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Home My WebLink AboutWPO202000037 Calculations 2020-09-22SHIMP ENGINEERING, P.C. Design Focused Engineering September 21, 2020 John Anderson, PE Albemarle County Department of Community Development 401 McIntire Road Charlottesville, VA22902 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 1 434.227,5140 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. Qdeveloped - Qp.dewloped) 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 5.591b/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 stone 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 eerieg com or by phone at 434-299-9843. Regards, Keane Rucker, EIT 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 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 Storm 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 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 Cates & Nomographs — Seelye, Fig. 15-4, & Kirpitch TOC Cates — 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 I►i 0 \ \\ i � \ 520 \\ �♦ J 524 \ 522 ifs {mil, 51514 512 ._— 506 504 SO _ ... ----- _--AD—_ —__—_---_ -__ - 498 494 492 _.._------- -49p --_ �_---______ _. AM F] 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: 1S: ONSITE TO PDA 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 PDA 1 NORTH OF SITE (TOC III) 52.18 AC g ACRE LOTS @ 30% IMPERVIOUS 8S: OFFSITE TO PDA 1 NORTH OF RTE 20 (TOC V) 59.92 AC i ACRE LOTS @ 30% IMPERVIOUS 9S: OFFSITE TO PDA 1 SOUTH OF RTE 20 (TOC VI) 157.69 AC WOODSIGRASS COMBO @ CN=58 10L: POA 1 TOTAL DRAINAGE TO PDA 2 = 469.46 AC ALL HSG B. INCLUDES DRAINAGE TO PDA 1 PLUS THE FOLLOWING SUBCATCHMENTS: 11S: ONSITE TO PDA 2 (12.9 MIN TOC) 0.07 AC IMP 1.40 AC FARM TURF 0.51 AC WOODS 12S: OFFSITE TO PDA 2 SOUTH OF SITE (TOC VII) 132.97 AC WOODSIGRASS COMBO @ CN=58 13L: PDA 2 TOTAL DRAINAGE TO PDA 3 = 470.73 AC ALL HSG B. INCLUDES DRAINAGE TO POA 1 & 2 PLUS THE FOLLOWING SUB 14S: ONSITE TO PDA 3 (11.2 MIN TOC) 1.27 AC WOODSIGRASS COMBO @ CN=58 15L: POA 3 �-470.73 AC RAINAGE :4.� r v —AREA T -- -- - - - .�- O - -+mom--_ - --t_; - -�"° L 469,46 a DRAINA @ POA ; 12S TO1%j E ARE L 15 100 0 100 200 300 Scale: 1 "=100' 6 TOTAL DRAINAGE TO PDA 1 = 334.51 AC ALL HSG B. INCLUDES THE FOLLOWING SUBCATCHMENTS: 1S: ONSITE TO PDA 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) SL: 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 SS: OFFSITE TO PDA 1 NORTH OF RTE 20 (TOC V) 59.92 AC 3 ACRE LOTS @ 30% IMPERVIOUS SS: OFFSITE TO PDA 1 SOUTH OF RTE 20 (TOC VI) 157.69 AC WOODSIGRASS COMBO @ CN=58 10L: POA 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)AI) 132.97 AC WOODSIGRASS 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 SUBCATCHMEN 14S: ONSITE TO PDA 3 (11.2 MIN TOC) 1.27 AC WOODSIGRASS COMBO @ CN=58 , Y > r , , i ` J o { i , / I / 5L ` - _- i _ \`\ 1 /' r , OR Eti to ---------------------------- / 'o j / I , , \ _ o _ I J \ r , GALAXIE FARM PREDEV LARGE POA DRAINAGE MAP ------------- ✓ i ------------------- \ / ------------- i " \ 1 i Y,J =�ifl 73 AC L / , \ / f� 1 1 \✓ ' of fl, ` \� A , �— / ` J \ N �t Ir iJ r I \ \ iI i i-------------- i , _ - \ - i / --' i // - I \ J r ' _ ----- 1 i i o\` U r , --- / -- ---- `v--_-______ - , --- ---- - ---- — lz --' 200 0 200 400 600 Scale: 1 'r=200' 7 TOTAL DRAINAGE TO PDA 1 = 333.36 AC GALAXI E FARM ALL HSG B. INCLUDES THE FOLLOWING SUBCATCHMENTS: 1S: ONSITE TO BMP 1 VIA F3&F4 (5 MIN ASSUMED TOC) POSTD EV SMALL 0.50 AC IMP 0.TURF A W 0 AC WOODS POA DRAINAGE MAP 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 PDA 1 (5 MIN ASSUMED TOC) 3.56 AC IMP 3.70 AC TURF ` 1.00 AC WOODS ' i i •` r •`� �` ` ` �'� 11 �I i 1 / 9S: OFFSITE TO PDA 1 VIA E9 (TOC 11) t� � I 10.83 AC i ACRE LOTS @ 30%IMPERVIOUS 10S: OFFSITE TO BMP 1 VIA E7C (TOC 111) 38.52 AC 1 ACRE LOTS / - r r / @ 30% IMPERVIOUS / , / 11S: OFFSITE TO PDA 1 VIA G7 (TOC IV) 2.84 AC 1 ACRE LOTS / I\ 1 \ v \ 1 1 I I I Ifr ' ' / / 12S: OFFSITEITO PDVAIOU NORTH V ( 1RTH OF RTE 20 \\ // •� `� \ `� \_ i i ; / ,' 1 / ' ! // / 89.92 AC 3 ACRE LOTS \ / @ 30% IMPERVIOUS / 13S: OFFSITE TO PDA 1 SOUTH OF RTE 20 (TOC VI) / 157.98 AC WOODS/GRASS COMBO @CN=58 I I TOTAL DRAINAGE TO POA 2 = 469.72 AC I / ALL HSG B. INCLUDES DRAINAGE TO PDA 1 PLUS THE FOLLOWING I / SUBCATCHMENTS: \ / / 15S: ONSITE TO PDA 2 (5 MIN ASSUMED TOC) \ — — / \ 1.10 AC IMP 1.AC TURF \ � 0.96 96 AC WOODS 16S: OFFSITE TO POA 2 VIA A2 (TOC VII) \ / 133.06 AC WOODS/GRASS COMBO @ CN=58 \ 17L: POA 2 TOTAL DRAINAGE TO PDA 3 = 470.73 AC / I \ \ \ \ ALL HSG B. INCLUDES DRAINAGE TO PDA 1 & 2 PLUS THE FOLLOWING / / ` 1 SUBCATCHMENTS: P/ \ 18S: ONSITE TO PDA 3 (5 MIN ASSUMED TOC) / 0.03 AC IMP / 0.18 AC TURF 0.80 AC WOODS PDA '00op 