A 10,746 7,344 3,402 0.71 0.25 E7 19,955 9,973 9,982 0.60 0.46 E6Z 00 0 0 0.30 0.00 E6A 17,762 12,437 5,325 0.72 0.41 E6 29,652 12,140 17,512 0.55 0.68 E5 55,189 26,235 28,954 0.59 1.27 E4 6,430 5,100 1,330 0.78 0.15 E4A 17,780 12,446 5,334 0.72 0.41 G1 26,021 16,731 9,290 0.69 0.60 D3 51,625 18,486 33,139 0.51 1.19 D2 22,451 8,890 13,561 0.54 0.52 C3 12,692 10,935 1,757 0.82 0.29 C2 6,038 5,570 468 0.85 0.14 B2 14,726,791 3,092,626 11,634,165 0.43 338.08 A2 5,802,223 1,160,445 4,641,778 0.42 133.20 Ditch 1/G3 159,704 38,751 120,953 0.45 3.67 Road E CG-7 13,163 8,728 4,435 0.70 0.30 GALAXIE FARM PREDEV SMALL POA DRAINAGE MAP IJ 5M �6R] 5% i 524 518 ---- `---- / 516 - ._ ---�_ '_ _- 514 - '--_ 512 __-- _ _ ------------ -' - -- /-- _----------- I _ _- _ - -- - - -_ 498 484 334.51 AC TOTAL DA TO POA 1 2S 9S TOTAL DRAINAGE TO PDA 1 = 334.51 AC ALL HSG B. INCLUDES THE FOLLOWING SUBCATCHMENTS: IS: ONSITE TO POA 1 (17.5 MIN TOC) 0.53 AC IMP 7.28 AC FARM TURF 2.64 AC WOODS 2S: OFFSITE TO PDA 1 NORTHEAST OF SITE (TOC 1) 23.98 AC WOODSIGRASS COMBO @ CN=58 3S: MFA @ MILL CREEK (FROM WPO 2012-00087 AS -BUILT) 3.11 AC IMPERVIOUS 2.80 AC TURF 4P: MFA AS -BUILT BIOFILTER (FROM WPO 2012-00087 AS -BUILT) 5L: OFFSITE FIRESTATION (PLACEHOLDER FROM WPO 2012-00087 AS -BUILT) 6R: FRAZIER DITCH (ADDED TO MODEL OFFSITE SWALE) 7S: OFFSITE TO POA 1 NORTH OF SITE (TOC 111) 52.18 AC 3 ACRE LOTS @ 30% IMPERVIOUS 8S: OFFSITE TO POA 1 NORTH OF RTE 20 (TOC V) 59.92 AC s ACRE LOTS @ 30% IMPERVIOUS 9S: OFFSITE TO PDA 1 SOUTH OF RTE 20 (TOC VI) 157.69 AC WOODS/GRASS COMBO @ CN=58 10L: PDA 1 TOTAL DRAINAGE TO PDA 2 = 469.46 AC ALL HSG B. INCLUDES DRAINAGE TO PDA 1 PLUS THE FOLLOWING SUBCATCHMENTS: 11S: ONSITE TO POA 2 (12.9 MIN TOC) 0.07 AC IMP 1.40 AC FARM TURF 0.51 AC WOODS 12S: OFFSITE TO POA 2 SOUTH OF SITE (TOC VII) 132.97 AC WOODS/GRASS COMBO @ CN=58 13L: POA 2 TOTAL DRAINAGE TO PDA 3 = 470.73 AC ALL HSG B. INCLUDES DRAINAGE TO PDA 1 & 2 PLUS THE FOLLOWING SUBCATC1 14S: ONSITE TO POA 3 (11.2 MIN TOC) 1.27 AC WOODS/GRASS COMBO @ CN=58 15L: POA 3 AD ' 258—'.46� .. 469.46 DRAINA @ POA 12S ,� 470,73 AC °DRAINAGE -AREA T -POA 3 TO1%*Q E ARE L 15 100 0 100 200 300 Scale: 1 "=100' I �t n N I NO m 0 0 0 ON E ❑I rl 1S: ONSITE TO POA 1 (17.5 MIN TOC) 0.53 AC IMP 7.28 AC FARM TURF 2.64 AC WOODS 2S: OFFSITE TO PDA 1 NORTHEAST OF SITE (TOC 1) 23.98 AC WOODS/GRASS COMBO @ CN=58 3S: MFA @ MILL CREEK (FROM WPO 2012-00087 AS -BUILT) 3.11 AC IMPERVIOUS 2.80 AC TURF 4P: MFA AS -BUILT BIOFILTER (FROM WPO 2012-00087 AS -BUILT) 5L: OFFSITE FIRESTATION (PLACEHOLDER FROM WPO 2012-00087 AS -BUILT) 6R: FRAZIER DITCH (ADDED TO MODEL OFFSITE SWALE) 7S: OFFSITE TO POA 1 NORTH OF SITE (TOC III) 52.18 AC 3 ACRE LOTS @ 30% IMPERVIOUS 8S: OFFSITE TO POA 1 NORTH OF RTE 20 (TOC V) 59.92 AC 3 ACRE LOTS @ 30% IMPERVIOUS 9S: OFFSITE TO PDA 1 SOUTH OF RTE 20 (TOC VI) 157.69 AC WOODS/GRASS COMBO @ CN=58 10L: POA 1 11S: ONSITE TO POA 2 (12.9 MIN TOC) 0.07 AC IMP 1.40 AC FARM TURF 0.51 AC WOODS 12S: OFFSITE TO POA 2 SOUTH OF SITE (TOC VII) 132.97 AC WOODS/GRASS COMBO @ CN=58 13L: POA 2 14S: ONSITE TO PDA 3 (11.2 MIN TOC) 1.27 AC WOODS/GRASS COMBO @ CN=58 15L: POA 3 �I 10d5N9TEAC TO POAITO POA 2 a G M 200 Scale: 1 "= 0 200 GALAXIE FARM PREDEV LARGE POA DRAINAGE MAP 400 600 MEN ri TOTAL DRAINAGE TO PDA 1=333.36 AC GALAXIE FARM ALL HSG B. INCLUDES THE FOLLOWING SUBCATCHMENTS: S UPSTREAM DRAINAGE NOTE (MFA AT MILL CREEK BIOFILTER) : 1S: ONSITE TO BMP 1 VIA F38F4 (5 MIN ASSUMED TOC) P OS T D E V MA L L 0.50 AC IMP THE MFA AT MILL CREEK BIOFTILER (LEGAL REFERENCE DB 4425 PG 0.63 AC TURF POA DRAINAGE MAP 325334) DRAINS INTO THE PROPOSED GALAXIE FARM BMP. 0 AC WOODS THIS MFA BIOFILTER WAS DESIGNED WITH WPO 2012-00087 AND IS 2S: OFFSITE TO BMP 1 VIA F2 (TOC 1) SHOWN WITH SYMBOL 4P. IN THAT STORMWATER MANAGEMENT PLAN, 1.06 AC IMP THE BIOFILTER WAS DESIGNED TO OUTLET TO BOTH THE "FRAZIER" 3.50 AC TURF PROPERTY (TMP 91-12B OWNED BY BEN & MARGARET FRAZIER, 19.32 AC WOODS ROUTING SHOWN WITH 6R SYMBOL) AND TO THE OFFSITE FIRESTATION 3S: MFA @ MILL CREEK (FROM WPO 2012-00087 AS -BUILT) (TMP 91-2E, ROUTING SHOWN WITH "SL" SYMBOL). THE BIOFILTER 3.11 AC IMPERVIOUS DRAINAGE AREAS SHOWN HEREIN, AND USED IN THE HYDROCAD 2.80 AC TURF RUNOFF MODELS, WERE TAKEN FROM WPO 201200087. REFER TO THE 4P: MFA AS -BUILT BIOFILTER (FROM WPO 2012-00087 AS -BUILT) "POSTDEVELOPMENT DRAINAGE MAP" ON PAGE 100 WITHIN THE 5L: OFFSITE FIRESTATION (PLACEHOLDER FROM WPO 2012-00087 AS -BUILT) /NDEPENDENTREPORTS SECTION OF THIS CALCULATION PACKET. 6R: FRAZIER DITCH (ADDED TO MODEL OFFSITE SWALE) 7P: BMP 1 8S: ONSITE TO POA 1 (5 MIN ASSUMED TOC) 3.56 AC IMP 3.70 AC TURF \ \ •� \\ \ / \ `� \ \ \ 1 y, I i 1 `\\\ \ `� 1.00 AC WOODS 9S: OFFSITE TO PDA 1 VIA E9 (TOC 11) I 1 I / \ . \ \ \ / 10.83 AC 13 ACRE LOTS / ,' 1 I \ . \ \ I I \ \ �\\ \\ \ I I 1 \� I I ___'' `\•� \ \ @ 30% IMPERVIOUS 1D$: OFFSITE TO BMP 1 VIA EX (TOC III) T.Ms1-2E \ I 38.52 AC - ACRE LOTS V COUNTY OF \ALBEMARLE I I / o 3 / / / r 1 I \ I I I I I ; / i / �• / (\"TICELLG FLIRE STATION) l y @ 30% IMPERVIOUS -D B.108y-670 i , 11S: OFFSITE TO PDA 1 VIA G7 (TOC IV) r // 2.84 AC'ACRE LOTS @ 25 /o IMPERVIOUS 12S: OFFSITE TO PDA 1 NORTH OF RTE 20 TOC 89.92 AC 'ACRE LOTS T.M.91-1D \\ I / / / /i li i ' / l i i i r l -\ ` \ r' ' @ 30% IMPERVIOUS \ \ DOMINION CRANE & \ ' / 135: OFFSITE TO POA 1 SOUTH OF RTE 20 (TOC VI) RIGGING INC 9:1237-594 / ' i / / i i / -_- � 157.98 AC WOODS/GRASS COMBO @ CN=58 - \LRATpX14L: PDA 1 SEYICEUHOR II I , I/ _ _ _ _I \ \\ \\ `\ \\ \ D.BJ OB9-f,70 - ` ` " rh . I TOTAL DRAINAGE TO POA 2 = 469.72 AC I / ALL HSG B. INCLUDES DRAINAGE TO POA 1 PLUS THE FOLLOWING SUBCATCHMENTS: 155: ONSITE TO POA 2 (5 MIN ASSUMED TOC) 1.10 AC IMP , r 1.24 AC TURF I 0.96 AC WOODS l i i 16S: OFFSITE TO POA 2 VIA A2 (TOC VII) / T.M.EM S THE TANDEM SCHOOL 133.06 AC WOODS/GRASS �/ D.B.1623-642 COMBO @ CN=58 T.M.91-12 \ \ \\ \I 11 \�` ' `\ 17L: POA 2 FA AT MILL CREEK) l \ I\ ALBEMARLE HEALTH \ \ \ `\ ; \ TOTAL DRAINAGE TO POA 3 = 470.73 AC--------___---� / \\ CARE CENTER LLC / I I I \ \ `\ \ \ ALL HSG B. INCLUDES DRAINAGE TO PDA 1 & 2 PLUS THE FOLLOWING D.B.4425-325 PLAT / I v .B.4127-347 SUBCATCHMENTS: IP l / \ \ ` FOG, ND' 18S: ONSITE TO POA 3 (5 MIN ASSUMED TOC) SPCA 0.03ACIMP 0.18 AC TURF + I \\\\ _\ / - ,�. \\\�J/, �/ \ 0.80 AC WOODS i ((CALE ELEMENTARY)` i /COUFBOARD RLE`\\ SCHOOL D.B.1033-313 33-313 D.B.619-.619-368 PLAT GALA (= LLC D.B.4Y�2 f -347 T.Ms F BE /„„A� �& MARGAPETA /V D. 521 523 PLAT D. 37 2 5/PLAT I T.M�91-12A .$HELHORS I VIR IA OMAS SHE41�0 E Bh 1-523 PLAT V A r / � � / , r A I l l l / , \ \ \ \ / / / / , \ / I / 7-255 PLAT ,' 1 • i \ �� ���; " /� / ,iii `\ \\ ' \\ \\ COUNTY OF ALBEMARLE I i r' /' , ' / -� '1 I I I I I SCHOOL BOARD _/ / ,' / ,' j ' / 1 1 I I l I I I - / j79-46 8=5------- -------- U.0.1979-46 & 47 PLAT �'' r / / � i' I ----------------- I i / it - - - - - T.M.91-10 \ \ 1 ' 1COUNT DYB.019t9LB44 A1\LE \\ 1 \ \ `\\ \``r' ,- 1 \\ \ I ' \ r � II I I\\\ <-'� - .yam � ,-� \✓ ' ' � ) I �- '// r--- / ,. i 11 AVINITY SUBDIVISION 18 ALB �________________ _ _ �` I 111 \I `\ `\ `�\\\``\ - COUNTY NDB.01979-44 ARLE '' �:•/ i \ - ----- ./ .----------- - - vv A \1 A l ; , S, \I 1 A` ` , - _�..� \,.��.�.---'-- / OA - �-- oa ----- �9L 470.73 A TOT 333.36 AC TOTAL' // - 'jam _ DRAINAGE AREA �. / TO POA 3 ` \' \`♦ I I I , / l l l __-_i / I \\ � -___I / 1 / / � / .\,._____ ,\f\' /� 'r__' � � % l �"/ / j � % / /,r \\ 1 I / / 11 I I 1 / / / / I I I = -_ _/ I \ `. l _ I I l ' / i / .:' _-'' I l / / , l // .' • `. --- -- 1 I i i I i l i I I l i i I I �---' '•' --' I \ -- '-''��- _-' '// •\ \\ i f V� // ,,-' \ \ \ I � 'F `` \\\\\ 469.72 AC TOTAL,, , -- - ' ' DRAINAGE AREA TO POA 2 M M M M M M M M M M 8 TOT AGE TO DA 333.36 ALL HSG B.NCLUDE THE FOLLOWING GALAXIE FARM ALL HSG B. INCLUDES THE FOLLOWING SUBCATCHMENTS: 1S: ONSITE TO BMP 1 VIA F3&F4 (5 MIN ASSUMED TOG) 0.50 AC IMP POSTD EV LARGE 0.63 AC TURF OAC WOODS POA DRAINAGE MAP W 2S: OFFSITE TO BMP 1 VIA F2 (TOC 1) 1.06 AC IMP 3.50 AC TURF 19.32 AC WOODS 3S: MFA @ MILL CREEK (FROM WPO 2012-00087 AS -BUILT) 3.11 AC IMPERVIOUS 2.80 AC TURF 4P: MFA AS -BUILT BIOFILTER (FROM WPO 2012-00087 AS -BUILT) 5L: OFFSITE FIRESTATION (PLACEHOLDER FROM WPO 2012-00087 AS -BUILT) 6R: FRAZIER DITCH (ADDED TO MODEL OFFSITE SWALE) 7P: BMP 1 8S: ONSITE TO POA 1 (5 MIN ASSUMED TOC) 3.56 AC IMP 3.70 AC TURF 1.00 AC WOODS 9S: OFFSITE TO POA 1 VIA E9 (TOC 11) 10.83 AC i ACRE LOTS @ 30% IMPERVIOUS 10S: OFFSITE TO BMP 1 VIA E7C (TOC III) 38.52 AC i ACRE LOTS @ 30% IMPERVIOUS 11S: OFFSITE TO POA 1 VIA G1 (TOC IV) 2.84 AC z ACRE LOTS @ 25% IMPERVIOUS 12S: OFFSITE TO POA 1 NORTH OF RTE 20 (TOC V) 89.92 AC i ACRE LOTS @ 30% IMPERVIOUS 13S: OFFSITE TO POA 1 SOUTH OF RTE 20 (TOC VI) 157.98 AC WOODS/GRASS COMBO @ CN=58 14L: POA 1 \ , 1 TOTAL DRAINAGE TO PDA 2-469.72 AC 1 I l %i %,'i i - - -/ %' ''%/ ALL HSG B. INCLUDES DRAINAGE TO PDA 1 PLUS THE FOLLOWING I I I / �1-__- _-_� � \ i, SUBCATCHMENTS: 15S: ONSITE TO POA 2 (5 MIN ASSUMED TOG) 1.10 AC IMP i' \\ 1.24 AC TURF 0.96 AC WOODS 16S: OFFSITE TO POA 2 VIA A2 (TOG VII) \`. \ -\`, ,.// //.' I I \`\ //. - _ `\\' .1 ` I i , / \ )i \ `\\✓ // \. \ I _ /1 I` '� \ / ' / / / // %/ 133.06 AC WOODS/GRASS COMBO @ CN=58 r, I _ / \ - / ( - _\� \ SL \ \ / \ / ^ l i rr / / TOTAL DRAINAGE TO PDA 3 = 470.73 AC ''' `' ' /'' / INCLUDES DRAINAGE TO POA 1 $ 2 PLUS THE FOLLOWING I / \ 1 , / L HSG B. IN O SUBCATCHMENTS: - ---- ONSITE TO PDA 3(5 MIN ASSUMED TOG) 0.03 AC IMP 0.18ACTURF 0.80 AC WOODS 19L: PDA - - I ' r / / r i ii ------------ , \ \r '•�•� --._ \ \ \. \\ I i . li _"" —"_" I, IF - iii Y/1 II I i / I r, \ I I 1 1 / / r \ \ _____ ' I , I I I . r /I I / , r-------------------- / �,/ / , - I' :\ ) // I I/// \ / ' --_ ',ice/'%''__ I 0 r , - - I — -- / \ / I 1 / I 1 " ' / 1 l ' '_______1I J'I 1 ' I1i i 'I11 i J1 I I i 1 JIf / \ i P � 17 _ L i A 470.73 AC TOTAL 333 .36 AC TOTAL DRAINAGE AREA / �-ARE) POA 3 r _ `\ I II ____ -_. / / / // 1 �:: •e. _� _ ♦1 I 1 i l ' / i i i i I'-11. / iiir / —'� >,. _- ;' i r i / /i '� \ iiili i / \ / l'. /i 'i/'/ /. \V I - - / / / i, _ _.� \ --`♦ 1 I ' r , r r 1 ' ' 'i i - ^/-' _ -__ __ \ II \ i, 1 1 r r I , I i I / :\ l / / , ` — r 1 r 1 ,. _ - \ \ _ '" `..�'' I . / ., , 1 1 ,._ ♦o 1, , , I I � 1 _ _ ire � r __ AREA ^ / ; r Ir \ , _- rl ; _ _ \ l i \\ / / /' i / i i i 1 � 111 I i \ � / `♦` � / / / >; — \ \ � `I 1 �, 1 / \` • _� _' � / l I ' i i l i , ' / i 1 i - _ - _—_ / l / - \\� I i \ r f / 1 - 'il \ I / i '-. ` \ `. 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I I _ !-_ - - _ _ v v V I ' 1 r I r I ''-__-"__ __ _.._ V', __ �� •` v % I 1 �_ A \\V I // I JI II l 11 jl �l � j/� �l �l �l �I jl I � j � 'i I� /'/ /'/ / / / / / // l I / / jl I �// r —__ -_____ r -_ ____" --- �v '1 'v I _ - - / `\ 11 '1 '1 ' _ -�__ I v ____`v A v 1 %'/. I I I I / /'i _ _ -' v '1 A i 1 ""___ I — I I 1 / / / 1 1 II 1 , \ vI '1 - _— i\ 1 l 1 // /' 1 I 1 - AA "_ _ _ - ---------- 200 GALAXIE FARM PreDev Time of Concentration Calculations Predev to POA 1 100 ft overland flow 212 ft s. c. flow -grass 990ft channel Predev to POA 2 100 ft overland flow 255 ft s. c. flow -grass 40ft channel Predev to POA 3 100 ft overland flow 208 ft s. c. flow -woods OOft ditch 10.3% slope 0.27 C-value 9.7 min Seelye Chart 14.6% slope 2.6 fps velocity 1.4 min. NEH Figure 15-4 25.Oft height 6.4 min. Kirpich Chart TOC= 17.5 min. 9.5% slope 0.27 C-value 10.0 min Seelye Chart 13.7% slope 1.8 fps velocity 2.4 min. NEH Figure 15-4 0.5 ft height 0.5 min. Kirpich Chart TOC= 12.9 min. 13.0% slope 0.35 C-value 9.5 min Seelye Chart 16.3% slope 2.0 fps velocity 1.7 min. NEH Figure 15-4 Oft height 0.0 min. Kirpich Chart TOC= 11.2 min. 10 GALAXIE FARM PREDEV TOC NOMOGRAPHS T = 0.225 0.42 5-0.19 L. -1.0 C Che r15 71.1 fOoneen1ad. ➢artW Naeo-]Engmeei gHma k Ti, =cw lard Flay Time, cr WF L =Ler4h of ably. Ma 35 TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) Figora16-4 Velocity vrnsus sloes ]br sbWlow coucev:hvud flaw S+Slope. fmw%et C = Rall."I C' Vale Mr G..g Ch.CM, 600 30 'o.m H (feed 0.x0 Soo Paved 0.9 0.70 0so 500 TC (min.) 400 0.8 25 sn 0a0 200 300 0.7- 0.8 H w LL z a Or t• Z Uii Bare 20 200 Sail 0.5 \ \ \ Poor 0.4 Z Grass J Suli4,ce Avera4e\ 0.3 n 1.0 w 5� uJ i9Q - \\ 2.0 h �� �' 70 \ W 0 2 \ ' () \ i 50 20 40 z Z W 0 = w O r w z 0.10 o:o�a 007 o.os- 0.oa o.oa 002 o.ot 3 a 1DO L (feet) 10000 Examp)e 50 « 50 � 5000 g7_N01e,, (t> Fr na aural cnemela;UL�G a(2) For psved channelsnul ]0 J 1000 It by 0.260 b x >E 5 s 500 5 c as%0 N �° e y5 qpp ,C ` w`�y 4 pac €� n U' U 0.006 m w m �• b u n 30 ¢ i 9 O u F 8 C 20 a Om+(or.p� "C'• Volpe aor Seloo1w; Crtor ocrer v Oenee Grass 0. 215 Fuser 0.25 7 Velarity (m.) 1100 1 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS l Ie 1641 Equations and assumptions developed Dom figure I" Flow vypc 0opth Meeehlg•ee Velodty equetlen 4rvoge Gross Svaa(e 0.79 (n) (w.) F pen 0 30 Poer Oresa Svr±oee 0.36 Pavementandsmafluplandgu0tes 0.2 0.025 V=20.32g(s)66 Ppeture 0•a0 5 10 Bore Soli 0. ae Pares G.90 Gmxsed watenv$vs CA 0.050 V=10.135(s)°' NeazObare anA mrtilleA(ovetlazld flow); and alluvuf ransNwestem mounram 0.2 0.051 V=9.966(s)°6 regions CWm ted shaight raw crops 0.2 Dom V=8.762(s)6° OVERLAND FLOW TIME shod-gasspasmre 0.2 00l3 V=6.962(x)°6 Nhnimum tillage cuIthad...onwur or stdpcmpped, mld woodlands 0.2 0.101 V=5.032(s)6° Purest svlrh hemT ground utter and W meadows 0.2 0.202 V=2.e16(srs Source: VDOT Plate 5-3 LEGEND: TOC TO POA 1 TOC TO POA 2 TOC TO POA 3 11 GALAXIE FARM PostDev Time of Concentration Calculations TOC I: POSTDEV TO F2 / POST OFFSITE TO BMP 1 (2S) 100 ft overland flow 2.0% slope 0.35 C-value 13.2 min Seelye Chart 390 It s. c. flow -woods 6.4% slope 1.3 fps velocity 5.0 min. NEH Figure 15-4 849 It channel 30.0 ft height 5.3 min. Kirpich Chart TOC= 23.5 min. TOC II: POSTDEV TO E9 / POST OFFSITE TO POA 1 (5S) 100 ft overland flow 4.0% slope 0.35 C-value 12.9 min Seelye Chart 476 ft s. c. flow -woods 6.3% slope 1.3 fps velocity 6.3 min. NEH Figure 15-4 810ft channel 56.Oft height 4.0 min. Kirpich Chart TOC= 23.2 min. NOTE: SEE TOC LAG TIME CALLS FOR TOC III ) DITCH 1 / POST OFFSITE TO POA 1 (7S) 100 ft overland flow 5.0% slope 0.35 C-value 12.2 min Seelye Chart 298 It s. c. flow -woods 15.6% slope 1.9 fps velocity 2.6 min. NEH Figure 15-4 121 ft ditch 1 ft height 1.7 min. Kirpich Chart TOC= 16.5 min. 12 GALAXIE FARM POSTDEV TOC NOMOGRAPHS T = 0.225 0.42 5-0.19 L. -1.0 C C,b,ter 15 71.1 fOaneeatrd. ➢artW Naeo-]Engmeei gHmd k Ti, =oserlar it Flax Time, cr tp 1 =ler4h of ably. Ma 35 - TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) Figora16-4 Velocity vrnsus sloes ]br sbWlow coucevrhvud flow S+Slope. fmw%et C = Ralialwl'C' Value For G..0 Ch.CM, 600 30 'o.m x (feed o.e0 Soo Paved 0.9 0.70 0so 500 TC (min.) 400 0.8 25 asn 0M 200 300 0.7 "3 H - t� p J Z Ui 0.8 Bare \ 20 5011 0.5 200 \ \ Poor 0.4 Z Sui�. uAvee\p_3 a 1.0 8Q C31 dSS �` 70 0.2 \\ + U 80 10 - W a 50 20 40 10 Z Z a H W Z 0 w ? azn O.tO o:o�a 0'm o.oa 002 $ � S 100 f L (fet) 10000 1.50 a +amp)e « 0 5000WLL Cl) For us! [u hemels; rn. 10 (b 7`r� etl chamela, mu 3000 10 E N x 500 5 .34 Ba F ga A 3 a C - - - 4 F L m 30 ¢ i 9 O 20 Ra+(or.p� "C" Velue !or Se1e01e0 C�oc*er v Otmee Graes O. tIS F'ee+ 0.25 7 Velari[y(me) 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS l Ie 1641 Equations and assumptions developed Dom figure I" plow type Gopth ,xaoomg•en Velodty equetlaa 4rWo s Grose Svtace 0.29 (n) (ma) r pen 0 30 Poer OresO Svr±oee 0:36 Pavement ands Uupland guRies 0.2 0.025 V=20.328(s)n" Ppeture 0.40 E 10 Bore Soli 0.40 Pares G.90 Glossed waterw$vs 0.9 0.050 V=10.135(s)°' Nowly bare and untillM(ovetimid flow); and alluvial fans in westem moms i 0.2 0.051 V=9.966(s)°6 regions Culmmted straight raw crops 0.2 0.Om V=6.762(s)6° OVERLAND FLOW TIME short-gasspasmre 0.2 D0l3 V=0.902(s)°6 blmimum tillage cuIthatiou,couwur or stdpcmpped, mrd woodlands 0.2 0.101 V=5.032(s)6° Forest svlrh hemT ground utter and W meadows 0.2 oao2 V=2.516(srs Source: VDOT Plate 5-3 LEGEND: POST TOC I POST TOC 11 POST TOC IV 13 GALAXIE FARM A0.8 * (S + 1)0.7 Offsite Time of Concentration Calculations To = 1140 * Yo.s TOC III: POSTDEV TO E7C / POST OFFSITE TO POA 1 (6S) ]= 2138 flow length elevations: highest= 624 lowest= 486 Y= 6.5% Avg Watershed Slope cn= 72 curve number S= 3.889 Max Retention Tc= 0.484 hrs NEH 630.1502 (a) TOC - Watershed Lag Method TOC= 29.0 min. TOC V: POSTDEV TO El / POST OFFSITE TO POA 1 (8S) X= 4926 flow length elevations: highest= 692 lowest- 467.5 Y= 4.6% Avg Watershed Slope cn= 72 curve number S= 3.889 Max Retention Tc= 1.122 hrs TOC= 67.3 min. TOC VI: POSTDEV TO B2 / POST OFFSITE TO POA 1 (9S) A= 6920 flow length elevations: highest= 1588 lowest= 467.5 Y= 16.2% Avg Watershed Slope cn= 58 curve number S= 7.241 Max Retention Tc= 1.126 hrs TOC= 67.6 min. TOC VII: POSTDEV TO A2 / POST OFFSITE TO POA 2 (12S) )= 5098 flow length elevations: highest= 1581 lowest= 465 Y= 21.9% Avg Watershed Slope cn= 58 curve number S= 7.241 Max Retention Tc= 0.759 hrs TOC= 45.5 min. 14 Chapter 15 Time of Concentration Part 630 National Engineering Handbook 630.1502 Methods for estimating time of concentration Two primary methods of computing time of concentra- tion were developed by the Natural Resources Conser- vation Service (NRCS) (formerly the Soil Conservation Service (SCS)). (a) Watershed lag method The SCS method for watershed lag was developed by Mockus in 1961. It spans a broad set of conditions ranging from heavily forested watersheds with steep channels and a high percent of runoff resulting from subsurface flow, to meadows providing a high retar- dance to surface runoff, to smooth land surfaces and large paved areas. L_Paa(S+1)o' a 1,900y06 (q 15-4a) Applying equation 15-3, L=0.6T,, yields: Q8.8 `S+1)o.v 1 1,140Y05 (eq 15 4b) where: L = lag, It T, = time of concentration, h f =flow lengUi, ft Y = average watershed land slope, % S = maximum potential retention, in 1,000 _ 10 cri where: en' = the retardance factor Flow length ( t )—In the watershed lag method of computing time of concentration, flow length is de- fined as the longest path along which water flows from the watershed divide to the outlet. In developing the regression equation for the lag method, the longest How path was used to represent the hydraulically most distant point in the watershed. Flow length can be measured using aerial photographs, quadrangle sheets, or GIS techniques. Mockus (USDA 1973) developed an empirical relationship between flow length and drain- age area using data from Agricultural Research Service (ARS) watersheds. This relationship is: P = 209A06 (eq. 15-5) where: f =flow length, it A = drainage area, acres Land slope (Y), percent —The average land slope of the watershed, as used in the lag method, not to be confused with the slope of the flow path, can be deter - mined in several different ways: • by assuming land slope is equal to a weighted average of soil map unit slopes, determined us- ing the local soil survey • by using a clinometer for field measurement to determine an estimated representative average land slope • by drawing three to four lines on a topographic map perpendicular to the contour lines and de- termining the average weighted slope of these lines • by determining the average of the land slope from grid points using a dot counter • by using the following equation (Chow 1964): 100(CI) y = (eq. 15 6) A where: Y = average land slope, % C = summation of the length of the contour lines that pass through the watershed drainage area on the quad sheet, ft I = contour interval used, ft A = drainage area, ffz (1 acre = 43,5601t ) Retardance factor —The retardance factor, en', is a measure of surface conditions relating to the rate at which runoff concentrates at some point of interest. The term "retardance factor" expresses aninverse relationship to "flow retardance." Low retardance fac- tors are associated with rough surfaces having high de- grees of flow retardance, or surfaces over which flow will be impeded. High retardance factors are associ- ated with smooth surfaces having low degrees of flow retardance, or surfaces over which flow moves rapidly. (210-VI-NEH, May 2010) 15 15--5 3S A -0 5L MFA @ MILL CREEK AS -Built IBiofilter Fire Station I 6R 7S FRAZIE DITCH OFFSITE TOP A 1 ZS (NORTH OF SI TOC III) OFF TE TO POA 1 (N RTHEAST OF j S SITE, TOC 1) ONSITE TO POA 1 10L 11S 14S ONSITE O POA 2 POA 1 \ ONSITE Tot O OA 3 8S \7J, OFFSITE TO POA 1 13L �J (NORTH OF RTE 20, 15L TOC V) JS /POA 2 POA 3 (COW B OFFSITE TO POA 1 12S (SOUTH OF RTE 20, TOC VI) OFFSITE TO POA 2 (SOUTH OF SITE, TOC VII) Subcat Reach Aon Llnk 16 PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 @ 2011 HydroCAD Software Solutions LLC Paae 2 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=10.450 ac 5.07% Impervious Runoff Depth=0.74" Tc=17.5 min CN=70 Runoff=8.14 cfs 0.641 of Subcatchment 2S: OFFSITE TO POA 1 Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=0.29" Tc=23.5 min CN=58 Runoff=3.22 cfs 0.573 of Subcatchment 3S: MFA @ MILL CREEK Runoff Area=5.910 ac 52.62% Impervious Runoff Depth=1.28" Tc=5.0 min CN=80 Runoff=13.64 cfs 0.630 of Pond 4P: As -Built Biofilter Peak Elev=541.48' Storage=12,403 cf Inflow=13.64 cfs 0.630 of Primary=1.24 cfs 0.491 of Secondary=0.16 cfs 0.031 of Tertiary=0.00 cfs 0.000 of Outflow=1.40 cfs 0.522 of Link 5L: Fire Station Inflow=1.24 cfs 0.491 of Primary=1.24 cfs 0.491 of Reach 6R: FRAZIER DITCH Avg. Flow Depth=0.04' Max Vet=0.70 fps Inflow=0.16 cfs 0.031 of n=0.050 L=1,246.0' S=0.0429'/' Capacity= 181.79 cfs Outflow=0.14cfs 0.031 of Subcatchment 7S: OFFSITE TO POA 1 Runoff Area=52.180 ac 30.00% Impervious Runoff Depth=0.93" Tc=29.0 min CN=74 Runoff=39.67 cfs 4.060 of Subcatchment 8S: OFFSITE TO POA 1 Runoff Area=89.920 ac 30.00% Impervious Runoff Depth=0.83" Tc=67.3 min CN=72 Runoff=32.00 cfs 6.234 of Subcatchment 9S: OFFSITE TO POA 1 Runoff Area=157.980 ac 0.00% Impervious Runoff Depth=0.29" Tc=67.6 min CN=58 Runoff=11.44 cfs 3.776 of Link 10L: POA 1 Inflow=61.70 cfs 15.317 of Primary=61.70 cfs 15.317 of Subcatchment 11S: ONSITE TO POA2 Runoff Area=1.980 ac 3.54% Impervious Runoff Depth=0.69" Tc=12.9 min CN=69 Runoff=1.68 cfs 0.114 of Subcatchment 12S: OFFSITE TO POA 2 Runoff Area=132.970 ac 0.00% Impervious Runoff Depth=0.29" Tc=45.5 min CN=58 Runoff=11.98 cfs 3.178 of Link 13L: POA 2 Inflow=71.88 cfs 18.609 of Primary=71.88 cfs 18.609 of Subcatchment 14S: ONSITE TO POA 3 Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=0.29" Tc=11.2 min CN=58 Runoff=0.27 cfs 0.030 of Link 15L: POA 3 (COW BRANCH) Inflow=71.95 cfs 18.639 of Primary=71.95 cfs 18.639 of Total Runoff Area = 476.640 ac Runoff Volume = 19.238 of Average Runoff Depth = 0.48" 90.28% Pervious = 430.300 ac 9.72% Impervious = 46.340 ac IVA PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 8.14 cfs @ 12.12 hrs, Volume= 0.641 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 0.530 98 Impervious 7.280 73 Small grain, contoured, Good, HSG B 2.640 55 Woods, Good, HSG B 10.450 70 Weighted Average 9.920 94.93% Pervious Area 0.530 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 Direct Entry, Summary for Subcatchment 2S: OFFSITE TO POA 1 (NORTHEAST OF SITE, TOC 1) Runoff = 3.22 cfs @ 12.26 hrs, Volume= 0.573 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 23.980 58 Woods/grass combo 2, Good, HSG B 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 Direct Entry, Summary for Subcatchment 3S: MFA @ MILL CREEK Runoff = 13.64 cfs @ 11.96 hrs, Volume= 0.630 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 3.110 98 Impervious 2.800 61 >75% Grass cover, Good, HSG B 5.910 80 Weighted Average 2.800 47.38% Pervious Area 3.110 52.62% Impervious Area It.] PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 4 Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Pond 4P: As -Built Biofilter Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth = 1.28" for 1-YR event Inflow = 13.64 cfs @ 11.96 hrs, Volume= 0.630 of Outflow = 1.40 cfs @ 12.43 hrs, Volume= 0.522 af, Atten= 90%, Lag= 28.4 min Primary = 1.24 cfs @ 12.43 hrs, Volume= 0.491 of Secondary = 0.16 cfs @ 12.43 hrs, Volume= 0.031 of Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 541.48' @ 12.43 hrs Surf.Area= 9,383 sf Storage= 12,403 cf Plug -Flow detention time= 226.5 min calculated for 0.522 of (83% of inflow) Center -of -Mass det. time= 149.2 min ( 990.4 - 841.2 ) Volume Invert Avail.Storage Storage Description #1 540.00' 67,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 7,430 0 0 542.00 10,078 17,508 17,508 544.00 12,535 22,613 40,121 546.00 15,219 27,754 67,875 Device Routing Invert Outlet Devices #1 Primary 540.00' 15.0" Round STR-6 thru STR-5 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 #2 Device 1 540.60' 7.0" W x 7.0" H Vert. STR-6 Orifice C= 0.600 #3 Device 1 542.00' 0.7' long STR-6 Weir 2 End Contraction(s) #4 Device 1 543.50' 36.0" Horiz. STR-6 Top X 0.74 C= 0.600 Limited to weir flow at low heads #5 Tertiary 544.10' 12.0' long (Profile 30) Emergency Spillway Head (feet) 0.49 0.98 1.48 Coef. (English) 3.80 3.86 3.86 #6 Secondary 540.00' 18.0" Round STR-20 thru STR-21 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 #7 Device 6 540.90' 3.0" Vert. STR-20 Orifice C= 0.600 #8 Device 6 542.10' 0.7' long STR-20 Weir 2 End Contraction(s) #9 Primary 543.60' 36.0" Horiz. STR-20 Top X 0.74 C= 0.600 Limited to weir flow at low heads PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 5 Primary OutFlow Max=1.24 cfs @ 12.43 hrs HW=541.48' (Free Discharge) 1=STR-6 thru STR-5 (Passes 1.24 cfs of 5.84 cfs potential flow) 2=STR-6 Orifice (Orifice Controls 1.24 cfs @ 3.64 fps) 3=STR-6 Weir ( Controls 0.00 cfs) =STR-6 Top ( Controls 0.00 cfs) =STR-20 Top ( Controls 0.00 cfs) e2r0 thru STR-21 (Passes 0.16 cfs of7. 0 cnDischarge) fs potential flow) § STR 7=STR-20 Orifice (Orifice Controls 0.16 cfs @ 3.23 fps) 8=STR-20 Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=540.00' (Free Discharge) t -5=Emergency Spillway ( Controls 0.00 cfs) Summary for Link 5L: Fire Station Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth > 1.00" for 1-YR event Inflow = 1.24 cfs @ 12.43 hrs, Volume= 0.491 of Primary = 1.24 cfs @ 12.43 hrs, Volume= 0.491 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 6R: FRAZIER DITCH Inflow = 0.16 cfs @ 12.43 hrs, Volume= 0.031 of Outflow = 0.14 cfs @ 13.64 hrs, Volume= 0.031 af, Atten= 13%, Lag= 72.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 0.70 fps, Min. Travel Time= 29.9 min Avg. Velocity = 0.50 fps, Avg. Travel Time= 41.2 min Peak Storage= 248 cf @ 13.14 hrs Average Depth at Peak Storage= 0.04' Bank -Full Depth= 2.00', Capacity at Bank -Full= 181.79 cfs 5.00' x 2.00' deep channel, n= 0.050 Earth, long dense weeds Side Slope Z-value= 4.0 '/' Top Width= 21.00' Length= 1,246.0' Slope= 0.0429'/' Inlet Invert= 537.50', Outlet Invert= 484.00' %za PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 7S: OFFSITE TO POA 1 (NORTH OF SITE, TOC III) Runoff = 39.67 cfs @ 12.26 hrs, Volume= 4.060 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 52.180 74 1/3 acre lots. 30% imr). HSG B 36.526 70.00% Pervious Area 15.654 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.0 Direct Entry, Summary for Subcatchment 8S: OFFSITE TO POA 1 (NORTH OF RTE 20, TOC V) Runoff = 32.00 cfs @ 12.79 hrs, Volume= 6.234 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 89.920 72 1/3 acre lots, 30% imp, HSG B 62.944 70.00% Pervious Area 26.976 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 67.3 Direct Entry, Summary for Subcatchment 9S: OFFSITE TO POA 1 (SOUTH OF RTE 20, TOC VI) Runoff = 11.44 cfs @ 13.01 hrs, Volume= 3.776 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 157.980 58 Woods/grass comb., Good, HSG B 157.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 67.6 Direct Entry, 21 PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 7 Summary for Link 10L: POA 1 Inflow Area = 334.510 ac, 12.90% Impervious, Inflow Depth = 0.55' for 1-YR event Inflow = 61.70 cfs @ 12.33 hrs, Volume= 15.317 of Primary = 61.70 cfs @ 12.33 hrs, Volume= 15.317 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 11 S: ONSITE TO POA 2 Runoff = 1.68 cfs @ 12.07 hrs, Volume= 0.114 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 0.070 98 Impervious 1.400 73 Small grain, contoured, Good, HSG B 0.510 55 Woods, Good, HSG B 1.980 69 Weighted Average 1.910 96.46% Pervious Area 0.070 3.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 Direct Entry, Summary for Subcatchment 12S: OFFSITE TO POA 2 (SOUTH OF SITE, TOC VII) Runoff = 11.98 cfs @ 12.63 hrs, Volume= 3.178 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 132.970 58 Woods/grass comb., Good, HSG B 132.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 45.5 Direct Entry, Summary for Link 13L: POA 2 Inflow Area = 469.460 ac, 9.21 %Impervious, Inflow Depth = 0.48" for 1-YR event Inflow = 71.88 cfs @ 12.60 hrs, Volume= 18.609 of Primary = 71.88 cfs @ 12.60 hrs, Volume= 18.609 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 04 PREDEV TOTAL PREDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 14S: ONSITE TO POA 3 Runoff = 0.27 cfs @ 12.08 hrs, Volume= 0.030 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 1.270 58 Woods/grass comb., Good, HSG B 1.270 100.00% Pervious Area Tc Length Description 11.2 Direct Entry, Summary for Link 15L: POA 3 (COW BRANCH) Inflow Area = 470.730 ac, 9.18% Impervious, Inflow Depth = 0.48" for 1-YR event Inflow = 71.95 cfs @ 12.60 hrs, Volume= 18.639 of Primary = 71.95 cfs @ 12.60 hrs, Volume= 18.639 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 23 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 @ 2011 HydroCAD Software Solutions LLC Paae 9 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=10.450 ac 5.07% Impervious Runoff Depth=2.45" Tc=17.5 min CN=70 Runoff=30.29 cfs 2.136 of Subcatchment 2S: OFFSITE TO POA 1 Runoff Area=23.980 ac 0.00% Impervious Runoff Depth=1.48" Tc=23.5 min CN=58 Runoff=32.06 cfs 2.964 of Subcatchment 3S: MFA @ MILL CREEK Runoff Area=5.910 ac 52.62% Impervious Runoff Depth=3.38" Tc=5.0 min CN=80 Runoff=35.34 cfs 1.664 of Pond 4P: As -Built Biofilter Peak Elev=543.42' Storage=33,009 cf Inflow=35.34 cfs 1.664 of Primary=4.90 cfs 1.283 of Secondary=2.52 cfs 0.272 of Tertiary=0.00 cfs 0.000 of Outflow=7.42 cfs 1.555 of Link 5L: Fire Station Inflow=4.90 cfs 1.283 of Primary=4.90 cfs 1.283 of Reach 6R: FRAZIER DITCH Avg. Flow Depth=0.20' Max Vet=1.91 fps Inflow=2.52 cfs 0.272 of n=0.050 L=1,246.0' S=0.0429 '/' Capacity=181.79 cfs Outflow=2.20 cfs 0.272 of Subcatchment 7S: OFFSITE TO POA 1 Runoff Area=52.180 ac 30.00% Impervious Runoff Depth=2.81" Tc=29.0 min CN=74 Runoff=129.05 cfs 12.220 of Subcatchment 8S: OFFSITE TO POA 1 Runoff Area=89.920 ac 30.00% Impervious Runoff Depth=2.63" Tc=67.3 min CN=72 Runoff=113.99 cfs 19.703 of Subcatchment 9S: OFFSITE TO POA 1 Runoff Area=157.980 ac 0.00% Impervious Runoff Depth=1.48" Tc=67.6 min CN=58 Runoff=98.93 cfs 19.526 of Link 10L: POA 1 Inflow=271.47 cfs 56.822 of Primary=271.47 cfs 56.822 of Subcatchment 11 S: ONSITE TO POA 2 Runoff Area=1.980 ac 3.54% Impervious Runoff Depth=2.37" Tc=12.9 min CN=69 Runoff=6.42 cfs 0.390 of Subcatchment 12S: OFFSITE TO POA 2 Runoff Area=132.970 ac 0.00% Impervious Runoff Depth=1.48" Tc=45.5 min CN=58 Runoff=111.59 cfs 16.435 of Link 13L: POA 2 Inflow=382.23 cfs 73.647 of Primary=382.23 cfs 73.647 of Subcatchment 14S: ONSITE TO POA 3 Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=1.48" Tc=11.2 min CN=58 Runoff=2.59 cfs 0.157 of Link 15L: POA 3 (COW BRANCH) Inflow=382.64 cfs 73.804 of Primary=382.64 cfs 73.804 of Total Runoff Area = 476.640 ac Runoff Volume = 75.196 of Average Runoff Depth = 1.89" 90.28% Pervious = 430.300 ac 9.72% Impervious = 46.340 ac 24 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 10 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 30.29 cfs @ 12.10 hrs, Volume= 2.136 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 0.530 98 Impervious 7.280 73 Small grain, contoured, Good, HSG B 2.640 55 Woods, Good, HSG B 10.450 70 Weighted Average 9.920 94.93% Pervious Area 0.530 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 Direct Entry, Summary for Subcatchment 2S: OFFSITE TO POA 1 (NORTHEAST OF SITE, TOC 1) Runoff = 32.06 cfs @ 12.19 hrs, Volume= 2.964 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 23.980 58 Woods/grass combo 2, Good, HSG B 23.