9S ' a0 ' / \ I --1 , / I ,1 ' -------------------- It / ipp 00 lis m 8 �- 1 / POA 3 __---- /19L; _ 41 470.73 AC TOTAL 333.36 AC TOTAL 'AREA TO POA 1 -"��- DRAINAGE AREA It TO POA 3 I ' ISS yyV;`, `` 469.72 AC TOTALIf i DRAINAGE AREA / VIt 1 150 0 150 300 450 Scale: 1 "=150' s TOTALDRAINAGETO TH 1=3LOW AC GALAXIE FARM ALL HSG B. INCLUDES THE FOLLOWING SUBCATCHMENTS: 1S: ONSITE TO BMP 1 VIA F3&F4 (5 MIN ASSUMED TOC) POSTD EV LARG E 0.50 AC IMP 0.A W TURF POA DRAINAGE MAP 0 AC WOODS 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 PDA 1 VIA E9 (TOC II) 10.83 AC 3 ACRE LOTS @ 30% IMPERVIOUS 10S: OFFSITE TO BMP 1 VIA E7C (TOC III) 38.52 AC 3 ACRE LOTS @ 30% IMPERVIOUS 11S: OFFSITE TO PDA 1 VIA G1 (TOC IV) 2.84 AC q ACRE LOTS @ 25% IMPERVIOUS 12S: OFFSITE TO PDA 1 NORTH OF RTE 20 (TOC V) 89.92 AC 3 ACRE LOTS @ 30% IMPERVIOUS 13S: OFFSITE TO PDA 1 SOUTH OF RTE 20 (TOC VI) O / / / , , eI, /--_' `\ e \ / / I I �� / \ 1 '/ -- " \ I _ COMB AC@CN=58 RASS I \ \ / , - / 1 X C / / \ f -� COMBO CN=58 / I \ L 1 \ (`� /O / Cyr ///��,,,�� + �/ / l j / / \ / / Ll / l I < I I / 1 - _ / TOTAL DRAINAGE TO POA 2 = 469.72 AC --\\ - \ 1 44JJ 1 /v`,J r/ / _ 1 l \.\f /' , l �' I / \ \\\ / 1 / 1 ,,� - -_ _ _ - -r / ALL HSG B. INCLUDES DRAINAGE TO POA 1 PLUS THE FOLLOWING \ \ I / % , / /./[!�/ V I ' / --� I /�' 1 1 / A\ \ -v I / / I - ; II 1 / SUBCATCHMENTS: \ - / 1 1 // /'/ - // / i' / ^ 11 \\ \ 1 � _�1l/ I7 O / // I / \ 's \ / / I \\ ! \ ) I I 1 �. / I (\ /\ / / /,/ / / \\ / / / / 1 / S. ONSITE TO POA 2 (5 MIN ASSUMED TOC) / j i' A j I \ I r I\ - \ \ O 1 / / / _ _ I I 1.10 AC IMP / l / I i\ 0.. A\ � /j I.. ! , -. v \ v AQ0 / --' / / 1/ v v � _ , / / vv /' I �' 0.96AC TURF /% �\ 1 \ / , I S�\.\� _ \ \\ \ �.. !I O_ l j % \ / //` 1 \\ \\ // I / J, I I I I 0.96 AC WOODS / /' / / / 1 // /� / \ \ \ \� / d - O\/ / 'L// / ' I \\ / \ I I / 16S: OFFSITE TO POA 2 VIA A2 (TOC VII) / / / / \\ 1 / /' I \; «`�,iiii"' / \\ `�. -- !\ \ I 11 / I 0 \\ // \\ I I' I I // / 133.06 AC WOODS/GRASS / , // % \ \ _ /1. ,\ (\/jam\\�\J \��//\((\ \'\%\ � ,' !1 `, \\ �/' ,/ COMBO @ CN=58 / �/ 1 / \\\\\ \\ \\ // /' / // %1 // W_ \\ ll - I eP / \ \I 'I/ I / I r // `\` \\ \ I \� / \ \ / l i /// / // / I ' I III / / \ / / u \ 1 I / I / \ 5L \ / \ / / TOTALDRAINAGETO DR3=470.73 AC / 1/ / O I \ I /, /, / �, \I v i - \ 0 ❑ I I O \ I \ ` / ;�\ /. / // / ALL HSG B. INCLUDES DRAINAGE TO POA 1 & 2 PLUS THE FOLLOWING /' "'\/ I I / \ \ VVV \\\ \\\ // I I/ \ I I '/ \I I / / / \\\ �\ \. ��..\_/' / /. SUBCATCHMENTS:/�., j //r-``/ II\ / vv v / (�'J�/, ' �V/f\ _--- - - V V �. (�A), 1 / / / v v v v A / / / 185: ONSITE TO POA 3 (5 MIN ASSUMED TOC) I/ A \ �/ / \ '/ /�" O \/1'', I 0I / / •'/ �.. ``I \�\ , 1 4 I/ / 0.03 AC IMP 1 // \\ // \ `\ 2 / '/ \ >r\< 1 / ,/ - I - /; 0.18 AC TURF / \\�/ / / \ \`, / I \\ �, . / ( > // - /' '� \\ / \\ , r' / / / ,,, \ \ 1 ', I/ 0.80 AC WOODS / // /' \ / \/ `^� .- // - / / /.. /''� W _.'// `, / - \ �..:�� :. ' / / ', - , -_/ \_/ \ 1 ', /�.' a 19L: PDA3 / / \ ! 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I '� x / I y / - 9/W� az- DRAINA ARILLA / i 1 j vv-_� /-- -_I ,_/ % A �\ �%l .�� / /� .I % %f' ' - TO P�w-� v I vv/_/ /I I Y/ / l f / C� /� ,/ // _ \I I� I /�^vv 1 / /I /' ,/ "j \V ,v Ay1, _ _ - I 1��".,y. / ;� i '/ /Yrt+ v I / I /'I� l l //. / / V / - / _ �/ / ��: I I l '1,'t__ - �_% ` - i//: A.1 1 1 / A I / 'j I / / / \ i ,I) 1 /-l\�� _ _ ,_ \ // // / / / I / •c.-�'_'- �'\ I / _ I / Y''' // / %':'_ - l I / // I \ ! // - \ / / ' l / / .I `\/,l, \ C% V 1 W' - ' /' .\ I \\ K ffi I i I i) . -- _-, '�,3 ` 469.72 AC TOTAL / / /' // ! / /// - / / I SS /' ---- \\ \\ 1 / \ \I \ f ( /. \ \\\ s ///�/( I O /' l i /'� i - DRAINAGE AREA , , i / i i \\ i I y' / / /' \ --\ \ / I / ._ / /_-- \ __/ `�\\\ /li / //��\{" / \ .4 k 1 // I / -_ -' / / _-_ \ TO POA 2 / '�'. \ -/ \\ / I / \ \ / I 1 1 // / (/ I / / / / / , / / , - - \ \ / \/ \ / - \ / / / \ J O - ' - - \ I _ \ 1 I I r - _ I // / / I / / / / - __ \ I // - -. // -_/-- ---_-_ \--_Y/ 111 I / /-�\\ / / \\ \\ I 1- ---- 1 I J I 1 / - \- I /' _/ / ( I / // _ \ ! i I / _--_ _ --__ "- _ --- __ //\\ /'/ __ 1 ; I\ \\ \ l ! 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NEH Figure 15-4 990 ft channel 25.0 ft height 6.4 min. Kirpich Chart TOC= 17.5 min. Predev to POA 2 100 ft overland flow 9.5% slope 0.27 C-value 10.0 min Seelye Chart 255 ft s. c. flow -grass 13.7% slope 1.8 fps velocity 2.4 min. NEH Figure 15-4 40 ft channel 0.5 ft height 0.5 min. Kirpich Chart TOC= 12.9 min. Predev to POA 3 100 ft overland flow 13.0% slope 0.35 C-value 9.5 min Seelye Chart 208 ft s. c. flow -woods 16.3% slope 2.0 fps velocity 1.7 min. NEH Figure 15-4 00 ft ditch Oft height 0.0 min. Kirpich Chart TOC= 11.2 min. 10 GALAXIE FARM PREDEV TOC NOMOGRAPHS T0,225 Lo.42 S-0.19 C. -1.0 c- - chMrrr In Time nT fmnepnrrnAinn N, fiill N�ormi Engmeermg Handbook lc=Oradarq Flow Time, mnraee 1.=teng(hdyhlp. W 35 TRAVEL TIME FOR CHANNEL FLOW (Kirpich Chart) Figurel6-4 h4ocite versosslopv for shnllowcuric:trrtd Dow a -Sbioe. Fee~ C = FlaharFol'C- vaN lar Grcund charaWr 600 30 50C Paved 0.9 0.90 0.00 500 Te (min.) 400 0.6 n.50 0.w 200 300 0.7- 0.6 0.20 -- - - - - 100 W Iwa. z a Q J ft7 200 \ \ \ wu 6ODense 70 60 50 Bare Soil Poor \GGpagg SuTfc�ce Avefa§9\ Y Glass 99 O � 0.5 0.4 Z f 0.5 O 0.3 0- 1.0 a O \ J \ $.� N r� ♦ \ 0.2 \ \ C� / 10 / 20 20 15 i i z z w F z O f Q K Z z 0 1-40 Z 010 x i:� 0.07 o.ub " o.os 0.04 11.9a o.m 0.006 - IL... a n - - - _ - .�" a 3 S° 4 _ - c e a a 'w' d « r a 100 So 1(1 Pram a)e Note: (1) Far us atural cM1amels; a (2) For paved channels, wt Tt by 0.2 L (feet) 0000 5000 1000 500 o E 50 10 6 - - 30 o K i O 9 S v lacrty (fne) 100 1 20 BaT;p F ..C.' Value far Seleetea Goa o CrlaroeTer Don. Grcaa O."s F ssar 0.25 _ 7 1 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS 1 Table l641 Equadmrs and assumpdons dewlopedtTom figure I" Flow rape Oopo 3fammngbn Vdlodq mantlon average Graae S✓face 0.2! (tt) OYle) taw O.SO Svrfoee poar Grose 0. Ptoorrittt and small Wlartd guOles 0.2 0.025 V=20.328(s)°3 10 PaatUre 0.40 40 Bare 0.48 Pareo 0.90 6. Crassedwa[erwsys Nearly bare and untillM(overLmd flow): mid alluvial fans bi wesw,....omn 0.4 0.2 0.060 0.051 V=16.135(s)'a V=9.965(5)n" regiorrs Culm tMstraightrawcrops 0.2 0.058 V=8.762(s)"" OVERLAND FLOW TIME %oftgrasspastum 02 0.0T3 bHrrmmmtillage.1trofion, r. or stripcmpped and woodlands 0.2 0.101 A=6.032(s)"" Forest with hea groin litter and hay meadows 02 0.202 V=2.516(s)°r 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 5eelye Chart 390 ft s. c. flow -woods 6.4% slope 1.3 fps velocity 5.0 min. NEH Figure 15-4 849 ft 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 5eelye Chart 476 ft s. c. flow -woods 6.3% slope 1.3 fps velocity 6.3 min. NEH Figure 15-4 810 ft channel 56.0 ft height 4.0 min. Kirpich Chart TOC= 23.2 min. NOTE: SEE TOC LAG TIME CALCS FOR TOC III 1 ilFFSITE TO POA 1 (7S) 100 ft overland flow 5.0% slope 0.35 C-value 12.2 min 5eelye Chart 298 ft 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 ch", 15 N,NI(l -1.0 N�o u Eagmeermg Hmffiock T = 0,225 Lo.42 $-0.19 c c To = Osadarq Flow Time, mnraee TRAVEL TIME FOR CHANNEL FLOW 1. =terg(haryhip. W 35 - (Kirpich Chart) Figu,15-9 hlooi4v vmsas slope t'or shallow ryvavvmu l0uw a+Sbpe. reebfeet C=Flahaugl'C' vahre lar Graund ch.goiir 600 30 _ - 500 0.90 500 Te (min.) Paved 0.9 0.60 400 25 n.60 200 p g u.w 0.7 - 300 0.8 0.20 Bare 20 100 L (feet) 200 Soil 0.5 10000 \ Z 0.10 L.. Exam n)e 50 \ \ Poor 0.4 Z z c i:� 0 W \ pagg GG W i a.07 soon Iwa. Sulfqpe - ~O 0.5 aim a 0.na aAverage\ 0.3 CL 1.0 - O i / O 0.04i- �n -401�\ (1) Far use to M1emels; g0 Dense ` C�a5S 2 'w' o 0 70 0.02 4 (2) For paved channels, mu E 10 0. \ U W E 10 T by 0.2 1000 60 i _ / 10 W U z a - E = � \ / a o X ft7 50 20 U o.01 - _ _ - = S c 500 6 iyi m r - _ J 40 10 J Z - - 0 u 0.005 11 c 30 o 9 o K i O v )acrty (fne) g � 100 20 BaT;p F "C" Value Oar selecle Goa o CrraroeTer 1 Table 1641 EAuadmis and assompdons dewlopedfTom figure I" Don. Graaa O.B)5 Fseor 0.n 7 TIME OF CONCENTRATION OF SMALL DRAINAGE BASINS Flow rape Depth 39ammngbn Velodq munilon Average Craw S✓face 0.2! (m) (ttle) taw 030 Pavement and small Wlmid gu0ies 0.2 0OmV=vA.828(s)°6 soar Groan Surfa(:e 0:36 po,&* ro 0.40 6 Ctuseedw wrwaye 0.4 0.050 V=16.135(s)'a 10 Bare Soi� .98 Pareo 0.90 40 Nearly b.and untillM(over dflow): mid alluvial fans bi wesw,....umn 0.2 0.051 V=9.965(s)" regiais CulmtMaiaight.o oo,a 0.2 0.058 V=8.762(.r" OVERLAND FLOW TIME %oftgrasspaiium 0:2 0.0T3 V=a962c>°° blhrmmm tillage.) fiou, connmr or atdpcmpped mid woodlands 0.2 0.101 1=5.032(s)"" Fore with hca groi a litter and hay meadows 02 0.202 V=2.516(g)°r 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) X= 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) k= 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) X= 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) x= 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 (MRCS) (formerly the Soil Conservation Service (SCS)). (a) Watershed lag method The SCS method for watershed lag was developed by Mockus in 1961. It spans abroad 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_fI8(S+1)o' a 1,900Y05 (4, 15-4a ) Applying equation 15-3, L=0.6T,, yields: 4" (S+lr T 1,140Y05 (eq. 15 4b) where: L = lag, h T, = time of concentration, It f = flow length, ft Y = average watershed land slope, % S = maximum potential retention, in 1,000 _ 10 en' 