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 Direct Entry, Summary for Subcatchment 3S: MFA @ MILL CREEK Runoff = 35.34 cfs @ 11.96 hrs, Volume= 1.664 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 3.110 98 Impervious 2.800 61 >75% Grass cover, Good, HSG B 5.910 80 Weighted Average 2.800 47.38% Pervious Area 3.110 52.62% Impervious Area OR PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 11 Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Pond 4P: As -Built Biofilter Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth = 3.38" for 10-YR event Inflow = 35.34 cfs @ 11.96 hrs, Volume= 1.664 of Outflow = 7.42 cfs @ 12.12 hrs, Volume= 1.555 af, Atten= 79%, Lag= 9.9 min Primary = 4.90 cfs @ 12.12 hrs, Volume= 1.283 of Secondary = 2.52 cfs @ 12.12 hrs, Volume= 0.272 of Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 543.42' @ 12.12 hrs Surf.Area= 11,817 sf Storage= 33,009 cf Plug -Flow detention time= 143.9 min calculated for 1.555 of (94% of inflow) Center -of -Mass det. time= 108.0 min ( 921.3 - 813.4 ) Volume Invert Avail.Storage Storage Description #1 540.00' 67,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 7,430 0 0 542.00 10,078 17,508 17,508 544.00 12,535 22,613 40,121 546.00 15,219 27,754 67,875 Device Routing Invert Outlet Devices #1 Primary 540.00' 15.0" Round STR-6 thru STR-5 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 #2 Device 1 540.60' 7.0" W x 7.0" H Vert. STR-6 Orifice C= 0.600 #3 Device 1 542.00' 0.7' long STR-6 Weir 2 End Contraction(s) #4 Device 1 543.50' 36.0" Horiz. STR-6 Top X 0.74 C= 0.600 Limited to weir flow at low heads #5 Tertiary 544.10' 12.0' long (Profile 30) Emergency Spillway Head (feet) 0.49 0.98 1.48 Coef. (English) 3.80 3.86 3.86 #6 Secondary 540.00' 18.0" Round STR-20 thru STR-21 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 #7 Device 6 540.90' 3.0" Vert. STR-20 Orifice C= 0.600 #8 Device 6 542.10' 0.7' long STR-20 Weir 2 End Contraction(s) #9 Primary 543.60' 36.0" Horiz. STR-20 Top X 0.74 C= 0.600 Limited to weir flow at low heads %zj PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 12 Primary OutFlow Max=4.88 cfs @ 12.12 hrs HW=543.41' (Free Discharge) 1=STR-6 thru STR-5 (Passes 4.88 cfs of 10.56 cfs potential flow) 2=STR-6 Orifice (Orifice Controls 2.60 cfs @ 7.63 fps) 3=STR-6 Weir (Weir Controls 2.28 cfs @ 3.88 fps) =STR-6 Top ( Controls 0.00 cfs) =STR-20 Top ( Controls 0.00 cfs) e20 thru STR-21 (Passes 2.51 cfs of oDischarge) 14 86 c sp potential flow) § STR 7=STR-20 Orifice (Orifice Controls 0.36 cfs @ 7.43 fps) 8=STR-20 Weir (Weir Controls 2.14 cfs @ 3.74 fps) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=540.00' (Free Discharge) t -5=Emergency Spillway ( Controls 0.00 cfs) Summary for Link 5L: Fire Station Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth > 2.61" for 10-YR event Inflow = 4.90 cfs @ 12.12 hrs, Volume= 1.283 of Primary = 4.90 cfs @ 12.12 hrs, Volume= 1.283 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 6R: FRAZIER DITCH Inflow = 2.52 cfs @ 12.12 hrs, Volume= 0.272 of Outflow = 2.20 cfs @ 12.55 hrs, Volume= 0.272 af, Atten= 13%, Lag= 25.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 1.91 fps, Min. Travel Time= 10.8 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 31.3 min Peak Storage= 1,434 cf @ 12.37 hrs Average Depth at Peak Storage= 0.20' Bank -Full Depth= 2.00', Capacity at Bank -Full= 181.79 cfs 5.00' x 2.00' deep channel, n= 0.050 Earth, long dense weeds Side Slope Z-value= 4.0 '/' Top Width= 21.00' Length= 1,246.0' Slope= 0.0429'/' Inlet Invert= 537.50', Outlet Invert= 484.00' OrA PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 7S: OFFSITE TO POA 1 (NORTH OF SITE, TOC III) Runoff = 129.05 cfs @ 12.24 hrs, Volume= 12.220 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 52.180 74 1/3 acre lots. 30% imr). HSG B 36.526 70.00% Pervious Area 15.654 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.0 Direct Entry, Summary for Subcatchment 8S: OFFSITE TO POA 1 (NORTH OF RTE 20, TOC V) Runoff = 113.99 cfs @ 12.74 hrs, Volume= 19.703 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 89.920 72 1/3 acre lots, 30% imp, HSG B 62.944 70.00% Pervious Area 26.976 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 67.3 Direct Entry, Summary for Subcatchment 9S: OFFSITE TO POA 1 (SOUTH OF RTE 20, TOC VI) Runoff = 98.93 cfs @ 12.82 hrs, Volume= 19.526 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 157.980 58 Woods/grass comb., Good, HSG B 157.980 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 67.6 Direct Entry, ON PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 14 Summary for Link 10L: POA 1 Inflow Area = 334.510 ac, 12.90% Impervious, Inflow Depth = 2.04" for 10-YR event Inflow = 271.47 cfs @ 12.60 hrs, Volume= 56.822 of Primary = 271.47 cfs @ 12.60 hrs, Volume= 56.822 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 11 S: ONSITE TO POA 2 Runoff = 6.42 cfs @ 12.05 hrs, Volume= 0.390 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 0.070 98 Impervious 1.400 73 Small grain, contoured, Good, HSG B 0.510 55 Woods, Good, HSG B 1.980 69 Weighted Average 1.910 96.46% Pervious Area 0.070 3.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 Direct Entry, Summary for Subcatchment 12S: OFFSITE TO POA 2 (SOUTH OF SITE, TOC VII) Runoff = 111.59 cfs @ 12.49 hrs, Volume= 16.435 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 132.970 58 Woods/grass comb., Good, HSG B 132.970 100.00% Pervious Area Tc Length Slope Velocity Capacity Description 45.5 Direct Entry, Summary for Link 13L: POA 2 Inflow Area = 469.460 ac, 9.21 % Impervious, Inflow Depth = 1.88" for 10-YR event Inflow = 382.23 cfs @ 12.51 hrs, Volume= 73.647 of Primary = 382.23 cfs @ 12.51 hrs, Volume= 73.647 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 041 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 14S: ONSITE TO POA 3 Runoff = 2.59 cfs @ 12.04 hrs, Volume= 0.157 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 1.270 58 Woods/grass comb., Good, HSG B 1.270 100.00% Pervious Area Tc Length Description 11.2 Direct Entry, Summary for Link 15L: POA 3 (COW BRANCH) Inflow Area = 470.730 ac, 9.18% Impervious, Inflow Depth = 1.88" for 10-YR event Inflow = 382.64 cfs @ 12.51 hrs, Volume= 73.804 of Primary = 382.64 cfs @ 12.51 hrs, Volume= 73.804 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 01 1S ONSITE TO OA 1 11 S ONSITETO POA 2 10L 14S POA 1 13L Subcat Reach Aon Lin k ONSITE T POA 3 15L POA 3 (COW BRANCH)) 31 PREDEV ONSITE PREDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 2 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=10.450 ac 5.07% Impervious Runoff Depth=0.74" Tc=17.5 min CN=70 Runoff=8.14 cfs 0.641 of Link 10L: POA 1 Inflow=8.14 cfs 0.641 of Primary=8.14 cfs 0.641 of Subcatchment 11 S: ONSITE TO POA 2 Runoff Area=1.980 ac 3.54% Impervious Runoff Depth=0.69" Tc=12.9 min CN=69 Runoff=1.68 cfs 0.114 of Link 13L: POA 2 Inflow=9.66 cfs 0.756 of Primary=9.66 cfs 0.756 of Subcatchment 14S: ONSITE TO POA 3 Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=0.29" Tc=11.2 min CN=58 Runoff=0.27 cfs 0.030 of Link 15L: POA 3 (COW BRANCH) Inflow=9.92 cfs 0.786 of Primary=9.92 cfs 0.786 of Total Runoff Area = 13.700 ac Runoff Volume = 0.786 of Average Runoff Depth = 0.69" 95.62% Pervious =13.100 ac 4.38% Impervious = 0.600 ac M PREDEV ONSITE PREDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 8.14 cfs @ 12.12 hrs, Volume= 0.641 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 0.530 98 Impervious 7.280 73 Small grain, contoured, Good, HSG B 2.640 55 Woods, Good, HSG B 10.450 70 Weighted Average 9.920 94.93% Pervious Area 0.530 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 Direct Entry, Summary for Link 10L: POA 1 Inflow Area = 10.450 ac, 5.07% Impervious, Inflow Depth = 0.74" for 1-YR event Inflow = 8.14 cfs @ 12.12 hrs, Volume= 0.641 of Primary = 8.14 cfs @ 12.12 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 11 S: ONSITE TO POA 2 Runoff = 1.68 cfs @ 12.07 hrs, Volume= 0.114 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.070 98 Impervious 1.400 73 Small grain, contoured, Good, HSG B 0.510 55 Woods, Good, HSG B 1.980 69 Weighted Average 1.910 96.46% Pervious Area 0.070 3.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 Direct Entry, 33 PREDEV ONSITE PREDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 4 Summary for Link 13L: POA 2 Inflow Area = 12.430 ac, 4.83% Impervious, Inflow Depth = 0.73" for 1-YR event Inflow = 9.66 cfs @ 12.11 hrs, Volume= 0.756 of Primary = 9.66 cfs @ 12.11 hrs, Volume= 0.756 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 14S: ONSITE TO POA 3 Runoff = 0.27 cfs @ 12.08 hrs, Volume= 0.030 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 1.270 58 Woods/arass comb.. Good. HSG B 1.270 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 Direct Entry, Summary for Link 15L: POA 3 (COW BRANCH) Inflow Area = 13.700 ac, 4.38% Impervious, Inflow Depth = 0.69" for 1-YR event Inflow = 9.92 cfs @ 12.11 hrs, Volume= 0.786 of Primary = 9.92 cfs @ 12.11 hrs, Volume= 0.786 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 34 PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paae 5 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO POA 1 Runoff Area=10.450 ac 5.07% Impervious Runoff Depth=2.45" Tc=17.5 min CN=70 Runoff=30.29 cfs 2.136 of Link 10L: POA 1 Inflow=30.29 cfs 2.136 of Primary=30.29 cfs 2.136 of Subcatchment 11 S: ONSITE TO POA 2 Runoff Area=1.980 ac 3.54% Impervious Runoff Depth=2.37" Tc=12.9 min CN=69 Runoff=6.42 cfs 0.390 of Link 13L: POA 2 Inflow=36.14 cfs 2.526 of Primary=36.14 cfs 2.526 of Subcatchment 14S: ONSITE TO POA 3 Runoff Area=1.270 ac 0.00% Impervious Runoff Depth=1.48" Tc=11.2 min CN=58 Runoff=2.59 cfs 0.157 of Link 15L: POA 3 (COW BRANCH) Inflow=38.39 cfs 2.683 of Primary=38.39 cfs 2.683 of Total Runoff Area = 13.700 ac Runoff Volume = 2.683 of Average Runoff Depth = 2.35" 95.62% Pervious =13.100 ac 4.38% Impervious = 0.600 ac Oil PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 6 Summary for Subcatchment 1 S: ONSITE TO POA 1 Runoff = 30.29 cfs @ 12.10 hrs, Volume= 2.136 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 0.530 98 Impervious 7.280 73 Small grain, contoured, Good, HSG B 2.640 55 Woods, Good, HSG B 10.450 70 Weighted Average 9.920 94.93% Pervious Area 0.530 5.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.5 Direct Entry, Summary for Link 10L: POA 1 Inflow Area = 10.450 ac, 5.07% Impervious, Inflow Depth = 2.45" for 10-YR event Inflow = 30.29 cfs @ 12.10 hrs, Volume= 2.136 of Primary = 30.29 cfs @ 12.10 hrs, Volume= 2.136 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 11 S: ONSITE TO POA 2 Runoff = 6.42 cfs @ 12.05 hrs, Volume= 0.390 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 0.070 98 Impervious 1.400 73 Small grain, contoured, Good, HSG B 0.510 55 Woods, Good, HSG B 1.980 69 Weighted Average 1.910 96.46% Pervious Area 0.070 3.54% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.9 Direct Entry, 01 PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 7 Summary for Link 13L: POA 2 Inflow Area = 12.430 ac, 4.83% Impervious, Inflow Depth = 2.44" for 10-YR event Inflow = 36.14 cfs @ 12.09 hrs, Volume= 2.526 of Primary = 36.14 cfs @ 12.09 hrs, Volume= 2.526 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 14S: ONSITE TO POA 3 Runoff = 2.59 cfs @ 12.04 hrs, Volume= 0.157 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 1.270 58 Woods/arass comb.. Good. HSG B 1.270 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 Direct Entry, Summary for Link 15L: POA 3 (COW BRANCH) Inflow Area = 13.700 ac, 4.38% Impervious, Inflow Depth = 2.35" for 10-YR event Inflow = 38.39 cfs @ 12.09 hrs, Volume= 2.683 of Primary = 38.39 cfs @ 12.09 hrs, Volume= 2.683 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs QrA 3S A 5L MFA @ MILL CREEK As -Built IBiofilter Fire Station 41 OFFSITE TO POA E9 (TOC II) 1OS OFFSITE TO POA 1 VIA E7C (TOC III) ITE TO POA 1 VIA G1 (TOC IV) OFFSITE TO POA 1 NORTH OF RTE 20 (TOC V) [6R] 2S 8S FRAZIE DITCH OFF TE TO BMP 1 ONSITE T POA 1 IA F2 (TOC 1) iS VIA OFFSITE TO POA 1 SOUTH OF RTE 20 (TOC VI) Subcat Reach Aon Llnk ONSIT TO POA 2 ONSITE TO BMP 1 VIA F3&F4 ■ /PIOA 1 \\\\A ONSITE TtOA 3 17L � 19L a P� 2 POA 3 (COW BF 16S OFFSITE TO POA 2 VIA A2 (TOC VII) 38 POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 @ 2011 HydroCAD Software Solutions LLC Paqe 2 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO BMP 1 VIA Runoff Area=1.130 ac 55.75% Impervious Runoff Depth=1.41" Tc=5.0 min CN=82 Runoff=2.87 cfs 0.133 of Subcatchment 2S: OFFSITE TO BMP 1 VIA Runoff Area=23.880 ac 4.44% Impervious Runoff Depth=0.29" Tc=23.5 min CN=58 Runoff=3.21 cfs 0.571 of Subcatchment 3S: MFA @ MILL CREEK Runoff Area=5.910 ac 52.62% Impervious Runoff Depth=1.28" Tc=5.0 min CN=80 Runoff=13.64 cfs 0.630 of Pond 413: As -Built Biofilter Peak Elev=541.48' Storage=12,403 cf Inflow=13.64 cfs 0.630 of Primary=1.24 cfs 0.491 of Secondary=0.16 cfs 0.031 of Tertiary=0.00 cfs 0.000 of Outflow=1.40 cfs 0.522 of Link 5L: Fire Station Inflow=1.24 cfs 0.491 of Primary=1.24 cfs 0.491 of Reach 6R: FRAZIER DITCH Avg. Flow Depth=0.04' Max Vet=0.70 fps Inflow=0.16 cfs 0.031 of n=0.050 L=1,246.0' S=0.0429'/' Capacity= 181.79 cfs Outflow=0.14cfs 0.031 of Pond 7P: BMP 1 Peak Elev=477.87' Storage=0.260 of Inflow=3.58 cfs 0.735 of Outflow=0.70 cfs 0.731 of Subcatchment 8S: ONSITE TO POA 1 Runoff Area=8.260 ac 43.10% Impervious Runoff Depth=1.04" Tc=5.0 min CN=76 Runoff=15.38 cfs 0.717 of Subcatchment 9S: OFFSITE TO POA 1 VIA Runoff Area=10.830 ac 30.00% Impervious Runoff Depth=0.83" Tc=23.2 min CN=72 Runoff=8.25 cfs 0.751 of Subcatchment 10S: OFFSITE TO POA 1 Runoff Area=38.520 ac 30.00% Impervious Runoff Depth=0.83" Tc=29.0 min CN=72 Runoff=25.26 cfs 2.671 of Subcatchment 11 S: OFFSITE TO POA 1 VIA Runoff Area=2.840 ac 25.00% Impervious Runoff Depth=0.74" Tc=16.5 min CN=70 Runoff=2.29 cfs 0.174 of Subcatchment 12S: OFFSITE TO POA 1 Runoff Area=89.920 ac 30.00% Impervious Runoff Depth=0.83" Tc=67.3 min CN=72 Runoff=32.00 cfs 6.234 of Subcatchment 13S: OFFSITE TO POA 1 Runoff Area=157.980 ac 0.00% Impervious Runoff Depth=0.29" Tc=67.6 min CN=58 Runoff=11.44 cfs 3.776 of Link 14L: POA 1 Inflow=55.05 cfs 15.054 of Primary=55.05 cfs 15.054 of Subcatchment 15S: ONSITE TO POA 2 Runoff Area=3.300 ac 33.33% Impervious Runoff Depth=0.83" Tc=5.0 min CN=72 Runoff=4.79 cfs 0.229 of Subcatchment 16S: OFFSITE TO POA 2 Runoff Area=133.060 ac 0.00% Impervious Runoff Depth=0.29" Tc=45.5 min CN=58 Runoff=11.99 cfs 3.180 of ON POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Link 17L: POA 2 Inflow=67.38 cfs 18.463 of Primary=67.38 cfs 18.463 of Subcatchment 18S: ONSITE TO POA 3 Runoff Area=1.010 ac 2.97% Impervious Runoff Depth=0.26" Tc=11.2 min CN=57 Runoff=0.17 cfs 0.022 of Link 19L: POA 3 (COW BRANCH) Inflow=67.43 cfs 18.485 of Primary=67.43 cfs 18.485 of Total Runoff Area = 476.640 ac Runoff Volume = 19.089 of Average Runoff Depth = 0.48" 89.09% Pervious = 424.659 ac 10.91% Impervious = 51.981 ac Era POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 4 Summary for Subcatchment 1 S: ONSITE TO BMP 1 VIA F3&F4 Runoff = 2.87 cfs @ 11.96 hrs, Volume= 0.133 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 0.500 61 >75% Grass cover, Good, HSG B 0.630 98 Imoervious 1.130 82 Weighted Average 0.500 44.25% Pervious Area 0.630 55.75% Impervious Area Tc Length Description 5.0 Direct Entry, Summary for Subcatchment 2S: OFFSITE TO BMP 1 VIA F2 (TOC 1) Runoff = 3.21 cfs @ 12.26 hrs, Volume= 0.571 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 19.320 55 Woods, Good, HSG B 1.060 98 Impervious 3.500 61 >75% Grass cover. Good. HSG B 23.880 58 Weighted Average 22.820 95.56% Pervious Area 1.060 4.