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 flow 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: t = 209A° e (eq. 15-5) where: £ =flow length, ft A = drainage area, acres Land slope (Y), percent —The average land slope of the watershed, as used h1 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): Y_too (CI) (eq.15-6) 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 = 43,560 ft) 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 an inverse 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) 15 164 � 3S 4P 5L MFA Qa MILL CREEK As-BuiltI Biofilter Fire Station I 0 6R 7$ FRAZIE DITCH OFFSITE TOP A 1 2.S (NORTH OF SI TOC III) OFF TE TO POA 1 (N RTHEAST OF 1 S SITE, TOC 1) ONSITE TO POA 1 10L 11S 14S ONSITE O POA 2 8S POA 1 \ ONSITE TOt 3 OFFSITE TO POA 1 13L (NORTH OF RTE 20, 15L TOC V) 9S /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 1124-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 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=0.14 cfs 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 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 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 17 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 18 PREDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADOO 9.10 s/n 07054 © 2011 Hvdrol Tc Length Software Solutions LLC Description 5.0 Direct Entry, Type 11 24-hr 1 Summary for Pond 4P: As -Built Biofilter PREDEV TOTAL YR Rainfall=3.04" Printed 9/21/2020 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'/' 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 19 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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) econdary OutFlow Max=0.16 cfs @ 12.43 hrs HW=541.48' (Free Discharge) STR-20 thru STR-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) 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 7' Inlet Invert= 537.50', Outlet Invert= 484.00' .zn PREDEV TOTAL PREDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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% imD. 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 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 1124-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 HydroCADOO 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 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Pane 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 041 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 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'/' 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 .z:1 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 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) econdary OutFlow Max=2.51 cfs @ 12.12 hrs HW=543.41' (Free Discharge) 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) 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 7' 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 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Pane 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% imD. 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, 0V PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Pane 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 .x1 PREDEV TOTAL PREDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 @ 2011 HvdroCAD Software Solutions LLC Pane 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 on Lin k ONSITE T POA 3 15L POA 3 (COW BRANCH)l 31 PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-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 tW PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 iMI PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 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 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 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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, :ry PREDEV ONSITE PREDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 MA 3S � 4P MFA @ MILL CREEK As -Built I Biofilter Fire Station 41 OFFSITE TO POA E9 (TOC II) 10S 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) 1S VIA OFFSITE TO POA 1 SOUTH OF RTE 20 (TOC VI) Subcat Reach Aon Llnk Z7P \ Pi 1 ONSIT TO POA 2 ONSITE TO BMP 1 VIA F3&F4 ,5PIOA 11 ONSITE Tto 3 17L �� 19L a P 2 POA 3 (COW BF 16S OFFSITE TO POA 2 VIA A2 (TOC VII) 38 POSTDEV TOTAL Prepared by Shimp Engineering, P.C. POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" 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 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 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=0.14 cfs 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 11S: 