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 Direct Entry, Summary for Subcatchment 3S: MFA @ MILL CREEK Runoff = 13.64 cfs @ 11.96 hrs, Volume= 0.630 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" 41 POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 5 Area (ac) CN Description 3.110 98 Impervious 2.800 61 >75% Grass cover, Good, HSG B 5.910 80 Weighted Average 2.800 47.38% Pervious Area 3.110 52.62% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Pond 4P: As -Built Biofilter Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth = 1.28" for 1-YR event Inflow = 13.64 cfs @ 11.96 hrs, Volume= 0.630 of Outflow = 1.40 cfs @ 12.43 hrs, Volume= 0.522 af, Atten= 90%, Lag= 28.4 min Primary = 1.24 cfs @ 12.43 hrs, Volume= 0.491 of Secondary = 0.16 cfs @ 12.43 hrs, Volume= 0.031 of Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 541.48' @ 12.43 hrs Surf.Area= 9,383 sf Storage= 12,403 cf Plug -Flow detention time= 226.5 min calculated for 0.522 of (83% of inflow) Center -of -Mass det. time= 149.2 min ( 990.4 - 841.2 ) Volume Invert Avail.Storage Storage Description #1 540.00' 67,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 7,430 0 0 542.00 10,078 17,508 17,508 544.00 12,535 22,613 40,121 546.00 15,219 27,754 67,875 Device Routing Invert Outlet Devices #1 Primary 540.00' 15.0" Round STR-6 thru STR-5 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 #2 Device 1 540.60' 7.0" W x 7.0" H Vert. STR-6 Orifice C= 0.600 #3 Device 1 542.00' 0.7' long STR-6 Weir 2 End Contraction(s) #4 Device 1 543.50' 36.0" Horiz. STR-6 Top X 0.74 C= 0.600 Limited to weir flow at low heads #5 Tertiary 544.10' 12.0' long (Profile 30) Emergency Spillway Head (feet) 0.49 0.98 1.48 Coef. (English) 3.80 3.86 3.86 #6 Secondary 540.00' 18.0" Round STR-20 thru STR-21 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 Era POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 6 #7 Device 6 540.90' 3.0" Vert. STR-20 Orifice C= 0.600 #8 Device 6 542.10' 0.7' long STR-20 Weir 2 End Contraction(s) #9 Primary 543.60' 36.0" Horiz. STR-20 Top X 0.74 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.24 cfs @ 12.43 hrs HW=541.48' (Free Discharge) 1=STR-6 thru STR-5 (Passes 1.24 cfs of 5.84 cfs potential flow) 2=STR-6 Orifice (Orifice Controls 1.24 cfs @ 3.64 fps) 3=STR-6 Weir ( Controls 0.00 cfs) =STR-6 Top ( Controls 0.00 cfs) =STR-20 Top ( Controls 0.00 cfs) econdary OutFlow Max=0.16 cfs @ 12.43 hrs HW=541.48' (Free Discharge) T-I=STR-20thruSTR-21 (Passes 0.16 cfs of 7.80 cfs potential flow) 7=STR-20 Orifice (Orifice Controls 0.16 cfs @ 3.23 fps) =STR-20 Weir ( Controls 0.00 cfs) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=540.00' (Free Discharge) ' -5=Emergency Spillway ( Controls 0.00 cfs) Summary for Link 5L: Fire Station Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth > 1.00" for 1-YR event Inflow = 1.24 cfs @ 12.43 hrs, Volume= 0.491 of Primary = 1.24 cfs @ 12.43 hrs, Volume= 0.491 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 6R: FRAZIER DITCH Inflow = 0.16 cfs @ 12.43 hrs, Volume= 0.031 of Outflow = 0.14 cfs @ 13.64 hrs, Volume= 0.031 af, Atten= 13%, Lag= 72.5 min Routing by Stor-Ind+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 0.70 fps, Min. Travel Time= 29.9 min Avg. Velocity = 0.50 fps, Avg. Travel Time= 41.2 min Peak Storage= 248 cf @ 13.14 hrs Average Depth at Peak Storage= 0.04' Bank -Full Depth= 2.00', Capacity at Bank -Full= 181.79 cfs 5.00' x 2.00' deep channel, n= 0.050 Earth, long dense weeds Side Slope Z-value= 4.0 '/' Top Width= 21.00' Length= 1,246.0' Slope= 0.0429'/' Inlet Invert= 537.50', Outlet Invert= 484.00' 43 POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 7 Summary for Pond 7P: BMP 1 Inflow Area = 25.010 ac, 6.76% Impervious, Inflow Depth = 0.35" for 1-YR event Inflow = 3.58 cfs @ 12.26 hrs, Volume= 0.735 of Outflow = 0.70 cfs @ 15.37 hrs, Volume= 0.731 af, Atten= 80%, Lag= 186.6 min Primary = 0.70 cfs @ 15.37 hrs, Volume= 0.731 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 477.87' @ 15.37 hrs Surf.Area= 0.174 ac Storage= 0.260 of Plug -Flow detention time= 222.6 min calculated for 0.730 of (99% of inflow) Center -of -Mass det. time= 220.7 min ( 1,152.8 - 932.1 ) Volume Invert Avail.Storage Storage Description #1 475.00' 0.394 of 9.08'W x 4.501 x 8.00'H Stone Bedding x 186 1.396 of Overall - 0.411 of Embedded = 0.985 of x 40.0% Voids #2 477.00' 0.396 of StormTech MC-4500 x 162 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #3 477.00' 0.015 of StormTech MC-4500 Cap x 18 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 0.805 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 475.00' 36.0" Round 36" HP -Storm Outlet to E6 L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 475.00' / 474.90' S= 0.0050 7' Cc= 0.900 n= 0.012 #2 Device 1 475.00' 6.0" Round 6" BMP Underdrain L= 150.0' Ke= 0.900 Inlet / Outlet Invert= 475.00'/475.00' S= 0.0000 7' Cc= 0.900 n= 0.012 #3 Device 1 477.90' 26.0" W x 13.0" H Vert. 26"x13" Orifice C= 0.600 #4 Device 1 480.90' 6.9' long x 6.00' rise Precast Concrete Weir 2 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=0.70 cfs @ 15.37 hrs HW=477.87' (Free Discharge) t1=36" HP -Storm Outlet to E6 (Passes 0.70 cfs of 33.25 cfs potential flow) 2=6" BMP Underdrain (Barrel Controls 0.70 cfs @ 3.56 fps) 3=26"x13" Orifice ( Controls 0.00 cfs) =Precast Concrete Weir ( Controls 0.00 cfs) 44 POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 8S: ONSITE TO POA 1 Runoff = 15.38 cfs @ 11.96 hrs, Volume= 0.717 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 3.560 98 Impervious 3.700 61 >75% Grass cover, Good, HSG B 1.000 55 Woods, Good, HSG B 8.260 76 Weighted Average 4.700 56.90% Pervious Area 3.560 43.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 9S: OFFSITE TO POA 1 VIA E9 (TOC II) Runoff = 8.25 cfs @ 12.19 hrs, Volume= 0.751 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 10.830 72 1/3 acre lots, 30% imp, HSG B 7.581 70.00% Pervious Area 3.249 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.2 Direct Entry, Summary for Subcatchment 10S: OFFSITE TO POA 1 VIA EX (TOC III) Runoff = 25.26 cfs @ 12.26 hrs, Volume= 2.671 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 38.520 72 1/3 acre lots, 30% imp, HSG B 26.964 70.00% Pervious Area 11.556 30.00% Impervious Area Ell POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADO 9.10 s/n 07054 © 2011 Hvdrol Tc Length Software Solutions LLC Description 29.0 Direct Entry, POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Printed 9/21/2020 Summary for Subcatchment 11S: OFFSITE TO POA 1 VIA G1 (TOC IV) Runoff = 2.29 cfs @ 12.11 hrs, Volume= 0.174 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 2.840 70 1/2 acre lots, 25% imp, HSG B 2.130 75.00% Pervious Area 0.710 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 Direct Entry, Summary for Subcatchment 12S: OFFSITE TO POA 1 NORTH OF RTE 20 (TOC V) Runoff = 32.00 cfs @ 12.79 hrs, Volume= 6.234 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 89.920 72 1/3 acre lots. 30% imp. HSG B 62.944 70.00% Pervious Area 26.976 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 67.3 Direct Entry, Summary for Subcatchment 13S: OFFSITE TO POA 1 SOUTH OF RTE 20 (TOC VI) Runoff = 11.44 cfs @ 13.01 hrs, Volume= 3.776 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 157.980 58 Woods/grass comb., Good, HSG B 157.980 100.00% Pervious Area Erj POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADO 9.10 s/n 07054 © 2011 Hvdro, Tc Length 67.6 POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Printed 9/21/2020 Software Solutions LLC Description Direct Entry, Summary for Link 14L: POA 1 Inflow Area = 333.360 ac, 14.32% Impervious, Inflow Depth = 0.54" for 1-YR event Inflow = 55.05 cfs @ 12.69 hrs, Volume= 15.054 of Primary = 55.05 cfs @ 12.69 hrs, Volume= 15.054 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 15S: ONSITE TO POA 2 Runoff = 4.79 cfs @ 11.97 hrs, Volume= 0.229 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 1.100 98 Impervious 1.240 61 >75% Grass cover, Good, HSG B 0.960 55 Woods. Good. HSG B 3.300 72 Weighted Average 2.200 66.67% Pervious Area 1.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 16S: OFFSITE TO POA 2 VIA A2 (TOC VII) Runoff = 11.99 cfs @ 12.63 hrs, Volume= 3.180 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 133.060 58 Woods/arass comb.. Good. HSG B 133.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.5 Direct Entry, Cfl POSTDEV TOTAL POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 11 Summary for Link 17L: POA 2 Inflow Area = 469.720 ac, 10.40% Impervious, Inflow Depth = 0.47" for 1-YR event Inflow = 67.38 cfs @ 12.66 hrs, Volume= 18.463 of Primary = 67.38 cfs @ 12.66 hrs, Volume= 18.463 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 18S: ONSITE TO POA 3 Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 0.030 98 Paved parking, HSG B 0.800 55 Woods, Good, HSG B 0.180 61 >75% Grass cover, Good, HSG B 1.010 57 Weighted Average 0.980 97.03% Pervious Area 0.030 2.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 Direct Entry, Summary for Link 19L: POA 3 (COW BRANCH) Inflow Area = 470.730 ac, 10.38% Impervious, Inflow Depth = 0.47" for 1-YR event Inflow = 67.43 cfs @ 12.66 hrs, Volume= 18.485 of Primary = 67.43 cfs @ 12.66 hrs, Volume= 18.485 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs EK POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Pane 12 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO BMP 1 VIA Runoff Area=1.130 ac 55.75% Impervious Runoff Depth=3.58" Tc=5.0 min CN=82 Runoff=7.09 cfs 0.337 of Subcatchment 2S: OFFSITE TO BMP 1 VIA Runoff Area=23.880 ac 4.44% Impervious Runoff Depth=1.48" Tc=23.5 min CN=58 Runoff=31.92 cfs 2.952 of Subcatchment 3S: MFA @ MILL CREEK Runoff Area=5.910 ac 52.62% Impervious Runoff Depth=3.38" Tc=5.0 min CN=80 Runoff=35.34 cfs 1.664 of Pond 413: As -Built Biofilter Peak Elev=543.42' Storage=33,009 cf Inflow=35.34 cfs 1.664 of Primary=4.90 cfs 1.283 of Secondary=2.52 cfs 0.272 of Tertiary=0.00 cfs 0.000 of Outflow=7.42 cfs 1.555 of Link 5L: Fire Station Inflow=4.90 cfs 1.283 of Primary=4.90 cfs 1.283 of Reach 6R: FRAZIER DITCH Avg. Flow Depth=0.20' Max Vet=1.91 fps Inflow=2.52 cfs 0.272 of n=0.050 L=1,246.0' S=0.0429 '/' Capacity=181.79 cfs Outflow=2.20 cfs 0.272 of Pond 7P: BMP 1 Peak Elev=481.30' Storage=0.679 of Inflow=33.35 cfs 3.560 of Outflow=25.79 cfs 3.555 of Subcatchment 8S: ONSITE TO POA 1 Runoff Area=8.260 ac 43.10% Impervious Runoff Depth=3.00" Tc=5.0 min CN=76 Runoff=44.30 cfs 2.062 of Subcatchment 9S: OFFSITE TO POA 1 VIA Runoff Area=10.830 ac 30.00% Impervious Runoff Depth=2.63" Tc=23.2 min CN=72 Runoff=28.74 cfs 2.373 of Subcatchment 10S: OFFSITE TO POA 1 Runoff Area=38.520 ac 30.00% Impervious Runoff Depth=2.63" Tc=29.0 min CN=72 Runoff=88.68 cfs 8.441 of Subcatchment 11 S: OFFSITE TO POA 1 VIA Runoff Area=2.840 ac 25.00% Impervious Runoff Depth=2.45" Tc=16.5 min CN=70 Runoff=8.49 cfs 0.581 of Subcatchment 12S: OFFSITE TO POA 1 Runoff Area=89.920 ac 30.00% Impervious Runoff Depth=2.63" Tc=67.3 min CN=72 Runoff=113.99 cfs 19.703 of Subcatchment 13S: OFFSITE TO POA 1 Runoff Area=157.980 ac 0.00% Impervious Runoff Depth=1.48" Tc=67.6 min CN=58 Runoff=98.93 cfs 19.526 of Link 14L: POA 1 Inflow=268.17 cfs 56.241 of Primary=268.17 cfs 56.241 of Subcatchment 15S: ONSITE TO POA 2 Runoff Area=3.300 ac 33.33% Impervious Runoff Depth=2.63" Tc=5.0 min CN=72 Runoff=15.63 cfs 0.723 of Subcatchment 16S: OFFSITE TO POA 2 Runoff Area=133.060 ac 0.00% Impervious Runoff Depth=1.48" Tc=45.5 min CN=58 Runoff=111.66 cfs 16.446 of ED] POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 13 Link 17L: POA 2 Inflow=374.55 cfs 73.410 of Primary=374.55 cfs 73.410 of Subcatchment 18S: ONSITE TO POA 3 Runoff Area=1.010 ac 2.97% Impervious Runoff Depth=1.41" Tc=11.2 min CN=57 Runoff=1.93 cfs 0.119 of Link 19L: POA 3 (COW BRANCH) Inflow=374.83 cfs 73.529 of Primary=374.83 cfs 73.529 of Total Runoff Area = 476.640 ac Runoff Volume = 74.926 of Average Runoff Depth = 1.89" 89.09% Pervious = 424.659 ac 10.91% Impervious = 51.981 ac *1 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 14 Summary for Subcatchment 1 S: ONSITE TO BMP 1 VIA F3&F4 Runoff = 7.09 cfs @ 11.95 hrs, Volume= 0.337 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 0.500 61 >75% Grass cover, Good, HSG B 0.630 98 Imoervious 1.130 82 Weighted Average 0.500 44.25% Pervious Area 0.630 55.75% Impervious Area Tc Length Description 5.0 Direct Entry, Summary for Subcatchment 2S: OFFSITE TO BMP 1 VIA F2 (TOC 1) Runoff = 31.92 cfs @ 12.19 hrs, Volume= 2.952 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 19.320 55 Woods, Good, HSG B 1.060 98 Impervious 3.500 61 >75% Grass cover. Good. HSG B 23.880 58 Weighted Average 22.820 95.56% Pervious Area 1.060 4.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 Direct Entry, Summary for Subcatchment 3S: MFA @ MILL CREEK Runoff = 35.34 cfs @ 11.96 hrs, Volume= 1.664 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 51 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 15 Area (ac) CN Description 3.110 98 Impervious 2.800 61 >75% Grass cover, Good, HSG B 5.910 80 Weighted Average 2.800 47.38% Pervious Area 3.110 52.62% Impervious Area Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Summary for Pond 4P: As -Built Biofilter Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth = 3.38" for 10-YR event Inflow = 35.34 cfs @ 11.96 hrs, Volume= 1.664 of Outflow = 7.42 cfs @ 12.12 hrs, Volume= 1.555 af, Atten= 79%, Lag= 9.9 min Primary = 4.90 cfs @ 12.12 hrs, Volume= 1.283 of Secondary = 2.52 cfs @ 12.12 hrs, Volume= 0.272 of Tertiary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 543.42' @ 12.12 hrs Surf.Area= 11,817 sf Storage= 33,009 cf Plug -Flow detention time= 143.9 min calculated for 1.555 of (94% of inflow) Center -of -Mass det. time= 108.0 min ( 921.3 - 813.4 ) Volume Invert Avail.Storage Storage Description #1 540.00' 67,875 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic -feet) (cubic -feet) 540.00 7,430 0 0 542.00 10,078 17,508 17,508 544.00 12,535 22,613 40,121 546.00 15,219 27,754 67,875 Device Routing Invert Outlet Devices #1 Primary 540.00' 15.0" Round STR-6 thru STR-5 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 #2 Device 1 540.60' 7.0" W x 7.0" H Vert. STR-6 Orifice C= 0.600 #3 Device 1 542.00' 0.7' long STR-6 Weir 2 End Contraction(s) #4 Device 1 543.50' 36.0" Horiz. STR-6 Top X 0.74 C= 0.600 Limited to weir flow at low heads #5 Tertiary 544.10' 12.0' long (Profile 30) Emergency Spillway Head (feet) 0.49 0.98 1.48 Coef. (English) 3.80 3.86 3.86 #6 Secondary 540.00' 18.0" Round STR-20 thru STR-21 L= 50.0' Ke= 0.400 Inlet / Outlet Invert= 540.00' / 538.00' S= 0.0400 7' Cc= 0.900 n= 0.011 M POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 16 #7 Device 6 540.90' 3.0" Vert. STR-20 Orifice C= 0.600 #8 Device 6 542.10' 0.7' long STR-20 Weir 2 End Contraction(s) #9 Primary 543.60' 36.0" Horiz. STR-20 Top X 0.74 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.88 cfs @ 12.12 hrs HW=543.41' (Free Discharge) 1=STR-6 thru STR-5 (Passes 4.88 cfs of 10.56 cfs potential flow) 2=STR-6 Orifice (Orifice Controls 2.60 cfs @ 7.63 fps) 3=STR-6 Weir (Weir Controls 2.28 cfs @ 3.88 fps) =STR-6 Top ( Controls 0.00 cfs) =STR-20 Top ( Controls 0.00 cfs) econdary OutFlow Max=2.51 cfs @ 12.12 hrs HW=543.41' (Free Discharge) T-I=STR-20 thru STR-21 (Passes 2.51 cfs of 14.86 cfs potential flow) 7=STR-20 Orifice (Orifice Controls 0.36 cfs @ 7.43 fps) =STR-20 Weir (Weir Controls 2.14 cfs @ 3.74 fps) Tertiary OutFlow Max=0.00 cfs @ 5.00 hrs HW=540.00' (Free Discharge) ' -5=Emergency Spillway ( Controls 0.00 cfs) Summary for Link 5L: Fire Station Inflow Area = 5.910 ac, 52.62% Impervious, Inflow Depth > 2.61" for 10-YR event Inflow = 4.90 cfs @ 12.12 hrs, Volume= 1.283 of Primary = 4.90 cfs @ 12.12 hrs, Volume= 1.283 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Reach 6R: FRAZIER DITCH Inflow = 2.52 cfs @ 12.12 hrs, Volume= 0.272 of Outflow = 2.20 cfs @ 12.55 hrs, Volume= 0.272 af, Atten= 13%, Lag= 25.9 min Routing by Stor-Ind+Trans method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Max. Velocity= 1.91 fps, Min. Travel Time= 10.8 min Avg. Velocity = 0.66 fps, Avg. Travel Time= 31.3 min Peak Storage= 1,434 cf @ 12.37 hrs Average Depth at Peak Storage= 0.20' Bank -Full Depth= 2.00', Capacity at Bank -Full= 181.79 cfs 5.00' x 2.00' deep channel, n= 0.050 Earth, long dense weeds Side Slope Z-value= 4.0 '/' Top Width= 21.00' Length= 1,246.0' Slope= 0.0429'/' Inlet Invert= 537.50', Outlet Invert= 484.00' 53 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paqe 17 Summary for Pond 7P: BMP 1 Inflow Area = 25.010 ac, 6.76% Impervious, Inflow Depth = 1.71" for 10-YR event Inflow = 33.35 cfs @ 12.20 hrs, Volume= 3.560 of Outflow = 25.79 cfs @ 12.36 hrs, Volume= 3.555 af, Atten= 23%, Lag= 9.5 min Primary = 25.79 cfs @ 12.36 hrs, Volume= 3.555 of Routing by Stor-Ind method, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 481.30' @ 12.36 hrs Surf.Area= 0.174 ac Storage= 0.679 of Plug -Flow detention time= 83.1 min calculated for 3.551 of (100% of inflow) Center -of -Mass det. time= 83.4 min ( 958.7 - 875.3) Volume Invert Avail.Storage Storage Description #1 475.00' 0.394 of 9.08'W x 4.501 x 8.00'H Stone Bedding x 186 1.396 of Overall - 0.411 of Embedded = 0.985 of x 40.0% Voids #2 477.00' 0.396 of StormTech MC-4500 x 162 Inside #1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.331 with 0.31' Overlap #3 477.00' 0.015 of StormTech MC-4500 Cap x 18 Inside #1 Effective Size= 63.5"W x 59.0"H => 15.25 sf x 2.34'L = 35.7 cf Overall Size= 90.2"W x 59.4"H x 2.921 with 0.58' Overlap 0.805 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 475.00' 36.0" Round 36" HP -Storm Outlet to E6 L= 20.0' Ke= 0.300 Inlet / Outlet Invert= 475.00' / 474.90' S= 0.0050 7' Cc= 0.900 n= 0.012 #2 Device 1 475.00' 6.0" Round 6" BMP Underdrain L= 150.0' Ke= 0.900 Inlet / Outlet Invert= 475.00'/475.00' S= 0.0000 7' Cc= 0.900 n= 0.012 #3 Device 1 477.90' 26.0" W x 13.0" H Vert. 26"x13" Orifice C= 0.600 #4 Device 1 480.90' 6.9' long x 6.00' rise Precast Concrete Weir 2 End Contraction(s) 4.0' Crest Height Primary OutFlow Max=25.56 cfs @ 12.36 hrs HW=481.29' (Free Discharge) t1=36" HP -Storm Outlet to E6 (Passes 25.56 cfs of 85.92 cfs potential flow) 2=6" BMP Underdrain (Barrel Controls 1.09 cfs @ 5.57 fps) 3=26"x13" Orifice (Orifice Controls 19.03 cfs @ 8.11 fps) =Precast Concrete Weir (Weir Controls 5.43 cfs @ 2.06 fps) 54 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paae 18 Summary for Subcatchment 8S: ONSITE TO POA 1 Runoff = 44.30 cfs @ 11.96 hrs, Volume= 2.062 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 3.560 98 Impervious 3.700 61 >75% Grass cover, Good, HSG B 1.000 55 Woods, Good, HSG B 8.260 76 Weighted Average 4.700 56.90% Pervious Area 3.560 43.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 9S: OFFSITE TO POA 1 VIA E9 (TOC II) Runoff = 28.74 cfs @ 12.17 hrs, Volume= 2.373 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 10.830 72 1/3 acre lots, 30% imp, HSG B 7.581 70.00% Pervious Area 3.249 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.2 Direct Entry, Summary for Subcatchment 10S: OFFSITE TO POA 1 VIA EX (TOC III) Runoff = 88.68 cfs @ 12.24 hrs, Volume= 8.441 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 38.520 72 1/3 acre lots, 30% imp, HSG B 26.964 70.00% Pervious Area 11.556 30.00% Impervious Area M POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADO 9.10 s/n 07054 © 2011 Hvdrol Tc Length Software Solutions LLC Description 29.0 Direct Entry, POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Printed 9/21/2020 Summary for Subcatchment 11S: OFFSITE TO POA 1 VIA G1 (TOC IV) Runoff = 8.49 cfs @ 12.09 hrs, Volume= 0.581 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 2.840 70 1/2 acre lots, 25% imp, HSG B 2.130 75.00% Pervious Area 0.710 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 16.5 Direct Entry, Summary for Subcatchment 12S: OFFSITE TO POA 1 NORTH OF RTE 20 (TOC V) Runoff = 113.99 cfs @ 12.74 hrs, Volume= 19.703 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 89.920 72 1/3 acre lots. 30% imp. HSG B 62.944 70.00% Pervious Area 26.976 30.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 67.3 Direct Entry, Summary for Subcatchment 13S: OFFSITE TO POA 1 SOUTH OF RTE 20 (TOC VI) Runoff = 98.93 cfs @ 12.82 hrs, Volume= 19.526 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 157.980 58 Woods/grass comb., Good, HSG B 157.980 100.00% Pervious Area 4.1 POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADO 9.10 s/n 07054 © 2011 Hvdro, Tc Length 67.6 POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Printed 9/21/2020 Software Solutions LLC Description Direct Entry, Summary for Link 14L: POA 1 Inflow Area = 333.360 ac, 14.32% Impervious, Inflow Depth = 2.02" for 10-YR event Inflow = 268.17 cfs @ 12.65 hrs, Volume= 56.241 of Primary = 268.17 cfs @ 12.65 hrs, Volume= 56.241 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 15S: ONSITE TO POA 2 Runoff = 15.63 cfs @ 11.96 hrs, Volume= 0.723 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 1.100 98 Impervious 1.240 61 >75% Grass cover, Good, HSG B 0.960 55 Woods. Good. HSG B 3.300 72 Weighted Average 2.200 66.67% Pervious Area 1.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Subcatchment 16S: OFFSITE TO POA 2 VIA A2 (TOC VII) Runoff = 111.66 cfs @ 12.49 hrs, Volume= 16.446 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 133.060 58 Woods/arass comb.. Good. HSG B 133.060 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 45.5 Direct Entry, M POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 21 Summary for Link 17L: POA 2 Inflow Area = 469.720 ac, 10.40% Impervious, Inflow Depth = 1.88" for 10-YR event Inflow = 374.55 cfs @ 12.55 hrs, Volume= 73.410 of Primary = 374.55 cfs @ 12.55 hrs, Volume= 73.41Oaf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 18S: ONSITE TO POA 3 Runoff = 1.93 cfs @ 12.05 hrs, Volume= 0.119 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 0.030 98 Paved parking, HSG B 0.800 55 Woods, Good, HSG B 0.180 61 >75% Grass cover, Good, HSG B 1.010 57 Weighted Average 0.980 97.03% Pervious Area 0.030 2.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 Direct Entry, Summary for Link 19L: POA 3 (COW BRANCH) Inflow Area = 470.730 ac, 10.38% Impervious, Inflow Depth = 1.87" for 10-YR event Inflow = 374.83 cfs @ 12.55 hrs, Volume= 73.529 of Primary = 374.83 cfs @ 12.55 hrs, Volume= 73.529 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 58 ONSITE DIR CT TO POA 1 TO BMP 1 F3&F4 15S ONSIT 14L POA 1 [:l 7L POA 2 Subcat Reach Aon Lin k TO POA 2 ONSITE T POA 3 POA 3 (COW BRANCH) *1 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paae 2 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO BMP 1 VIA Runoff Area=1.130 ac 55.75% Impervious Runoff Depth=1.41" Tc=5.0 min CN=82 Runoff=2.87 cfs 0.133 of Subcatchment 8S: ONSITE DIRECT TO Runoff Area=8.260 ac 43.10% Impervious Runoff Depth=1.04" Tc=5.0 min CN=76 Runoff=15.38 cfs 0.717 of Link 14L: POA 1 Inflow=18.25 cfs 0.850 of Primary=18.25 cfs 0.850 of Subcatchment 15S: ONSITE TO POA 2 Runoff Area=3.300 ac 33.33% Impervious Runoff Depth=0.83" Tc=5.0 min CN=72 Runoff=4.79 cfs 0.229 of Link 17L: POA 2 Inflow=23.03 cfs 1.079 of Primary=23.03 cfs 1.079 of Subcatchment 18S: ONSITE TO POA 3 Runoff Area=1.010 ac 2.97% Impervious Runoff Depth=0.26" Tc=11.2 min CN=57 Runoff=0.17 cfs 0.022 of Link 19L: POA 3 (COW BRANCH) Inflow=23.06 cfs 1.101 of Primary=23.06 cfs 1.101 of Total Runoff Area = 13.700 ac Runoff Volume = 1.101 of Average Runoff Depth = 0.96" 61.17% Pervious = 8.380 ac 38.83% Impervious = 5.320 ac xu POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1 S: ONSITE TO BMP 1 VIA F3&F4 Runoff = 2.87 cfs @ 11.96 hrs, Volume= 0.133 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 0.630 98 Impervious 0.500 61 >75% Grass cover, Good, HSG B 1.130 82 Weighted Average 0.500 44.25% Pervious Area 0.630 55.75% Impervious Area Tc Length Description 5.0 Direct Entry, Summary for Subcatchment 8S: ONSITE DIRECT TO POA 1 Runoff = 15.38 cfs @ 11.96 hrs, Volume= 0.717 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 3.560 98 Impervious 3.700 61 >75% Grass cover, Good, HSG B 1.000 55 Woods. Good. HSG B 8.260 76 Weighted Average 4.700 56.90% Pervious Area 3.560 43.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 14L: POA 1 Inflow Area = 9.390 ac, 44.62% Impervious, Inflow Depth = 1.09" for 1-YR event Inflow = 18.25 cfs @ 11.96 hrs, Volume= 0.850 of Primary = 18.25 cfs @ 11.96 hrs, Volume= 0.850 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 61 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 15S: ONSITE TO POA 2 Runoff = 4.79 cfs @ 11.97 hrs, Volume= 0.229 af, Depth= 0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN Description 1.100 98 Impervious 1.240 61 >75% Grass cover, Good, HSG B 0.960 55 Woods, Good, HSG B 3.300 72 Weighted Average 2.200 66.67% Pervious Area 1.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 17L: POA 2 Inflow Area = 12.690 ac, 41.69% Impervious, Inflow Depth = 1.02" for 1-YR event Inflow = 23.03 cfs @ 11.96 hrs, Volume= 1.079 of Primary = 23.03 cfs @ 11.96 hrs, Volume= 1.079 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 18S: ONSITE TO POA 3 Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 0.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 1-YR Rainfall=3.04" Area (ac) CN 0.030 98 Paved parking, HSG B 0.180 61 >75% Grass cover, Good, HSG B 0.800 55 Woods, Good, HSG B 1.010 57 Weighted Average 0.980 97.03% Pervious Area 0.030 2.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 Direct Entry, �a POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type // 24-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 5 Summary for Link 19L: POA 3 (COW BRANCH) Inflow Area = 13.700 ac, 38.83% Impervious, Inflow Depth = 0.96" for 1-YR event Inflow = 23.06 cfs @ 11.96 hrs, Volume= 1.101 of Primary = 23.06 cfs @ 11.96 hrs, Volume= 1.101 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs 63 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Paae 6 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: ONSITE TO BMP 1 VIA Runoff Area=1.130 ac 55.75% Impervious Runoff Depth=3.58" Tc=5.0 min CN=82 Runoff=7.09 cfs 0.337 of Subcatchment 8S: ONSITE DIRECT TO Runoff Area=8.260 ac 43.10% Impervious Runoff Depth=3.00" Tc=5.0 min CN=76 Runoff=44.30 cfs 2.062 of Link 14L: POA 1 Inflow=51.40 cfs 2.398 of Primary=51.40 cfs 2.398 of Subcatchment 15S: ONSITE TO POA 2 Runoff Area=3.300 ac 33.33% Impervious Runoff Depth=2.63" Tc=5.0 min CN=72 Runoff=15.63 cfs 0.723 of Link 17L: POA 2 Inflow=67.02 cfs 3.122 of Primary=67.02 cfs 3.122 of Subcatchment 18S: ONSITE TO POA 3 Runoff Area=1.010 ac 2.97% Impervious Runoff Depth=1.41" Tc=11.2 min CN=57 Runoff=1.93 cfs 0.119 of Link 19L: POA 3 (COW BRANCH) Inflow=68.29 cfs 3.240 of Primary=68.29 cfs 3.240 of Total Runoff Area = 13.700 ac Runoff Volume = 3.240 of Average Runoff Depth = 2.84" 61.17% Pervious = 8.380 ac 38.83% Impervious = 5.320 ac 64 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1 S: ONSITE TO BMP 1 VIA F3&F4 Runoff = 7.09 cfs @ 11.95 hrs, Volume= 0.337 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 0.630 98 Impervious 0.500 61 >75% Grass cover, Good, HSG B 1.130 82 Weighted Average 0.500 44.25% Pervious Area 0.630 55.75% Impervious Area Tc Length Description 5.0 Direct Entry, Summary for Subcatchment 8S: ONSITE DIRECT TO POA 1 Runoff = 44.30 cfs @ 11.96 hrs, Volume= 2.062 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 3.560 98 Impervious 3.700 61 >75% Grass cover, Good, HSG B 1.000 55 Woods. Good. HSG B 8.260 76 Weighted Average 4.700 56.90% Pervious Area 3.560 43.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 14L: POA 1 Inflow Area = 9.390 ac, 44.62% Impervious, Inflow Depth = 3.07" for 10-YR event Inflow = 51.40 cfs @ 11.96 hrs, Volume= 2.398 of Primary = 51.40 cfs @ 11.96 hrs, Volume= 2.398 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 15S: ONSITE TO POA 2 Runoff = 15.63 cfs @ 11.96 hrs, Volume= 0.723 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN Description 1.100 98 Impervious 1.240 61 >75% Grass cover, Good, HSG B 0.960 55 Woods, Good, HSG B 3.300 72 Weighted Average 2.200 66.67% Pervious Area 1.100 33.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Summary for Link 17L: POA 2 Inflow Area = 12.690 ac, 41.69% Impervious, Inflow Depth = 2.95" for 10-YR event Inflow = 67.02 cfs @ 11.96 hrs, Volume= 3.122 of Primary = 67.02 cfs @ 11.96 hrs, Volume= 3.122 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Subcatchment 18S: ONSITE TO POA 3 Runoff = 1.93 cfs @ 12.05 hrs, Volume= 0.119 af, Depth= 1.41" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=5.55 Area (ac) CN 0.030 98 Paved parking, HSG B 0.180 61 >75% Grass cover, Good, HSG B 0.800 55 Woods, Good, HSG B 1.010 57 Weighted Average 0.980 97.03% Pervious Area 0.030 2.97% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 Direct Entry, ay POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 9 Summary for Link 19L: POA 3 (COW BRANCH) Inflow Area = 13.700 ac, 38.83% Impervious, Inflow Depth = 2.84" for 10-YR event Inflow = 68.29 cfs @ 11.96 hrs, Volume= 3.240 of Primary = 68.29 cfs @ 11.96 hrs, Volume= 3.240 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Energy Balance Equation Summary for POA 1 Galaxie Farm 24 Hr 1 year Storm Comparison: Qde.eoped5 I.F. 4(QP- .ebP 4RVp- .ebped)/RVpe.ebped Qde.e ,4 (Qwreaee RV..)