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 39 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 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 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 @ 2011 HvdroCAD Software Solutions LLC Paoe 4 Summary for Subcatchment 1S: 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 Impervious 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 Prepared by Shimp Engineering, P.C. Area (ac) CN DescriDtion 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 Description 5.0 Direct Entry, POSTDEV TOTAL Type // 24-hr 1-YR Rainfall=3.04" Printed 9/21/2020 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 Ca) 12.43 hrs, Volume= 0.522 af, Atten= 90`/6, 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' C) 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 '/' 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 '/' Cc= 0.900 n= 0.011 EK POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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) condary OutFlow Max=0.16 cfs @ 12.43 hrs HW=541.48' (Free Discharge) T-I=STR-20 thru STR-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 7' Top W idth= 21.00' Length= 1,246.0' Slope= 0.0429 7' Inlet Invert= 537.50', Outlet Invert= 484.00' 43 POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADOO 9.10 s/n 07054 © 2011 Hvdro, Software Solutions LLC Type 11 24-hr 1 Summary for Pond 7P: BMP 1 POSTDEV TOTAL YR Rainfall=3.04" Printed 9/21/2020 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'/' 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 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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) (fUsec) (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) (fUsec) (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 E117 POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADOO 9.10 s/n 07054 © 2011 Hvdrol Tc Length Software Solutions LLC Description 29.0 Direct Entry, Type 11 24-hr 1 POSTDEV TOTAL 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% imD. 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 CS] POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADOO 9.10 s/n 07054 @ 2011 Hvdro, Tc Length 67.6 Type 11 24-hr 1 Software Solutions LLC Description Direct Entry, Summary for Link 14L: POA 1 POSTDEV TOTAL YR Rainfall=3.04" Printed 9/21/2020 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, EIrA POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Pane 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 Elf-] POSTDEV TOTAL Prepared by Shimp Engineering, P.C. POSTDEV TOTAL Type 1124-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 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 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 Pond 7P: BMP 1 Peak Elev=481.30' Storage=0.679 of Inflow=33.35 cfs 3.560 of Oufflow=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 11S: 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 49 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 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 6161 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 @ 2011 HvdroCAD Software Solutions LLC Pane 14 Summary for Subcatchment 1S: 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 Impervious 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 Prepared by Shimp Engineering, P.C. Area (ac) CN DescriDtion 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 Description 5.0 Direct Entry, POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Printed 9/21/2020 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 Ca) 12.12 hrs, Volume= 1.555 af, Atten= 79%, Lag= 9.9 min Primary = 4.90 cfs Ca) 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 '/' 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 '/' Cc= 0.900 n= 0.011 52 POSTDEV TOTAL POSTDEV TOTAL Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 9.10 s/n 07054 © 2011 HydroCAD Software Solutions LLC Page 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) condary 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 7' Top W idth= 21.00' Length= 1,246.0' Slope= 0.0429 7' 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 HydroCADOO 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'/' 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 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Pane 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) (fUsec) (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) (fUsec) (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 611 POSTDEV TOTAL Prepared by Shimp Engineering, P.C. HvdroCADOO 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% imD. 