/RVpe„ebped POA 1 Onsite Runoff: Post Onsite Drainage Area = 9.39 ac Qprede.mPee q64 (page 32) I.F. = 0.8 RVp,e.� w = (page32) MaX Od-1W = 4.91 cis RVg� = (page eo) POA 1 is in a natural channel prone to hooding. Runoff to this point is compliant with 9VAC25-870-66 C(2)b because the total runoff to this point is reduced by an amount exceeding the reduction required by the entergy balance equation. Site complies with 9VAC25-870-66-C 2 b because the 10- r peak runoff is reduced. Energy Balance Equation Summary for POA 2 Galaxie Farm 24 Hr 1 year Storm Comparison: odeMoped5 I.F. 4(QP-.baed*RVrRoe ebWWRVoe.ebped Qde.eb,ds (Qwreaee RVro.)/RV..ebped POA 2 Onsite Runoff: Post Onsite Drainage Area = 12.69 ac Op -.Pen A9.66(page32) I.F. = 0.8 RVp_.I.w noge 32) Max/1dewMW = 5A7 cia RVg� (page W) POA 1 is in a natural channel prone to hooding. Runoff to this point is compliant with 9VAC25-870-66 C(2)b because the total runoff to this point is reduced by an amount exceeding the reduction required by the entergy balance equation. Site complies with 9VAC25-870-66-C 2 b because the 10- r peak runoff is reduced. Energy Balance Equation Summary Galaxie Farm 24 Hr 1 year Storm Comparison: Qde.eopen5 I.F. 4(QP- .ebp 4RVp- .ebW)/RVge.ebped Qde.ebads (Qrorenea'RV..)/RVpe.ebld POA 3 Entire She Runoff: Post Onsite Drainage Area = 13.70 ac Qp mebpm A9.92(aye32) I.F. = 0.8 RVp,e.� w noge 32) Max/1dewwW = 5.67 cis RVg�o (pagew) POA 1 is in a natural channel prone to hooding. Runoff to this point is compliant with 9VAC25-870-66 C(2)b because the total runoff to this point is reduced by an amount exceeding the reduction required by the entergy balance equation. Site complies with 9VAC25-870-66-C(2)b because the 10-yr peak runoff is reduced. To meet Energy Balance Requirements, Reduce Flow @ POA 1 by: (Q,, Max Qce) = required reduction @ POA 8.14 - 4.91 = 3.23 cfs required ACHIEVED REDUCTION AT PDA 1: 6.65 cts ACHIEVED To meet Energy Balance Requirements, Reduce Flow @ POA 2 by: = required reduction @ POA 9.66 - 5.41 = 4.25 cfs required ACHIEVED REDUCTION AT PDA 2: 4.50 cis ACHIEVED To meet Energy Balance Requirements, Reduce Flow @ POA 3 by: (Q, MuQd,,,) = required reduction @ POA 9.92 - 5.67 = 4.25 cfs required ACHIEVED REDUCTION AT PDA 3: 4.52 cis ACHIEVED Total Runoff (Including OHshe) PREDEV 1-YR Q re- 61.70 10.YR Qpre- 271.47 1-VR Flow Reduction 6.65 POSTDEV page 17) Q Ost- 55.Os (Page 39) page 24) Qpost- 268.17 (page 49) 10-YR Flow Reduction 3.30 Note: Since the 1-yr reduction is greater than the reduction required by the Energy Total Runoff (Including OHshe) PREDEV 1-YR Q re- 71.88 10-VR Qpre- 382.23 W POSTDEV page 17) Qpost= 67.38 (page a9) M. 24) Qpost- 374.54 (Page so) 10-YR Reduction 7.69 Note: Since the 1-yr reduction is greater than the reduction required by the Energy Total Runoff (Including OHshe) PREDEV 4YR Q re- 71.95 (page 17) 10-VR Qpre- 382.64 (page 24) 1-YR Reduction 4.52 Note: Since the 1-yr reduction is greater than POSTDEV Q ost- 67.43 (page a9) Qpost- 374.82 (page s0) 10-YR Reduction 7.82 the reduction required by the Energy ant with the Energy Balance Eguatioi 68 SWM Quality Requirements: Pre-Dev VRRM Map Post-Dev VRRM Map VRRM Re -Development Spreadsheet DEQ StormTech Isolator Row Approval Letter 69 TOTAL SITE AREA: 13.70 AC ALL AREAS ARE HSG B WOODS: 3.89 AC TURF: 9.21 AC IMPERV: 0.60 AC ----------- ------------- ' GRAVEL ----------------- GRAVEL GALAXIE FARM PREDEV VRRM IMP. TOTAL SITE AREA: 13.70 AC ALL AREAS ARE HSG B WOODS: 2.77 AC TURF: 5.52 AC IMPERV: 5.41 AC FOR VRRM CALCS, ONLY AREAS THAT WILL BE PLACED WITHIN A SWIM FOREST/ OPEN SPACE EASEMENT ARE CLAIMED AS WOODS. REQUIRED VRRM TOTAL PHOSPHOROUS REDUCTION: 8.81 LB/YR ACHIEVED TOTAL PHOSPHOROUS TREATMENT FROM BMP1(ADS STORMTECH ISOLATOR ROW ): 3.23 LB/YR ONSITE TREATMENT PERCENTAGE: 3.23/8.81 = 0.367 = 36.7% REMAINING TP TREATMENT REQUIRED: 5.59 LB/YR. THIS WILL BE SATISFIED WITH THE PURCHASE OF OFFSITE NUTRIENT CREDITS. IMP. ■ M 0 100 GALAXIE FARM POSTDEV VRRM TURF T IMP. -- °,�' a Boo Y - T-p pii� TURF 0 / 100 / / 200 300 Scale: 1 `100' MAP I \ r \ \ ------------------ i JI -amp lnu 541 ! ! \\\-- ',0'35=1.09ACIMP * 0.360.98 AC TURF M INPUT FROM MFA= ac tATni -- ----- L i� ----------------------- TOTAL DRAINAGE ALL AREAS ARE NSG IS 1. OFFSITE AREA FROM MFA @ MILL CREEK \,,1 TOTAL AREA= 5.91 AC ' 1 THIS AREA IS 65% TREATED BY BIOFILTER. I EQUIVALENT UNTREATED AREA = 35% OF TOTAL = 2.07 AC I TURF: 0.98 AC IMPERV: 1.09 AC 2. GENERAL OFFSITE AREA \ I TOTAL AREA= 23.88 AC 1 THIS AREA IS PARTIALLY DEVELOPED AND ITS RUNOFF \I ' NATURALLY FLOWS THROUGH THE SITE. Q I WOODS: 19.32 AC (NOT INCLUDED IN VRRM DA. A SPREADSHEET) I TURF: 3.50 AC I I IMPERV: 1.06 AC _---------- _----- '.-/ 3. ONSITE AREA TOTAL AREA= 1.13 AC �I J VIA STORM INLETS F3 & F4. TURF: 0.63 AC IMPERV: 0.50 AC TOTAL AREA TREATED BY BMP 1 = -1,/ 1 1 / TV UNTREATED TURF&IMP FROM MFA @ MILL CREEK + TURF&IMP FT 7T] FROM GENERAL OFFSITE + TURF&IMP FROM ONSITE 0.98+3.50+0.63=5.11 AC TURF 1.09+1.06+0.50=2.65 AC IMP TOTAL TREATED = 7.76 AC RESULTING BMP TREATMENT VOLUME (FROM VRRM SPREADSHEET, DRAINAGE AREA A TAB) = 12,848 FT 9 u )19.32 AC WOAD /1.09 AC IMP I 1 3. WA TAURF / 1 ; I I BMP GALAXIE FARM POSTDEV BMP ; ! i I TREATMENT MAP JI \ 1 I it I' i'i i' I! ) (/r /--- --- - - - - - ---- ^ _ r - ------ i 10 20b rr � I ------------ / 72 / . -- Project Name: GMARIE FARM Date: 9/21/2010 Linear Development Project?l No Information Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 4 12.oD Lend Cover riven/open span lxno)-.rAiv.•bm 3.s9 mnn/orenspan 3.as Menyea.lanazl - aimmmal, pedal ma a.l ram' or Nler ma m to mwai/me al 9.21 l,nm.1C •(evee) 0.6n O.fiO soon/apenspenlxnel-nnei z.n p,nrmma.ma-cn! 2n ,.nT1-1-dimnbaa, ma s.sz nm,.1 me,mammmw/w'va 5sz Impra..e Cae•(,am) sal s.a1 Area Checkl OK. I OK. I OK. I 13.. F ..a/Opensnaecr eammat6mpmm tea m.aamaaemtb mevn;ma R.rmgRea.m.n eeetb.a rnncnnk Ra-ffC eMd-ft )Rai Check: BMP Design Spenfimbons Ust, 2013 Draft Stdc&Specs .._. Linearprolectz No Land cover areas entered correctly? Total disturbed area entered? Naaaenmpvwnt coma napma' rv6 Me. laaaam' Paewvaeemlapmert par-Oawle meia.-.operri- f.'em. en swncam, Nam) 3.89 2.n P.-,vnpensroa cwe, 2.n fn•P9/OPm^sWx z.Tl (.am) --- cwerpaal Wogman M(ranml 0.03 on, WeigMma Mlf.r-O 0.03 We�YM RmQp¢tl OM .Fa- 2B% 31% %F.n-t 20% %Wn4 31% Maregal Incc-rlxres) 911 5.52 ManmRtlT.RCwe, 5.52 Mm�aT�c mm 552 - Uanl tonal WeyMma Muvrn 010 D. Weielmal Rm lmnl 0.20 Weis'nea M lc.i 010 %A.-gmi un fit% 62% %MamBeata! O0% %Wiaga Fla 62% Imp-vva wa lxnml D. non Wien cwa lareml 5.a1 Ream capawimi O60 Impervious roue eel mme, laoal lae�l avpmpavi.a) a.95 0.95 Rmllmpe,el.al 0.95 of peniw'1 0.95 alimpeniw'1 0.95 %Impem.iv 6% 2% %ImF -Im 39% -MR.. 2ys T.M1I Ltd lama lemml 13.T0 a. Rallte lave lwmsl 13.. TeWRme, Mm 8_p )deoom) SIesa 0.19 OZO Rat Pmt lea. la 0. ReOrvSIeR, an Pre-boerelgrnen[ Tnalment V.l.me 0.210T 0.1a1a r,urm.mv.wme a52T2 (. -fu Ixn-ftl Pon-m elopme bot volume Pre-emelopmma en[Trealmm 9�1T9 6'3T8 Tlire) retlm -aimluea 22,966 Imleer) Iabi,Anz) FinalPt- aopment Pre-ReOe.cloaneM TP laatl gb/yrl S.TT a.01 DevelWLead HAS (lb/y) �� IPo'mM1mr-c n FalPraemomvm,eA /v1 oqz a.as Tm MArl as nbnn ry.atlbyev./ymp r cerwo 36a ene P,.Pnm m, new i mcervn.' mnpne —b-1mMmn,mina'a—MMmn.(/mmycro.p.s,emarcgN 11 Cewl.pmmt aDmmalam-ra rneftrava., me D"W's T• volume ...a. I,o.-xl Name) Pm[AeOerelgmmt Pan-aemeloPnwm T..mveume 6.378 Tremamm Velunntabi, 16.587 IaWsvetl N.tl -Reeal Net nt Pe.em aY.loment.matl LW,)* a.m lib/pl 1oAx (, payer ub/ea MI oas maep- a availed omil npmertwal rc% 1P Iaae Reeaaian TP LOad Reduction Requiretl br 03fi Required for New 8.45 v 0.etlevelaped Flea Impereiaus Area (lb/yr) 116/yq Redutaon im. new'mm.amemloaa # Irmive-notrepuiM TP Load Reduction Required(lb/yr) 1 8.81 Drainage Area A my 1-1 DO Tm,il 7.76 Stormwater BEEN Manaeement Pnttices (RR = Runoff Redueionl Emx1 mmga,mArellmle m, nemmp m DA A ji l ren D.eew.i.m Emm.mva.m 1, D.A. A of ka°a Pol Ell um n.m BLl uamym e. Mmd�) UnFil d rOx m. javm) INMENIUM pse uem MNI Mill to nervm e w Ix'1 acne .-FID1 Rmiaele xmvlxl rumrnmu ww hmnupvevm x+tAm Rl InNuh—wp P,m.Umllx) wu enmps w xemeep x+mmllx) Pnmpwsbw Ile) WWmvmi. ol Enp1ge° m >a_lt. wxnL�nl m vvemw Rmnl%xsl xn smpeo Vouiv pnnm a pan__ I.. my VD-N 1. ml ntlzce�nelx' vi Ispe em, wl spe wl , nvemrt lspa tal o Iy.�n�Pocemx4 a. rmea wm nL�nl ermn wmim,alkRnl a ns nn vix L`aenl rtmyreyanl nml 5a.wysaen Pp<nDl scDvfvaenPwnDl ennum L`oanl� aRmmunaP v�nloe n 1. W n wn Sl vIF-Asl my mil m[m�ssmn' area,4e m[Pm�ss nl area.[N s �e/Votes I so a o 0 0 o -in oOFF,am FOR TREATED AREA 01. TUAL mOq CHOF. TOTAL RUNOFF REDUClIIXI IN DA A OF ) A A a11RMl M1 Emu Pxosxxows REAwI x Ixc MEN aromxc RUNOFF REDurnox RAMOS IN o.A A Roll FFFWArtaquaurv[wEa .TABPonvrtc0wvuaua GLLVG. s lee IRl o��00000mmmm� o��0000mmmmm� 4e,Ree a 1-RRl o��0000mmmmm� o��0000mmmmm� o��0000mmmmm� aslee RRl o��00000mmmm� o®�oom�omm®mom o��00000mmmm� TOTALIFFIRESILMOUSEUMBIR .D44n N 01, EOTuwwAaEDEUREaRUEP9 AREA OR. TOEu>xomxoDUS REnmu INJURED OR SUE INMI D AAIIBMI MILL AApe TOTALPxasxx AApRN,I AAIIBMI Emu Pxosrxows moral x Ixc uEER aronwD NnnoaD Rmunloxs I x DA a BxMI SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS in Ni ENUv EOWITHOA A UE .AAi, JwjoIli TmaL x nmcm REraovED Ix D.A A Iw/w) FUSION x,mm wd Ummema x�lume, Rnmams Rem u1—rummex men l a I ifin,t I aemr Ba�rysl i) P,Praux Ua)a xmua DIN Pal DA. Am'1 xlERocsx Rsmowowrtx Ruxon vournox Plucncaslx oaa A BE) Dm FFFWaTFFBWury caawaNtt TABFWSIFFGLnnan01151W! „px%w, o„M1I W. Ent ae lcnaml PI'Ll (m RD1 -N) mmmmm mmmmm .ixp n, d lee RRl ®mmmm ®mmmm lee RRl 0ammmm �mmmm ommmm mmmmm Full Ice On ommmm om�m ommmm 74 Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK FOREST/OPEN SPACE (ac) 0.00 0.00 0.00 OK. IMPERVIOUS COVER (ac) 2.65 0.00 0.00 0.00 OK. IMPERVIOUS COVER TREATED (ac) 2.65 0.00 E0.00 0.00 T MANAGED TURF AREA (ac) 5.11 0.00 0.00 MANAGED TURF AREA TREATED (ac) 5.11 0.00 0.00 0.00 OK. AREA CHECK Site Treatment Volume (ft3) 66 6 Runoff Reduction Volume and TP By Drainage Area D.A. A D.A. B D.A. C D.A. D D.A. E TOTAL RUNOFF REDUCTION VOLUME ACHIEVED (ft) 0 1 0 0 0 0 TP LOAD AVAILABLE FOR REMOVAL (Ib/yr) 8.07 0.00 0.00 0.00 0.00 8.07 TP LOAD REDUCTION ACHIEVED (Ib/yr) 3.23 0.00 0.00 0.00 0.00 3.23 TP LOAD REMAINING (Ib/yr) 1 4.85 0.00 0.00 0.00 0.00 4.85 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) D.00 0.00 0.00 0.00 0.00 0.00 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 14.43 TP LOAD REDUCTION REQUIRED (Ib/yr) 8.81 TP LOAD REDUCTION ACHIEVED (Ib/yr) 3.23 TP LOAD REMAINING (Ib/yr): 11.20 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 5.59 Total Nitrogen (For Information Purposes) POST -DEVELOPMENT LOAD(Ib/yr) 103.22 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 0.00 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 103.22 ry DEQVbginla Rupee Reduttlon Method RaDeeelopment Compliance Spreadsheet -VerWftw.... Melxd..d rrnl .1 Oe51pn 5p shrc Oohs W, our omR SMa&specs Site Summary Project Ttle:G IEFARM Gate: Vitus i Total Randall 03 Total thousand Acreage I 13Ae Site land Cover Summary Pre-ReDevelopment land Cover (acres) Astlls BbOs Csolls Dsolls Totals XoF Talal Foren/Open(avesl 0.00 3.fl9 0.0] 0.00 3.89 28 Managed Turf laves) OM 9.21 0.0] 0.00 9.21 fi] Impervious Mwer(aces) O.N am 0.m O.aO 0.. a 13.]0 1N Port-ReD elopment Land Cover (acres) A stlls Bsolls Csolls Dsolls Toils %afroal Foreat/open(aves) Om z.n 0.. Om 2.77 z0 Managed pan irons) 0.110 5.52 0.00 0.00 s.s2 VO Impetuous Cacer(a[red Om 1 5.41 1 0.00 I Om 5.41 39 FumNllpen Soon, n,se-tb.M^M1VW In amLnon n@6 the W®nla Runoff aau[tim serene! 13.20 1W Site To and land Cover Nutrient Loads Final Pon-0evelopmenl P� Port- Atl(ustetl Per, (Pon-Reo.velopmenl ReoeM°Ptnm[ Dzcelopmem aoevelaPmenl 6xe.lmpm eouel IMeaaPe•vUen) sXea OA6 azo o.9s 0.20 partner, Volume(rt) 32,%6 6,378 it'S. F,378 TP Wd(Ib/yr) la.a3 a.ol 10.4z 4.01 BamRne n Wad(ro/p): 3.fiw9• amuew,eearm.eemmnemxmemrcnemnnnr,mu�ne Total TP lead Rndunion"Weed (ib/yr) a- o.3fi 9.ns Final Watl )Pon.aD[xbpnem&xew lmpevbm) Pre- aDevelapmeM TX Lead dr/yi) 103.22 p1.26 PR Final Pon.-lopment Post-ReDevelopment TP ReDevelopreem TPload pets[m Wad per a[re TP load per sore pblane/9Q (Iblane/yr) Ih/acre/ o.as l.os o.Rs Site Compliance Summary Allaxionon % ftedeetion Resolined rim, 20% •ekee:%Reemtion sees reduvpmteeeugnene TProx m Mss then or Mum m mu(me road of3.6a w/p laal w-*j rwlopment r.a (ryuimammnfim)uran ,-Pmt-.@ Tp um-mxbmmd nf3. i6 Lmxbm ow-. tutu. OAl We* Total anon Volume Reduction (111 0 Tonal TP Lead aWunion schooer](1h/yr) 3.23 Total In Lead Reduction Achlevetl(Ib/yr) 0.00 0nn2ining Post Development TP Lmtl 11.20 (Ib/y'l Remalnin, I Wad adu..n(Ib/yr) s.N nNu red Drainage Area Summary DAA BAB BAC BAD DAe Total Foren/Open(aves) 0.. 0.00 O.aO O.N O.tw O.N Managed Tunpves) s.11 0.00 O.aO O.N Om s.11 lmpemlois Cevm(aces) 2.6s 0.. O.aO O.N Om z6s Total Asealavea) ].]B aJp D.OD am .an ].. Drainage Area ComBliance Summary DAA BAB BAC DAD DAE Total TP Watl atlueecl 0.00 0.00 O.N 0.00 3.23 Tx Load reduced (Ib/yi) 0.. 0.m O.aO O.N O.tw 0.. Drainage Area A Summary Land Cover Summary s Arts BOsolls CbOs DbOs .1 %afroal w N O.Iw O.aO 0.00 0 Managed Tun(aves) 0m 5.11 on O.aO s.11 fifi Impetuous Ceav(aved 0..z65 0.00 Om 2.6s 36 ].]6 BMPSelectians Marepenin ImpervlousC TPload hour Pmnice CreditArea Credit Arta fiMPTreMmenl Opetrtam Ilseen TP Lead TPanwed TP amaining Downnream Treatmem _ _ VDlume(Ete) pmnices Ihs to Pmnlce(Ibs) (Ib/yr) (Ih/yr) to he Employed 14.b. Manuhanuretl Fragment swim Filtenng a.11 2.65 12,1118.39 O.OD B.a6 3.as C.M real Impervious Cover Treated L s) 2.65 Tool Tun Are. it (aves) s.11 Tool TP lead Retlunian A[weued In DA. Ib/ 3.23 real TNMD Wad Reduction A[e¢ed In A (Ib/N) 0.00 76 Summery P6n COMMONWEALTH of VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY Street address: 629 East Main Street, Richmond, Virginia 23219 Molly Joseph ward Mailing address: P.O. Box 1105, Richmond, Virginia 23218 David K. Paylor Secretary of Natural Resources www.deq.virginia.gov Director (804) 6984000 1.800-592-5482 October 2, 2014 Mr. Chuck Lacey, Jr. PE StormTech (a Division of ADS, Inc.) 70 Inwood Road Suite 3 Rocky Hill, CT 06067 Re: Assignment of Percent Removal Efficiencies for Total Phosphorus Dear Mr. Lacey, Thank you for your submittal of the additional data requested for the StormTech® Isolator Row'". The MTD information provided was reviewed for the purpose of updating the previously assigned pollutant removal efficiency for total phosphorus (TP). This review was performed in accordance with Guidance Memo Number 14-2009 titled "Interim Use of Stormwater Manufactured Treatment Devices (MTDs) to meet the new Virginia Stormwater Management Program (VSMP) Technical Criteria, Part IIB Water Quality Design Requirements Consistent with Guidance Memo Number 14-2009, StormTech® Isolator Row " is receiving an event mean concentration percent TP removal efficiency of 40%. The updated 40% removal efficiency is based on TP performance data from the study performed at the City of Charlotte, July 2013. As stated in the guidance memo, this information will be posted on the Virginia Stormwater BMP Clearinghouse. This MTD and the assigned removal efficiency can be manually added into the Virginia Runoff Reduction spreadsheet to demonstrate compliance with the Runoff Reduction Method. If you have any questions regarding this information, please contact Robert E. Cooper, P.E. at (804) 698- 4033 or e-mail at Robert.Cooper(@,deci.virginia.gov. Si erely, Fred K. Cunningham, Dir or Office of Water Permits r&l Other SWM Calculations Drainage Area Spreadsheet (Repeat) Post-Dev Culvert Drainage Map Post-Dev Inlet Drainage Map Post-Dev Inlet Drainage Map (Offsite Included) Rural Regression Equations for Culvert Sizing HydroCAD Modelling to verify Rural Regression Results VDOT Appendix 8C-2 Inlet Control Nomograph for Culvert Sizing VDOT LD-204 Inlet Capacity VDOT LD-229 Storm Drain Capacity VDOT LD-347 Hydraulic Grade Line VDOT Outlet Protection Nomograph 78 Galaxie Farm Inlet Drainage Area Summary Impervious C 0.9 Pervious C 0.3 Woods C 0.2 To Inlet Area Impervious Turf C A G2 10,943,095 2,188,619 8,754,476 0.42 251.22 F4 18,600 11,440 7,160 0.67 0.43 F3 27,270 13,700 13,570 0.60 0.63 F2 1,040,000 46,351 993,649 0.33 23.88 F1 00 0 0 0.71 0.00 E9 471,777 132,173 339,604 0.47 10.83 E8A 20,483 14,310 6,173 0.72 0.47 E8 39,982 19,230 20,752 0.59 0.92 EX 1,702,368 510,710 1,191,657 0.29 39.08 E7A 10,746 7,344 3,402 0.71 0.25 E7 19,955 9,973 9,982 0.60 0.46 E6Z 00 0 0 0.30 0.00 E6A 17,762 12,437 5,325 0.72 0.41 E6 29,652 12,140 17,512 0.55 0.68 E5 55,189 26,235 28,954 0.59 1.27 E4 6,430 5,100 1,330 0.78 0.15 E4A 17,780 12,446 5,334 0.72 0.41 G1 26,021 16,731 9,290 0.69 0.60 D3 51,625 18,486 33,139 0.51 1.19 D2 22,451 8,890 13,561 0.54 0.52 C3 12,692 10,935 1,757 0.82 0.29 C2 6,038 5,570 468 0.85 0.14 B2 14,726,791 3,092,626 11,634,165 0.43 338.08 A2 5,802,223 1,160,445 4,641,778 0.42 133.20 Ditch 1/G3 159,704 38,751 120,953 0.45 3.67 Road E CG-7 13,163 8,728 4,435 0.70 0.30 79 H GALAXIE FARM POSTDEV STREAM & CULVERT DRAINAGE ►vi I_1 Scale:00 80 I\\ GALAXIE FARM It\ i POSTDEV INLET It I/i DRAINAGE MAP 1 01 '/ 0 2, Ci l � �atf �, , /�WETfLdW \8.6 ACT F3 18EA I � 'oa I sz I \ \ \ 29.79 AC TOTAL TO F2 ,eee—/` V i 0_ CT0�2'o� l �o— SHERUN 10.83 ARFr4AFF % ,a / _ �r �/ L It I �♦ � i � � � g Il/ II // �' /, AV A It i i li 1 1\I I�I�II � / / I ' _/ f / � _-------___ 39.08J1CAVINITY 1 ( .96--<94- _ BB �\ \ 1 1 _ I �' \\ 1 ! VTR€ATED TO E7C_ �—�_—______ 3.67 AC TO DITCHI / — — —� — — I If S,caie;,1 "=1 OOi' '" `. `/ i � `' I `` \ �' II \ II �` � `'_ �/ i i 'i 11 II / i i 'i _ _ __ ' II 1 : � I � ' i � � � �' �� I I i i 1\�� 1;\\\ ``I �` \Y _ ' ______\ _ _ \ \ ___ _ _ ___ _ - \ % ;' , ', `` \ -' .�, /=-�-- - 1 ; 1 , , 1 , \ , , GALAXIE FARM \\L'` -- 'I / I \\ . /. 1 ' / / J`}+Y 11 II I r i 1 i , i I , ,1 I .` \ . `, _ . 1 ' �'C . ` ` \ 1 1 � � I � I i i 1 I 11 11 \ ` 11 `I .\ ___ _• i \\ _: ___—_ __ —_ —_ _! i l ``I i i I _ \ � \ 1 I 1 I I \ I / 1 � I I I I ii I , r I ', I I //\ \ i ; ' , POSTDEV INLET I \^� I � I I { I i / / \ 1` \ ` iI i \ ' I` .` II \ 1 - . \ \ \ I ; . \`._ ' /, _____ —__— \ ' i I / � \ .` , 1 II II .I I ; r l' / i / / / I 1 i I I I \ 11 \ \ I I 1 / i II i Y , �/ I I I ' / ' `. \ . \ \ \ ` � \ \``\`\ `` _ '_ ' `` \ _ __ \ / \ \ ` I I 1 I` I / r i i / �' I i ii I \ 1 \ � I I 1 I i I ' Ii/' ( \ \ `.` �. \ `. I ., _—``. .\` \ \ \ \ __ I i \ \\ `� \' `'/ ) `. ` `. ``I \ I i I l l i / \ 1 - I V �'i � DRAINAGE MAP _ _---- INCLUDED - ___ (OFFSITE� / \ ` \ 1 I - . 1 0. •____ . \ 1 1 11 11 \ \ ` `I: ' __ r `' ` '1 II `I 1 \ \ `\\ `\ ` \ `\ / / / r 1 1 I \ I 1 .` 1, / / y , I 1 I I I ull 1- - •� ' I _ /1 i `I i I Ii i i \ \ `I :,� — '- �\`` I 1 �i \ 1 � 1 \\ 11 I A ` _ - -1 1 ��Y�✓1 V' . 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CULVERT VERIFICATION Type // 24-hr 10-YR Rainfall=5.55" Printed 9/21/2020 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Link 14L: CULVERT B Link 17L: CULVERT A Inflow=269.26 cfs 56.964 of Primary=269.26 cfs 56.964 of Inflow=111.66 cfs 16.446 of Primary=111.66 cfs 16.446 of 85 CULVERT VERIFICATION CULVERT VERIFICATION Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 3 Summary for Link 14L: CULVERT B Inflow Area = 336.660 ac, 14.51 % Impervious, Inflow Depth = 2.03" for 10-YR event Inflow = 269.26 cfs @ 12.65 hrs, Volume= 56.964 of Primary = 269.26 cfs @ 12.65 hrs, Volume= 56.964 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link 17L: CULVERT A Inflow Area = 133.060 ac, 0.00% Impervious, Inflow Depth = 1.48" for 10-YR event Inflow = 111.66 cfs @ 12.49 hrs, Volume= 16.446 of Primary = 111.66 cfs @ 12.49 hrs, Volume= 16.446 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs CULVERT VERIFICATION Prepared by Shimp Engineering, P.C. CULVERT VERIFICATION Type 1124-hr 25-YR Rainfall=6.83" Printed 9/21/2020 Time span=5.00-48.00 hrs, dt=0.05 hrs, 861 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Link 14L: CULVERT B Link 17L: CULVERT A Inflow=401.45 cfs 83.024 of Primary=401.45 cfs 83.024 of Inflow=184.44 cfs 25.442 of Primary=184.44 cfs 25.442 of 87 CULVERT VERIFICATION CULVERT VERIFICATION Type 1124-hr25-YR Rainfall=6.83" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 5 Summary for Link 14L: CULVERT B Inflow Area = 336.660 ac, 14.51 % Impervious, Inflow Depth = 2.96" for 25-YR event Inflow = 401.45 cfs @ 12.63 hrs, Volume= 83.024 of Primary = 401.45 cfs @ 12.63 hrs, Volume= 83.024 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Summary for Link 17L: CULVERT A Inflow Area = 133.060 ac, 0.00% Impervious, Inflow Depth = 2.29" for 25-YR event Inflow = 184.44 cfs @ 12.47 hrs, Volume= 25.442 of Primary = 184.44 cfs @ 12.47 hrs, Volume= 25.442 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-48.00 hrs, dt= 0.05 hrs Chapter 8 - Culverts Appendix 8C-2 Inlet Control, Circular Corrugated Metal OCHART 2 e0 w,000 166 8,000 EXAMPLE Ili 156 6,000 hn61naho(3.0 feet 6 (2) - 5,000 4.44 Lre 3) 144 4,000 "w 4 "w 132 i 3.000 D leeet) 6. 120 � 10 La 2.4 M 2.000 121 9.1 9.3 4. 5. 08 a 13) t.i 6.4 0 in tot 3. 4. 86 a � I,ODO 3, BOO 3. he B4 w 600 2 Soo 400 2 CULVERT B 72 1.50 2. Q2s=347.9/2 W 300 1.s - =173.9 CFS Z z 200 mac/ .34 s _ _ 1.30 Ls 54 O Wift W CULVERT A w Q25 202.5/2 = j� e0 z =101.2 CFS 3 /0 0 1.0 O 42 S0 = 4D 1.0 (c .�- 36 30 HW ENTRANCE c u NN . STR. E7C Z SCALE O TYPE B (FROM LD-204, `c 33 20 "' ""'•°" o ° ° 1=6.5) Q=55.9 30 (21 "11 vee to senttrn ro.Lw i .e_ ,'a _-, c 27 10 (3) h4Htlin4 • e 6 .7 .7 he 29 .7 1- 6 21 T4 4ee eW b 12) M (3) ".JW 4 ee114eM4111 1L 1041, (1), then 6 4ee 01.11ht 1LLII ne4 line Ihr4.4h •6 3 0 04 4 moue, LL reuru Le .6 IB ill uel re M14. 2 IS 5 1.0 .5 - ` 12 HEADWATER DEPTH FOR C. M. PIPE CULVERTS suh2nu or Puauc hwoa AN. l»s WITH INLET CONTROL NOTE: FOR CULVERTS A & B, RUNOFF FLOW "Q" Source: HDS-5 RESULTS FROM SOUTHERN PEIDMONT RURAL REGRESSION EQUATION -- DRAINAGE AREA ONLY. SINCE TWO (2) CULVERTS WILL BE USED, TOTAL 1 of 1 VDOT Drainage Manual 89 Galaxie Farm LD-204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only m a E y Z n n o a U p N t n V u n N ` n n U o O m y X N m w �` O - Z m X c7 a = cm+ `W S 15 n ¢ d U rmi r m m :° u n c m a n 2 a 0 0 0 2 (5 a tD r m S o 0 0 E ci o E 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (it) (ac) (in/hr) (cfs) (cfs) (cfs) ('/') ('/') V) (it) (ft) (cfs) (cfs) (it) (it) (it) F4 DI-3B 12 0.43 0.67 0.29 4.0 1.14 1.14 0.015 0.040 0.020 0.083 3.38 0.19 100.0q 1.14 0.00 6.5 1.86 1.86 5.00 0.23 100.0 % 1.86 0.00 F3 DI-3B 10 0.63 0.60 0.38 4.0 1.51 1.51 0.015 0.025 0.020 0.083 5.62 0.24 100.0% 1.51 0.00 6.5 2.45 2.45 7.42 0.28 100.0 % 2.45 0.00 F2 DI-7' 4x4 23.88 0.33 7.80 4.0 31.20 0.00 31.20 0.025 0.050 0.150 - 1.29 1 1.29 7.09 6.5 50.71 0.00 50.71 1.78 1 1.78 8.51 'Assumes 25% clogging E9 DI-7' 4x4 10.83 0.47 5.07 4.0 20.28 20.28 0.025 0.100 0.120 - 0.82 1.5 0.55 8.87 6.5 32.95 32.95 1.14 1.5 0.76 11.49 E8A DI-3B 12 0.47 0.72 0.34 4.0 1.35 0.00 1.35 0.015 0.065 0.040 0.083 3.12 0.19 100.0q 1.35 0.00 6.5 2.20 0.00 2.20 4.74 0.23 96.79/6 2.13 0.07 E8 DI-3C 14 0.92 0.59 0.54 4.0 2.16 0.00 2.16 0.015 0.065 0.020 0.083 4.68 0.22 100.0q 2.16 0.00 6.5 3.51 0.00 3.51 6.39 0.25 92.4 % 3.24 0.27 E7C 36" ES-1 - 39.08 0.29 11.14 4.0 44.55 0.00 44.55 0.025 0.150 0.042 0.083 0.61 4 0.15 12.16 Note: Culvert HW/D = 1.5 for 0=55.89. Inlet is satisfactory. 6.5 72.40 72.40 0.85 4 0.21 14.58 E7A DI-3B 10 0.25 0.71 0.18 4.0 0.70 0.00 0.70 0.015 0.092 0.020 0.083 1.67 0.16 100.0q 0.70 0.00 6.5 1.14 0.07 1.21 2.20 0.17 97.2 % 1.18 0.03 E7 DI-3B 12 0.46 0.60 0.27 4.0 1.10 0.00 1.10 0.015 0.092 0.020 0.083 1.98 0.17 100.0q 1.10 0.00 6.5 1.79 0.27 2.05 5.32 0.20 95.0 % 1.95 0.10 E6A DI-3C 10 0.41 0.72 0.29 4.0 1.17 0.00 1.17 0.015 0.030 0.020 0.083 3.92 0.20 100.0q 1.17 0.00 6.5 1.91 0.03 1.94 5.65 0.24 98.6 % 1.92 0.03 E6 DI-3B 12 0.68 0.55 0.37 4.0 1.49 0.00 1.49 0.015 0.030 0.020 0.083 4.73 0.22 100.0q 1.49 0.00 6.5 2.41 0.10 2.52 6.59 0.23 99.3 % 2.50 0.02 E5 DI-3C 10 1.27 0.59 0.74 4.0 2.97 0.00 2.97 0.015 0.012 0.020 0.083 0.21 0.5 0.42 4.11 6.5 4.82 0.02 4.84 0.29 0.5 0.58 8.11 E4 DI-3B 8 0.15 0.78 0.11 4.0 0.46 0.00 0.46 0.015 0.022 0.020 0.083 1.86 0.16 100.0q 0.46 0.00 6.5 0.74 0.02 0.76 3.01 0.19 100.0 % 0.76 0.00 E4A DI-3C 8 0.41 0.72 0.29 4.0 1.18 0.00 1.18 0.015 0.022 0.020 0.083 4.63 0.22 100.0q 1.18 0.00 6.5 1.91 0.00 1.91 6.32 0.25 94.6 % 1.81 0.10 G1 DI-3B 10 0.60 0.69 0.41 4.0 1.64 0.00 1.64 0.015 0.020 0.020 0.083 0.24 0.5 0.48 5.77 6.5 2.66 0.10 2.77 0.28 0.5 0.56 7.73 D3 DI-3C 8 1.19 0.51 0.61 4.0 2.44 0.00 2.44 0.015 0.010 0.020 0.083 0.30 0.5 0.60 8.63 6.5 3.97 0.00 3.97 0.34 0.5 0.69 10.82 D2 DI-3B 12 0.52 0.54 0.28 4.0 1.11 1.11 0.015 0.020 0.020 0.083 2.62 0.18 100.0q 1.11 0.00 6.5 1.80 1.80 4.20 0.21 100.0 % 1.80 0.00 C3 DI-3C 6 0.29 0.82 0.24 4.0 0.95 0.95 0.015 0.006 0.020 0.083 0.25 0.5 0.49 5.97 6.5 1.55 1.55 0.28 0.5 0.57 7.82 C2 DI-3C 6 0.14 0.85 0.12 4.0 0.47 0.00 0.47 0.015 0.020 0.020 0.083 0.21 0.5 0.42 3.96 6.5 0.77 0.00 0.77 0.24 0.5 0.48 5.66 Road E Curb CG-7 4" Curb 0.30 0.70 0.21 4.0 0.84 0.00 0.84 0.015 0.040 0.020 0.083 2.36 0.17 0.52 D/H" 6.5 1.37 0.00 1.37 3.97 0.21 0.62 D/H" "depth / 4" curb height aij LD-229 Storm Drain Design Computations Galaxie Farm m To Catch. Runoff Increment Accum. Total Total 10-yr Total 10-yr Up Down Pipe Invert Pipe Pipe Velocity Flow time ure F Structure Area Coef AC AC TOC Intensity Flow Invert Invert Length Slope Diameter Capacity Increment (ac) (min) (in/hr) (cfs) Elev. Elev. (ff) % (in) (cfs) MIS) (min) 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 F4 F3 0.43 0.67 0.29 0.29 5.00 6.81 1.95 480.00 479.00 149.64 0.670% 15 5.7 4.2 0.59 F3 F2 0.63 0.60 0.38 0.66 5.59 6.64 4.40 478.80 478.50 39.07 0.770/6 15 6.1 5.4 0.12 F2 F1' 29.79 0.33 7.80 8.46 23.50 3.83 34.59 478.30 477.00 114.73 1.13% 24 28.4 9.1 0.21 'Pipe is designed for pressure flow due to tailwater from BMP. See LD-347 Spreadsheet E9 E8 10.83 0.47 5.07 5.07 23.25 3.85 19.52 516.00 505.70 250.92 4.10% 18 23.0 14.6 0.29 ESA E8 0.47 0.72 0.34 0.34 5.00 6.81 2.30 506.00 505.70 28.02 1.070/, 15 7.3 5.2 0.09 E8 E7 0.92 0.59 0.54 5.95 23.53 3.82 22.74 505.50 492.00 161.72 8.350% 18 32.9 20.0 0.13 E7C E713 39.08 0.29 11.14 11.14 29.02 3.38 37.69 486.00 485.90 5.00 2.00% 36 102.2 15.3 0.01 E713 E7A 0.00 0.00 0.00 11.14 29.03 3.38 37.69 485.70 484.70 86.98 1.150% 36 77.5 12.4 0.12 EM E7 0.25 0.71 0.18 11.31 29.03 3.38 38.28 484.50 484.20 27.52 1.09% 36 75.4 12.1 0.04 E7 E6 0.46 0.60 0.27 17.54 29.16 3.37 59.17 484.00 475.50 254.33 3.340% 36 132.1 18.2 0.23 E6Z E6" `10 yr Flow from HydroCAD model 25.79 475.00 474.90 20.00 0.50% 36 51.1 7.9 0.04 E6A E6 0.41 0.72 0.29 0.29 5.00 6.81 2.00 477.70 477.00 30.08 2.33% 15 10.7 6.7 0.08 E6 E5 0.68 0.55 0.37 18.20 29.40 3.36 86.91 474.70 471.45 197.71 1.640/6 36 92.5 13.9 0.24 E5 E4 1.27 0.59 0.74 18.94 29.63 3.34 89.08 471.25 470.25 59.92 1.670% 36 93.4 10.2 0.10 E4A E4 0.15 0.78 0.11 0.11 5.00 6.81 2.78 470.60 470.25 26.52 1.32% 15 8.4 6.0 0.07 E4 E3 0.41 0.72 0.29 19.35 29.73 3.33 90.32 470.05 468.90 71.94 1.60% 36 91.4 10.4 0.12 E3 E2 0.00 0.00 0.00 21.39 29.85 3.33 96.96 468.70 468.10 74.43 0.81% 42 98.1 11.2 0.11 E2 E1 0.00 0.00 0.00 21.39 29.96 3.32 96.80 467.90 467.00 112.64 0.80% 42 97.5 11.8 0.16 D3 D2 1.19 0.51 0.61 0.61 5.00 6.81 4.16 469.00 468.20 61.01 1.31% 15 8.0 6.6 0.15 D2 D1 0.52 0.60 0.31 0.92 5.15 6.77 6.22 468.00 465.00 76.40 3.93% 15 13.9 11.0 0.12 C3 C2 0.29 0.82 0.24 0.24 5.00 6.81 1.62 463.00 462.70 31.95 0.94% 15 6.8 4.5 0.12 C2 C1 0.14 T 0.85 0.12 0.36 5.12 6.78 2.41 462.50 462.00 8.04 6.22% 15 17.5 10.0 0.01 B2 131 338.08 0.43 144.02 144.02 67.6 2.27 326.65 462.70 460.50 64.00 3.44"h (2) 60 418.64 x2 18.8 Note: B2-Bl Flow is 25 Yr Rational Flow. Culvert is adequate to also handle 25 Yr Repression Flow: Q= 348.4 cfs A2 Al 133.20 0.42 55.94 55.94 45.5 2.88 161.30 464.30 460.50 71.30 5.330% (2) 48 287.4 x2 19.0 Note: A2-A 1 Flow is 25 Yr Rational Flow. Culvert is adequate to also handle 25 Yr Regression Flow Q=190.5 cfs G4 G3'** 3.67 0.45 1.63 1.63 16.50 4.59 7.49 varies varies varies 1.380% 15 8.2 7.6 1.08 G1 E3 0.60 0.69 0.41 2.04 17.58 4.45 9.09 469.80 468.90 75.02 1.20% 18 13.6 8.3 0.15 " Calculates the worst -case scenario (shallowest slope & max runoff) for the private storm drain "G' Sewer. Min. slope for G drains=1.38% 91 Galaxie Farm LD-347 Hydraulic Grade Line Junction Loss Water Vo Ho Oi Vi OiVi Hi Angle He H, 1.3'H, 0.5H, [InIst;Num;berEdaoe Water Do Oo Lo Sro% Hr Final H Surface Elev. Rim Elev. 2 3 4 5 6 7 (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) 19 20 21 F2 481.30 2.00 34.59 114.73 1.992% 2.286 9.1 0.318 4.40 5.4 23.8 0.158 11 0.059 0.535 0.696 0.348 2.634 483.93 484.00 F3 483.93 1.25 4.40 39.07 0.395% 0.154 5.4 0.113 1.95 4.2 8.2 0.097 45 0.124 0.334 0.435 0.217 0.372 484.31 485.65 F4 484.31 1.25 1.95 149.64 0.077 % 0.116 4.2 0.083 1.95 0.0 0.0 0.000 0 0.000 0.083 0.108 0.054 0.170 484.48 486.15 E2 469.80 3.50 96.80 112.64 0.7891/ 0.889 11.8 0.541 96.96 11.2 1086.0 0.682 90 1.363 2.586 1.293 2.182 471.98 479.24 E3 471.98 3.50 96.96 74.43 0.792% 0.589 11.2 0.487 90.32 10.4 939.3 0.588 75 1.058 2.133 1.066 1.656 473.64 476.35 E4 473.64 3.00 90.32 71.94 1.5631/6 1.124 10.4 0.420 89.08 10.2 910.4 0.568 25 0.487 1.474 0.737 1.861 475.50 477.12 E4A 475.50 1.25 2.78 26.52 0.158% 0.042 6.0 0.168 2.78 0.0 0.0 0.000 0 0.000 0.168 0.218 0.109 0.151 475.65 477.15 E5 475.65 3.00 89.08 59.92 1.520'/ 0.911 10.2 0.405 86.91 6.7 579.7 0.242 25 0.207 0.855 0.427 1.338 476.99 478.30 E6 476.99 3.00 86.91 197.71 1.447 % 2.861 13.9 0.750 2.00 11.0 22.0 0.658 5 0.113 1.520 0.760 3.621 480.61 484.80 E6A 480.61 1.25 2.00 76.40 0.082% 0.062 11.0 0.564 2.00 0.0 0.0 0.000 0 0.000 0.564 0.733 0.366 0.429 481.04 484.74 E7 481.04 3.00 59.17 254.33 0.671 % 1.706 18.2 1.286 38.28 12.1 463.2 0.796 85 1.523 3.605 4.686 2.343 4.049 485.09 498.54 EM 486.60 3.00 38.28 27.52 0.281% 0.077 12.1 0.568 37.69 12.4 467.3 0.836 5 0.143 1.547 0.774 0.851 487.45 498.69 E7B 487.45 3.00 37.69 86.98 0.272% 0.237 12.4 0.597 37.69 15.3 576.7 1.272 50 1.817 3.687 1.843 2.080 489.53 489.60 E7C 489.53 3.00 37.69 5.00 0.272'/ 0.014 15.3 1.090 37.69 5.0 188.5 0.136 0 0.012 1.238 1.609 0.805 0.818 490.35 489.00 E8 493.20 1.50 22.74 161.72 3.996% 6.462 20.0 1.553 19.52 14.6 285.0 1.158 10 0.430 3.142 4.084 2.042 8.504 501.70 512.91 EBA 506.70 1.25 2.30 28.02 0.108°/ 0.030 5.2 0.105 2.30 0.0 0.0 0.000 0 0.000 0.105 0.136 0.068 0.099 506.80 512.98 E9 506.90 1.50 19.52 250.92 2.942% 7.383 14.6 0.993 19.52 0.0 0.0 0.000 0 0.000 0.993 1.291 0.645 8.029 514.93 520.50 G7 473.64 1.50 9.09 75.02 0.639% 0.479 8.3 0.267 7.49 7.6 57.0 0.314 40 0.386 0.967 1.257 0.629 1.108 474.75 475.22 'Outlet W SE is listed as the greater of either the calculated tailwater, or the invert out+ 0.81D. Note: HGL not calculated for 15' pipes conveying less than 75% capacity. This includes Storm Sewers C, D, and G. Runoff Conditions do not warrant HGL analysis. 