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. HvdroCADOO 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 HydroCADOO 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 61M ONSITE DIR CT TO POA 1 TO BMP 1 F3&F4 15S ONSIT 14L POA 1 17L POA 2 Subcat Reach Aon Lin k TO POA 2 ONSITE T POA 3 POA 3 (COW BRANCH) POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-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 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 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 3 Summary for Subcatchment 1S: 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 14 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 1-YR Rainfall=3.04" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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, M POSTDEV ONSITE FOR EBE Prepared by Shimp Engineering, P.C. POSTDEV ONSITE Type I/ 24-hr 1-YR Rainfall=3.04" Printed 9/21/2020 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 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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 r:�1 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 7 Summary for Subcatchment 1S: 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 M1 POSTDEV ONSITE POSTDEV ONSITE FOR EBE Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HvdroCADOO 9.10 s/n 07054 © 2011 HvdroCAD Software Solutions LLC Paoe 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, DI.] POSTDEV ONSITE FOR EBE Prepared by Shimp Engineering, P.C. POSTDEV ONSITE Type 1124-hr 10-YR Rainfall=5.55" Printed 9/21/2020 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 67 Energy Balance Equation Summary for POA 1 Galaxie Farm 24 Hr 1 year Storm Comparison: O�5 I.E.*(4PrPOMIroee�RVrreoemmaNl/RVp...bP.e OeMb s(Or .*RVr.m.d)/RV.ewm POA 1 Onske Runoff: Post Onsite Drainage Area = 9.39 ac Op-en.bPm [AS.14 epe(Pae31) I.E. 0.6 RVPp. (page 31) MaxQ,,... 4.91 cis RV.e0.850 (Pe W) POA 1 Is in a natural channel prone to flooding. 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: Oee�5 I.F.'(OPRpM *ItVb..c.,.ebpa,)/RVpe...bp.e Oeaebp.e5 (Owr.ned'RVrp..md)/RVpe..bp.e POA 2 Onshe Runoff: Post Onsite Drainage Area = 12.69 ac Op-e..aop.e A9.66(page3f) LF.= 0.8 RVP-r ,ejpy =(page 31) Max Od,,,,�,=5.41 efsRVp,,,.'d=(page SD) POA 1 is in a natural channel prone to flooding. 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 compiles 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: Oe.,,.rpp.d51.F. `(OP-,,j.W*RVP e[-ebp.d)/RVD..ebpm Oe....brees (Qn-reu a*RVPam.d)/RVo....bld PDA 3 Entire Site Runoff: Post Onsite Drainage Area = 13.70 ac Ow.-e-Ib a [19.92(pmt.31) I.F. = 0.8 RVP�ebped (page si) Max Od.,u,p.d = 5.67 cis Rvr„moped (pageso) POA 1 is in a natural channel prone to flooding. 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: (Op,me„-Max Oa,,,) = required reduction @ POA 8.14 - 4.91 = 323 cis required ACHIEVED REDUCTION AT PDA 1: 6.65 cis ACHIEVED To meet Energy Balance Requirements, Reduce Flow @ POA 2 by: (Op�Max Ode.) = required reduction @ POA 9.66 - 5.41 = 4.25 cis required ACHIEVED REDUCTION AT PDA 2: 4.50 cis ACHIEVED To meet Energy Balance Requirements, Reduce Flow @ POA 3 by: (Op,.dp„-Max Ode„) = required reduction @ POA 9.92 - 5.67 = 4.25 cis required ACHIEVED REDUCTION AT PDA 3: 4.52 Oft ACHIEVED Total Runoff (Including Offshe) PREDEV 1•YR Ora= 61.70 10•VR Opm= 271.47 M wn POSTDEV page 17) Q Ost- 55.09 (page 39) page 24) Opost= 268.17 (page49) 10-Y R Flow Reduction 3.30 Note: Since the 1-yr reduction is greater than the reduction required by the Energy Total Runoff (Including Otfsite) PREDEV 1-YR Ore- 71.88 10-YR Opre- 382.23 POSTDEV page 17) D st- 67.38 (page 4D) page 24) OpOst- 374.54 (page 50) 10-YR Reduction 7.69 Note: Since the 1-yr reduction is greater than the reduction required by the Energy Total Runoff (Including OHsfte) PREDEV 1-YR Ore- 71.95 (page 17) 10•VR Opre- 382.64(page 24) 1-YR Reducffon 442 Note: Since the 1-vr reduction is greater than POSTDEV O ost- 67.43 (page 4o) Opost- 374.82 (pege5o) 10-YR Reduction 7.82 the reduction required by the Energy ant with the Enemv Balance Eeuatioi 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 -------------------- ----- ---- GALAXIE FARM PREDEV VRRM 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 Ill THIS WILL BE SATISFIED WITH THE PURCHASE OF OFFSITE NUTRIENT CREDITS. _ Ll nnBMP1 n' J1:1 - 1:1 IMP. - loop. TURF CCCL�7�7CI�7CII�❑ � � � .sU.. 100 0 GALAXIE FARM POSTDEV VRRM WOODS 100 / / 200 300 MAP Scale: 1 "=100' 71 Project Name: GAIA%IE FARM Date: 9/2]/M20 Linear Development Project] No Information Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 12.00 Pre -Rine selopment Land (over (acres) R Solis IS said Csolls Osoas mtah carat/paan 17(acres)-duturlea hrest/orenzw¢ n399 nmruF.aTarlaw( -tliaab Baum mr prat ar cede( our an he mo.m/mnagee 911 su ImBnweustaenlawl nw I 1 0.. prNMN brert/olren sry¢or MoroYm and 2.]] L]] Manaptl.lwezl-tl1Aaeo , gaa. re,pdzorad,eroumbe-seed awed s.sz s.sz awerdaaarmerawl -..I I Fs.a1 grmnHfneM.ienss Iput data Input cells constant value calculation cells Check. SMP Design Sperdi[etlons DSY 20B Draft Stdc&Specs Linearpreject2 No Land coder areas entered correctly? J Total disturbed area entered) J tx, Bsals Cspas Is sells Porezt/Olcn Spa¢ 0.02 0.03 a- n05 isa-and"" ots 0.20 0'. 