92 ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs GALAXIE FARM Orange cells need input, white cells are calculations. Basin I SB-1 Step 1: Preliminary Design Top of Dam 478.0 Downstream Toe of Dam 472.0 Barrel length (ft) 90.0 Slope of principal spillway barrel (%) 2.5% Step 2: Calculate Runoff Rational Method Drainage Area (ac) 7.20 C 0.8 Iz 4.3 Iu 6.6 Qt (cfs) 23.2 QM (cfs) 35.6 from Plate 3.I4-8 ' Spillway Capacity with emergency spillway (cfs) Riser Diameter (in) Actual head (ft) Qp (max) From Table 33 Required spillway capacity 0.0 Hp 0.0 b - Bottom width (ft) 0 S - slope of exit channel (ft/foot) 0.00 X - minimum length of exit channel (fi 0 Step 5: Grade Basin Design Parameters Maximum Top of wet Storage 475.0 Required Wet +Dry Storage (cy) 965 Wet Storage Required Volume (cy) 482 Required Volume let) 13,025 Minimum Standpipe Invert 472.0 Cleanout Required Volume (cy) 238 Cleanout Max. Volume (cf) 6,415 Design Elevation A 470.0 Bottom of Wet Stomge 2 471.0 Cleanout Top of Wet Storage 473.0 Cleanout Volume (cf) 5,961 Wet Storage Volume (cf) 13,110 Wet Storage Volume (cy) 4S6 Dry Storage Required Volume (cy) 482 Required Volume (cf) 13,025 Maximum Top of Dry Storage 476.0 Design Elevation Area Bottom of Dry Top of Dry Storage Dry Storage Volume (cf) 475.0 13,128 Dry Storage Volume (cy) 486 Step 6: Final Details Upstream Toe of Data 470.0 Principle Spillway Elevation 475.0 Trash rack and anti -vortex device From Table 3.14-1).� Diameter (in) 72 Height (in) 21 From Retention Basin Design and Plate 3.14-B: Head on barrel (ft) 5.0 Qv (max) 39.0 Barrel diameter (in) _ Dewatering Orifice Design Riser Height 5.0 It (ft) 1.0 S (cf) 13,128 Q (cfs) 0.61 A (at) 0.126 d (ft) 0.401 Dewatering Orifice Diameter (in) 6 Flexible Tubing Diameter (in) 8 Baffle Calculation Length of Flow (L) (ft) 30 Effective Width (WJ (ft) 30 L/W. 1.0 Baffles Required? yes 96 TABLE 3.14-B PIPE FLOW CHART, n = 0.013 <n G � A CD FOR NEINFORCED CONCRETE PIPK INI.Sf Ke Ka + Kb . 0.65 AND 70 FEET OF REINPONCED CONCRETE (n ^�^ \J W PIPE CONDUIT (full floe asa�anedl Note correction factors for pipe lengths other than 70 feet diameter of pipe in Lnchea N. in feet 12" 15^ 18^ 21^ 24^ 30" 36" 42" 48" 54^ 60" 66" 72" JB" 94" 90" 96" 302" 1 3.22 5.44 8.39 11.8 15.9 26.0 38.6 53.8 71.4 91.5 114 139 6 197 229 26 302 342 2 4.55 7.69 11.7 16.7 22.5 36.8 54.6 76.0 101 129 161 197 236 278 329 374 427 483 3 5.57 9.42 14.4 20.4 27.5 45.0 66.9 93.1 124 159 198 241 289 341 397 458 523 592 4 6.43 10.9 16.6 23.5 31.0 53.0 ]].3 108 143 183 238 278 334 394 459 529 604 683 5 7.19 12.2 18.5 26.3 35.5 58.1 86.4 120 160 205 255 311 373 440 513 691 675 769 6 7.88 13.3 20.3 38.8 38.9 63.7 94.6 132 175 226 280 341 409 482 562 647 739 837 7 8.61 19.9 21.9 31.1 42.0 0.8 102 143 189 292 302 368 941 521 607 699 798 904 B 9.10 15.4 23.5 33.3 44.9 73.5 109 152 202 259 323 394 472 557 685 768 859 966 9 9.65 16.3 24.9 35.3 4].] 78.0 116 161 214 275 342 419 500 590 688 793 905 1025 10 10.2 17.2 26.2 37.2 50.2 82.2 122 170 226 289 361 490 527 622 725 836 959 1080 11 10.7 18.0 27.5 39.0 52.7 86.2 128 178 337 309 379 962 553 653 761 8]] 3001 1133 12 11.1 18.9 26.7 90.8 55.0 90.1 134 186 297 317 395 482 578 682 794 916 1045 1184 13 11.6 19.6 29.9 42.4 57.3 93.7 139 194 257 330 411 502 601 710 827 953 1088 1232 14 12.0 20.9 31.0 99.1 59.1 97.3 145 201 267 392 427 521 624 )36 858 989 1129 1270 15 12.5 21.1 33.1 45.6 61.5 101 150 208 2]] 354 602 539 646 762 888 1024 1169 1323 16 12.9 21.8 33.2 47.1 63.5 104 155 215 286 366 457 557 667 ]8] 917 1057 1207 1367 17 13.3 22.4 34.2 48.5 65.5 lOJ 159 232 294 377 471 574 688 812 996 1090 1299 1909 18 13.7 23.1 35.2 49.9 67.4 110 164 228 303 388 684 591 708 835 973 1121 1280 1450 19 14.0 23.] 36.1 51.3 69.2 113 168 234 111 399 497 607 727 858 1000 1152 1315 1489 20 14.4 24.3 37.1 52.6 71.0 116 173 240 319 409 510 623 766 880 1026 1182 1350 1528 21 14.7 24.9 38.0 53.9 72.8 119 177 246 327 919 523 638 764 902 1051 1231 1383 1566 22 15.1 25.5 38.9 55.2 74.5 122 181 252 335 429 535 653 782 923 1076 1240 1416 1603 23 15.6 26.1 39.8 56.5 76.2 125 186 258 342 439 547 668 800 944 1100 1268 1497 1639 24 15.E 26.7 40.6 5].] ]].8 127 189 263 350 448 559 682 817 964 1123 1295 1978 1674 25 16.1 27.2 41.5 58.9 79.4 130 193 269 357 458 571 696 834 989 1147 1322 1509 17O8 26 16.4 27.7 42.3 60.0 81.0 133 197 274 364 467 582 710 850 1004 1169 1348 1539 1792 27 16.7 28.3 43.1 61.2 82.5 135 201 279 371 476 593 723 867 1023 1192 1373 1568 1775 28 17.0 28.8 43.9 62.3 84.1 138 204 285 378 489 604 737 883 1091 1214 1399 1597 1808 29 17.3 29.3 44.7 63.4 85.5 140 308 290 384 493 615 750 898 1060 1235 1423 1625 1840 30 17.6 29.8 45.4 64.5 87.0 142 212 296 391 501 625 763 913 1078 1256 1448 1653 1871 L, in feet Correction Factors For Other Pipe Lengths 20 1.30 1.24 1.21 1.18 1.15 1.12 1.30 1.08 1.07 1.06 1.05 1.05 1.09 1.04 1.03 1.03 .0 1.03 30 1.22 1.18 1.15 1.13 1.12 1.09 1.08 1.O6 1.05 1.05 1.04 1.09 1.03 103 1.03 1.Oi 1.02 1.02 40 1.15 1.13 1.11 1.10 1.08 1.07 1.05 1.05 1.04 1.03 1.03 1.03 1.02 1..02 1.02 1.02 1.02 1.02 50 1.09 1.08 1.07 1.06 1.05 1.04 1.04 1.O1 1.03 1.02 1.02 1.02 1.02 1.01 1.01 1.03 1.01 1.01 60 1.09 1.09 1.03 1.03 1.03 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1. 01 70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 80 .96 .97 .97 .97 .98 .98 .98 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 .99 90 .93 .94 .94 .95 .95 .96 .97 .97 .98 .98 .98 .98 .98 .99 .99 .99 .99 .99 300 .90 .91 .92 .93 .93 .95 .95 .96 .97 .97 .97 .98 .98 .98 .98 .98 .98 .99 120 .84 .86 .87 .89 .90 .91 .93 .94 .94 .95 .96 .96 .96 .97 .97 .97 .97 .98 140 .BO .82 .83 .85 .86 .BB .90 .91 .92 .93 .99 .94 .95 .95 .96 .96 .96 .97 160 .76 .JB .80 .82 .83 .86 .88 .89 .90 .91 .92 .93 .94 .94 .95 .95 .95 .96 1992 3.14 TABLE 3.14-D CONCENTRIC TRASH RACK AND ANTI -VORTEX DEVICE DESIGN TABLE Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information. I1I - 104 99 Riser Cylinder Minimum Top Diam., Height, Minimum Size in. Diameter, Thickness, inches Support Bar Thickness Stiffener inches gage 12 18 16 6 #6 Rebaz or 1'/2 x 16 ga. - 1Vz x 3/16 angle (F&C) 15 21 16 7 - 18 27 16 8 - 21 30 16 11 16 ga.(C), 14 - ga.(F) 24 36 16 13 - 27 42 16 15 - 36 54 14 17 #8 Rebar 14 ga.(C), 12 - ga.(F) 42 60 16 19 - 48 72 16 21 1'/i' pipe or 1'/a x 14 ga.(C), 10 - /s 1' x'/a angle ga.(F) 54 78 16 25 - 60 90 14 29 1'/2" pipe or 1'/2 x 12 ga.(C), 8 - lYz x'/a angle ga.(F) 66 96 14 33 2" pipe or 2 x 2 x 12 ga.(C), 8 2 x 2 x'/a 3/16 angle ga.(F) angle w/stiffener 72 102 14 36 2'/2 x 21/2 x /n ' angle 78 114 14 39 2'/2" pipe or 2 x 2 x " '/a angle 120 12 42 2'/2" pipe or 2'/2 x 21/284 2' x 21/2x 2'/2 x '/s angle 5/16 angle No[et: The criterion for sizing the cylinder is that the area between the inside of the cylinder and the outside of the riser is equal to or greater than the area inside the riser. Therefore, the above table is invalid for use with concrete pipe risers. Note2: Corrugation for 12"-36" pipe measures 22/s" x'/z'; for 42" -84" the corrugation measures 5" x it' or 8" x ill. Note3: C = corrugated; F = flat. Independent Reports: Excerpt from WPO201200087 — Post -Development Drainage Map Excerpt from NRCS Soils Report NOAA Precipitation Report NOAA Precipitation Report 100 Post —Development Drainage Mapi > > I I \ 16,0p8 S� IMP / �1Im ulpIIIOLElm014�I0\ONE I'mumINI*/, �I� \ L \ _it kominion Ct'ane 61,663//SF i / i =I• vI �� vv vv ` — ��� 38,,76(rSF IMP o I i / B1017'LTE / 7,347 S / _ r 5 U7/l IVI I // / II ' A/ Galaxie R;�id e 64,44 SFi I \ \ \\\� ■I ICI ylMlk�■ ■ \ ♦ � SS r i 80 0 80 160 240 SCALE: 1 "=80' l / I JO, 3 3 DFN ME q3 V N 3A W3 N 71] 71M 3 a Map Srale: 1:5,990 if pnnhrl on D lard�pe (34" x 22") 9ia#. K Nebam N 0 W 1O0 200 300 A0 2A 500 7O0D 75r appr:WebWrmor Cocnwcoordnab :WaM Edge ts: UIM Zn 17N WGS84 USDk Natural Resources Conservation Service Hydrologic Soil Group —Albemarle County, Virginia (Cow Branch Drainage Area) MOOD MOOO 71M 71MM 720WO 72DMD MOOD U140 M80D Web Soil Survey National Cooperative Soil Survey qm N 3 5/5/2020 102 M°YON 3 W3 N MAPLEGEND Area of Interest (A01) 0 Area of Interest A01) Solis Soil Rating Polygons 0 A Q AID o B Q BID o C 0 CID 0 D 0 Not rated or not available Soil Rating Lines . r A ,y AID rV B ram/ B/D N C N CID i D . . Not rated or not available Soil Rating Points A Q AID O B 0 BID Hydrologic Soil Group —Albemarle County, Virginia (Cow Branch Drainage Area) 0 C CID D 13 Not rated or not available Water Features Streams and Canals Transportation µ� Rails N Interstate Highways �y US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AC I were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 13, Sep 17, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: May 20, 2019—Aug 1, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 5/5/2020 USDA Natural Resources Web Soil Survey 103 Conservation Service National Cooperative Soil Survey Hydrologic Soil Group -Albemarle County, Virginia Cow Branch Drainage Area Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 13C Catoctin silt loam, 7 to B 4.4 0.5% 15 percent slopes, very stony 13E Catoctin silt loam, 25 to B 66.0 8.0% 45 percent slopes, very stony 25B Dyke silt loam, 2 to 7 B 11.4 1.4% percent slopes 26C3 Dyke clay loam, 7 to 15 B 5.7 0.7% percent slopes, severely eroded 39C Hazel loam, 7 to 15 B 0.5 0.1 % percent slopes 40D Hazel loam, 15 to 25 B 1.0 0.1 % percent slopes, very stony 58B Myersville silt loam, 2 to B 18.8 2.3% 7 percent slopes 58C Myersville silt loam, 7 to B 46.8 5.7% 15 percent slopes 58D Myersville silt loam, 15 B 26.2 3.2% to 25 percent slopes 59C Myersville very stony silt B 29.7 3.6% loam, 7 to 15 percent slopes 59D Myersville very stony silt B 34.7 4.2% loam, 15 to 25 percent slopes 59E Myersville very stony silt B 91.8 11.1 % loam, 25 to 45 percent slopes 63B Orange silt loam, 2 to 7 CID 11.8 1.4% percent slopes 69 Pits, quarry 3.3 0.4% 71B Rabun clay loam, 2 to 7 B 66.8 8.1% percent slopes 71C Rabun clay loam, 7 to B 35.2 4.3% 15 percent slopes 71D Rabun clay loam, 15 to B 15.8 1.9% 25 percent slopes 72B3 Rabun clay, 2 to 7 B 9.7 1.2% percent slopes, severely eroded PaNatural Resources Web Soil Survey 5/5/2020 Conservation Service National Cooperative Soil Survey 104 Hydrologic Soil Group —Albemarle County, Virginia Cow Branch Drainage Area Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 72C3 Rabun clay, 7 to 15 B 108.3 13.1 % percent slopes, severely eroded 72133 Rabun clay, 15 to 25 B 78.4 9.5% percent slopes, severely eroded 72E3 Rabun clay, 25 to 45 B 20.0 2.4% percent slopes, severely eroded 73D Rabun clay loam, 15 to B 5.0 0.6% 25 percent slopes, very stony 73E Rabun clay loam, 25 to B 58.8 7.1 % 45 percent slopes, very stony 76 Dan River loam, 0 to 2 B 3.4 0.4% percent slopes, occasionally flooded 79B Meadowville silt loam, 2 B 50.6 6.1 % to 7 percent slopes 88 Udorthents, loamy, 2 to 16.3 2.0% 25 percent slopes 90C Unison very stony silt B 7.5 0.9% loam, 7 to 15 percent slopes Totals for Area of Interest 827.9 100.0% PaNatural Resources Web Soil Survey 5/5/2020 Conservation Service National Cooperative Soil Survey 105 Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37.9931 &... NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA* ®i Latitude: 37.9931°, Longitude:-78.4956° Elevation: 481.021t- f 'source: ESRI Maps " source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M Bonnin, D. Nlemn, B. Lin, T. Parzybok, Myekla, and D. Riley NOAq National Weather Service, Silver Spring, Maryland PF tabular I PF_gttphical I MMa s_& aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence Intervals (in inches)l Average recurrence Interval (years) Duratlon��� 10 0 50 100 ® 582 1000 0.352 0.418 0.469 0.551 0.620 0.674 0.723 0.770 0.825 0.870 5-min (0.317-0.391) (0.377-OA65) (0.440-0.543) (0.495-0.610) (0.554-0.685) (0.6OD-0743) (0.641-0.797) (0.677-0.849) (0.718-0.912) (0.751-0.964) 0-%2 0.669 0.784 0.881 0.M 1.07 1.15 1.22 1.31 1.37 10-min (0.506-0.625) (0.603-0.743) (0.705-0.869) (0.791-0.976) (0.884-1.09) (0.956-1.18) (1.02-1.27) (1.07-1.35) (1.14-1.44) (1.18-1.52) 0.703 0.841 0.991 1.11 125 1.36 145 1.54 1.64 1.72 15-min (0.632-0.781) (0.758-0.934) (0.892-1.10) (1.00-123) 1 (1.12-1.38) 1 (121-1.50) 1 (1.29-1.60) (1.36-1.70) (1.43-1.82) (1.48-1.91) 0.963 1.16 1A1 1.61 1.86 2.05 2.23 2.40 2.61 2.78 30-min F (0.867-1.07) 1 (1.05-129) 1 (1.27-1.56) 1 (1.45-179) 1 (1.66-2.05) 1 (1.82-226) 1 (1.97-2.45) 1 (2.11-2.64) 1 (2.28-2.89) 1 (2.40-3.09) 1.20 1.46 1.81 2.10 2A7 2.77 3A7 3.36 3.75 4.06 60-min (1.08-1.34) (1.31-1.62) 1 (1.63-2.00) 1 (1.89-2.33) 1 (2.21-2.73) 1 (2A7-3.06) 1 (2.71-3.38) 1 (2.96-3.71) 1 (3.27-4.14) (3.51-4.51) 1.44 1.75 2.18 2.57 3.06 3.46 3.86 4.31 4.91 5.40 2-hr (127-1.65) (1.53-1.99) (1.92-2.49) (2.25-2.91) (2.66-3.46) 1 (3.00-3.92) 1 (3.35-4.39) 1 (3.69-4.87) 1 (4.15-5.55) (4.53-6.13) 1.56 1.91 2.36 2.80 3.34 3.79 4.25 4.72 5.37 5.93 3-hr (1.38-1.82) (1.67-2.19) (2.08-2.74) (2.44-321) (2.89-3.81) 1 (327-4.32) 1 (3.64-4.84) (4.02-5.39) (4.51-6.14) (4.93-6.77) 202 2.43 3.02 3.56 4.27 4.90 5.55 6.26 7.25 8.12 bhr (1.78-2.29) 1 (2.15-276) (2.65-3.42) (3.12-4.02) (3.72-4.82) (424-5.51) (4.76-6.25) (5.31-7.05) (6.06-8.17) (6.70-9.16) 2S4 3.06 31 4.51 5A9 6.36 7.30 8.33 9.84 11.2 12-hr (224-2.91) 1 (2.70-3.50) (3.35-4.35) (3.95-5.15) (4.77-6.24) (5A7-722) (6.20-8.27) (6.98-9.43) (8.09-11.2) (9.07-12.7) 3.04 3.67 4.70 5.55 6.83 7.92 9.13 10.5 12.5 14.2 24-hr (2.73-3.41) (3.30-4.12) (4.21-5.27) (4.96-621) (6.06-7.60) (6.98-8.80) (7.97-10.1) 1 (9.04-11.6) 1 (10.6-13.8) (11.9-15.7) 3.58 4.34 5.52 6.49 7.90 9.o9 10.4 11.8 13.8 15.5 2-day (321-4.00) (3.89-4.85) (4.94-6.16) (5.79-724) (7.00-8.79) (8.00-10.1) (9.06-11.5) (10.2-13.1) (11.8-15.4) (13.1-17.3) 3.81 4.62 5.87 6.90 8.39 9.64 11.0 12.5 14.6 16.4 3-day (3.46-4.22) (4.19-5.11) (5.32-6.49) 1 (6.23-7.62) 1 (7.53-9.26) 1 (8.60-10.6) (9.74-12.1) 1 (11.0-13.8) 1 (12.7-16.2) 1 (14.1-182) 4.04 4.89 6.22 7.30 8.86 10.2 11.6 13.2 15A 17.3 4-dey (3.71-4.44) (4.49-5.37) (5.69-6.82) (6.67-8.00) (8.07-9.72) (921-11.2) 1 (10.4-12.7) 1 (11.7-14.4) (13.6-16.9) (15.1-19.1) 4.69 5.65 7.06 8.23 9.89 11.3 12.8 14.4 16.7 18.6 7day (4.32-5.11) (5.20-6.15) (6.49-7.69) (7.54-8.95) (9.02-10.8) (10.2-12.3) 1 (11.5-13.9) 1 (12.8-15.7) (14.7-18.2) (16.2-20.4) 5.32 6.38 7.88 9.10 10.8 12.2 33.7 55.3 17-5 19.4 10day (4.92-5.74) (5.91-6.90) (7.28-8.51) (8.39-9.82) (9.93-11.7) (11.2-13.2) (12.5-14.8) (13.8-16.5) (15.6-19.0) (17.1-21.1) 6.98 8.33 10.1 11A 13.3 14.7 16.2 17.7 19.8 21.4 20day (6.55 7.47) (7.81-8.91) (9.43-10.8) (10.7-12.2) (12.4-142) (13.7-15.7) (15.0-17.4) (16.3-19.0) (18.1-21.3) (19.4-23.1) 8.57 10.2 12.0 13.4 15.3 16.7 18.1 19.4 212 22.5 30day (8.07-9.12) (9.57-10.8) (11.3-12.8) (12.6-14.3) (14.3-162) (15.6-17.7) (16.8-192) (18.0-20.7) (19.6-22.6) (20.7-24.1) 10.7 12.6 14.8 16A 18A 19.9 21A 22.8 247 26.0 45day (10.1-11.3) 1 (11.9-13.4) 1 (14.0-15.6) 1 (15.5-17.3) 1 (17.4-19.5) 1 (18.8-21.1) 1 (20.1-22.7) 1 (21.3-24.2) 1 (22.9-26.2) (24.1-27.7) 22.6 14.8 17.1 18.8 21.0 22.6 24.1 F 25.5 1 27A 28.7 60day (227-25.4) (24.0-27.0) (25.6-29.0) (26.8-30.5) 1 Precipitation frequency (PFI estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 % . Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 106 1 of 4 5/5/2020, 9:59 AM Precipitation Frequency Data Server https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=37.9931 &... l 1 3km 2mi Large scale terrain \ Washington, D.C.* •Ar 4 Harrisonburg . Y S Taunton VIRGINIA n IA Richr>7^^� Lynchburg prg', Roanoke 100krn 00mi N or foi Large scale map An Washington v Harrisonburg .19. Virginia Lynchburg 100km ~ 0mi Large scale aerial Nortc 107 3 of 4 5/5/2020, 9:59 AM