0]s launanneas, cons, Des 0.95 n95 n95 res-as ccesdaPn'em u.m napared 1-cat/Opm Spa¢ Coer(awl 3.89 L]] Weie6tetl Mgo¢yl 0.03 0,03 %Fo¢. ]az 11% Mnugm Tur(Cmer lava) 9Il 5.5z .at. Mloall 0.. 0,20 %ol-s ec" ImRmm Cwn lavez) 0fi0 060 asimpem.-I D9s 0,95 %Imy m"ad a% ]% n readierea(aw) v.m 9.9 SIe Rr 0. 020 Pre-aecevelaPmoft nealment voume 0.210] 0.1414 lane-h) ne-areauslapmem Treaorent volume 9.119 fi.3]a lapse seq Pre-ReOevelopment Tp Wad Rb/Vrl S.n 4.01 PrMehuWpmmnrT uW pacer. o.ax was 1alw4vrl mwa,em—aa iim p.atlN/.n liras pketn rere a meal r epor.�o 3.6a 6Nvn prepmm car new care m.naa rmalva aemrpropmem ands I.- derwoz lone roes, wnsts aiew¢e1-led Loudrowsumuta�(Flmg I WMCaaer. SummaryPoR AeorvMapmeN fdM/apensPare Co.erlaoal Ropiciaallaatl %wren Mvagtliurl CovA Road was iM1oull . n WdT. Po .Mpwavna adbnpavbel %Impemed, randeeRv. W.Rod!ale panda( aeorv5geb Lord Covn summary -Past z4aeMopmnrtdewlmpdes- - rv.aa- ce a¢z4apea e. Naal¢ zP Weaned P.Uorest) 0.03 was 3196 %core. zo% senaeer"Cover (arnrc)- ss] ] WeiBMm Pe(earl) call( 010 %"dons"Tarl 4" see a'..Covn lava) sAl elm N-I Cover 681 person PW6npaWps) 095 eNimpa.ioal 09s Oaf %Impervious 39% )9(. Prealwez) 13.]0 '(AB geMPmtbw SreM OA6 0,♦d al PmbaeaelopmeM portAeRatlgmnR {y �y�� Po.-aemlopmeM ]¢Munn vawme Osziz TMw2vpOmla O&A" TmAneiRVaame 038M lawfli lane.) Iwa-fll cal Poe[-oarelopmei. portAabaselepmaR PegLezebpnw Tnatmnn Vqume 2z.966 TmMntt.- AM Tri:=Velunre(abir 1 16.597 (-b.,.a) loomeasl Ne0 FinalPost- n.-deb rapanart eaCtaaaaaentrpma' l -velopmentWiand laA3 x toad R% am A1 Own] 10 (Ib/W) (u/pl' ny;e,.iwle 1� Im�:ve/Yre) ace1 1P bona Reesman Tiusel Beeuctiin Bequima br asG Be9uirearor New ads aeaevelapee Area an b/W) 116/yrl Pe+viaus Met amudece, bean. mw tlma uss nr 1-1 a Iimireaen nNrequiM TP Load Reduction Required(lb/yr) 1 8.81 IMainage Area A my I —NO 2. TnW1 �J Stormwater Bert Management PraotireN (RR = Runoff Redudionl TaA nn,PNew Nwlw, m. wneel mown Im/nl rav oKleannn naznnnl Vann. m ow A lx'1 I u,Baa Pn[tlte 1- .HIC") urcmpaz Nnlwal mm Nr.R Pnnl —I— pnx U,m . .vn'1 PeWFINW. p'1 —1 Ve w Ito.—l) Rnw —. Pnmgieu wn NIOT.) elwPliviuwa RHIRIN OpNN. 0, .—NN PNny�M—ION! .lml Ppn � F IN P.aem.11.l P.la napinn: Il.l Onw.lmrnhxtkn oW Enylwee m u. vemnPm.Isaml za smpeoeem M'av rsPeu�' rD.smpemumneemm Vosain rsPRay •�m�mvl�eVo mllkRval Tomywum,�mamaun, nce moody we Zvi lk�vx-0z atlke nl xg.zova.ovcenaz, nl owmw HF ouglIDaatil Ra®xnit� N. . AI R 0 " z. rmea rem m n—F, e�mn awmmvvz lsysnl a. amna4esoit{Fasal m..nwss*rs..nl NaNnrs�on "TO WO :Nay I— IF —1 77 RI,�n,Po.�a�lnw�.nx. z mmnannikR®l In ., ersp=n nrsoKvssl -.zna� e.rs�a; a�aN1-171717171-17-17-1-1 �I,-.� WI. .m m m mmBEI TRGTEn lavl mruRUNOPF REDU,7OM IN Do Alni RRR aEG.Ox. TOTAL MOINHOUS ANNwu FOR RErBovu IN ow A aAily REMOINJO YITH RUNOFF R mvsMWINiiAETRAWiINsWNCFEmurnoxrowrncEsINowAIm/y,l SEE WA TER pUA1/IYCPNPLWNCE TABfORSUECOMPLLWR GILVG11ON5 ae hn xxl o��0000mmmmo� nlrcxRl o��00000momm� xlrcRRl o��00000mmmm� o��0000©mmm�� TmuNaxnOxOmRy ARGTRGTEv (.O 4d wEG or mTA. PNRRPNORNR REN W.0 MxxIpEA RN mE (A„.I D FINAL HOUPHORUSAVA -.- ON A::r A AIInNn I ENOWD WITH RUNOFF REDUCTION POHICTICIES IN .A. A II./nl „„ wN Ix¢ urtp AmlylNc pmP lean REnun;uxi Ix n.A. AN A UW,rl To SEE WATER gUALO COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS APM' xnRaOENRErBmeowTHOUT .cane/y.l TOTWNRRORNNv IODWO.A.aR./M BF, xlnaynlnW U—RN �HIuFlM pen mm pmnan xw a m Rv xlugenw nq u B) nxrknlmn n.,lPxNe 0., nml nxl rcl(Nu le1Ml yO, u�lRRl pnna lxpl ;un/OPnnzPa.yRRl ommmm ommmm 00000 wAM Eu O MITURFxA.10T IRUxnn WOUTTFoR arn¢sllow Alm/M on, SEE WA IERGUAIIIY ['W1nIRMQTIa IORSrIFGINIRiIONS IMfwmotiun Poly) alel6vw,.N,tnM) ®mmmm nlrc Ml mmmmm mmmmm nelrcRRl ®mmmm ®ommm e,lrcOR, 000mm 0ommm ommmm oommm Ea. W.puPOIRRl ommmm oo�m ommmm 73 Site Results (Water Quality Compliance) Area Checks D.A. A D.A. B D.A. C D.A. D D.A E AREA [HECK FOREST/OPEN SPACE (ac) 0.00 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVER(ac) 2.65 0.00 0.00 0.00 0.00 OK. IMPERVIOUS COVERTREATED(ac) 2.65 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA (ac) S-11 0.00 0.00 0.00 0.00 OK. MANAGED TURF AREA TREATED(ac) SAL 0.00 0.00 0.00 0.00 OK. AREACHECK Site Treatment Volume (ft3) 22,966 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 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) /yr) 3.23 0.00 0.00 0.00 0.00 3.23 TP LOAD REMAINING (Ib/yr) 4.85 0.00 0.00 0.00 0.00 4.85 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) E 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 74 DEQVMlnla RunpB ReduNnn Method Re-OeYelopmem rnmpllnut Spreadsheet-VeRkg&Moll Rev . seImN WarnsM1ael BMP Cesgn Spe[lfi[oHonalBY 2o33Om[SItlsBSPess Site Summary Pm]ertTele:G Xlr FARM Date:.1 Total Rainfall (Inl: 93 Total....Ned o-.,: 12.w Site land Cover Summary Pre-ReDevelopment land Cover (acres) pswls Bawls c.H. ..n. Tomes %a TotedPoren/apen(anvl a.a0 389 0.m o.. 3a9 ze Mana9etl Tnrl(avesl D.aD 921 D.W o.W 9.x3 nr Impemour cnuerlaoes) 0... a. a.. O.aO osa e D 1W Port-ReDevelopmerN Land Cover (acres) pzwb Bsoil. Cblls 03oils Torso %&.I roree/o en I-) 1 0.0 zn 0,00 am z.n 2D Managed Tun 1-) 0.w s.sz 0.. am s.sz 90 M1npemomruuerlarav) oN 5ol 0.00 oa0 5A1 39 remryrReemeaereaemwt he moM1CN I. ermmenm. me YTnu Run.Redo.m Melbod 1 13.J0 2N Site Tv real Posbaeuelopmmt Pon Adjusted Pm ReDenaloorem Leprous Re.I.Pmem IsmwAsoporied Ixen anpaoousl 3IIeM 0.46 a20 ass a20 Trolmem Volume pe) 22.%fi 6,3J8 1fi,s8J fi3J8 Wapb/,) 3A03 ADl 1nA2 1 ADl BarenmeTP acted lro/m: 3.6aa9• wmxmmnxm.n.wea.aePmmrxmurdauarmorwem Tole! TP lead melodies Reculmd libin) a.R. 0.36 9.es PInaIPoeno.lopXnmmtoatl IPon�ew imptu eses) ReDmb,pmemB Pre ReDeVelopmem TN Lead(Ib/m 1a3.2x 6126 Peaem Flnal PostAeuelopmem Post- eaeuclopment TP ..adL perxm Load Perwe W ixelrm � (Ib/acre/Yrl (Ih(we/Yr) h/avm/ ) aA3 2.05 0.93 Site Compliance Summary Mxem.mx Ree.amne.%r;rma Bemry zbx 'Noe:%Reewipn wlnreeam aoademroPmem mremmress rmn meouolmmsenrmreadol3.w lb/YrfD.al lb/x/yrl oerclnPment le.a (aeon;,career„wnp,Pmrxea..=Pmeeeo-.rax,ne-6oserokrmanf3M+91s/wL m:erm. ma=,m nrenanalryeVy, Tore ourself Vwme, RediuNon(B) a roe m looa RearrNmr ArMeoea IIh/nl 3.z3 Tall Tx WeReduNon ACMeued llh/yrl am Remwmmg Pan BemloPmem m Iced u. o Ise/n) Remammrg TP Wa ReduNm(Ib/nl S.. momeed Drainage Area Summary DA.A DAB DAE DAa DAE Total rmWDpen(ace.) ono 0'. ooD Dm a.- D.oa Managedldfaues) 5.11 a.0o a.ae O.W c.a0 5.11 Impetuous Coemr(moed 2.65 0.. aw 0.a0 oa0 2.65 oW Am hoes) 716 am OAO 0.. O.DO 3.T6 Drainage Area Compliance Summary BAA DAB DAC DAB OAE Teed 1 Load Retluoml fib/Yr) 3.x3 0.. aw I. Da0 3.13 TN Load Reduced llb/Yr) 0. 0'. a.0a O.N O.W '. Drainage Area A Summary Land Corer Summary ASwls Bblls csma Dsma Tore Is&.1 Porest/Open(ace.) a00 aun 0.00 ass 0.00 0 Managed Tudfaces) 0.. s.11 a.M OM5.11 6fi Impetuous Ccemr(mer-) 0..255 0.. 0m zss 3a 7.76 BMP Selections Mmugetl Turf Impetuous Corer TP lead from PrMlx [retllt Ar® GetlRAma I BMPTrea[ment Volume(N') uprbeam Bntmamol TP laaa "'""o"ples) TPRmmmnrd llbiW) TPRenolning Phi DownNeamTmbrcm he Employed mere. _ P.W-e Ih 19.b.Mmufanuretl Treemcnt0ewre� Flkeeng s.11 263 12�R9R.39 8.w a. 3- 4.84 lmn,rdousCouerT.2mellaare.) 2fi.lTurfAmaTmarealanas) 5.11 I TP load Reduction Adconal m DA l 3.z3 l TN Load Reduction AdMued In DAN) nw 75 Summary Pixy 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 or 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 StormTeche 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, StormTecho Isolator Row r" 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 metric, 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.CooperOdee.virginia.gov. Si erely, Fred K. Cunningham, Dir or Office of Water Permits 76 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 rA 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 78 y/ �o moo. AC ADDE O 2 z "�; _ 3 c c�k�__.. 7,o %� 33 AC / o Vol 16 �J a IN GALAXIE FARM POSTDEV STREAM & CULVERT DRAINAGE MAP 7 00 0 700 1400 2100 �j�/J Scale: 1 "=700' 79 GALAXIE FARM POSTDEV INLET DRAINAGE MAP / / — J / TO_D / SHEETFLOW �• 0 43 AC RUNOFF = aj 1. 0.6 AC TO F3 rDt1.19 AC � AREA i TO D3° I k LD __ � 1 �a o n Ales \�\ �- �• ` 29.79 AC TOTAL TO F2 I 0.14 AC TO C2' 6; I S _� i-� - - %- - - - - - 0.29 AC TO C3 1 �o 0 v f r 62 ze � 'f / ' "+ �eI n REiwau ceeraawic SHEETFLO W I 10.83 AC �•^" s _ (- "f RUNOFF // \ E9 xo r16- / °� AREA 0' 0.48 A 0E7- m I� .6 A .27 AC T E5 047 E8A o T A r 0.6 o / � I CD A A TOI 2 0.41 9fi ,o i / 39.08 AC AVINITY TREATED TO EX - 3.67 AC TO DITCH 1 0 100 2 0 / 300 Scale: 1"-100' / s0 ,_ �❑ GALAXIE FARM _ -- I A POSTDEV INLET DRAINAGE MAP ' (OFFSITE INCLUDED) I E t' I �� IACTREAT OF I /El V - __ -_. _ \ +----_- 23.88 AC DIRECT TO F2 I ��. / / // V I\ AI I I ❑ V �;CD ,'J2 SHEETFLOW 063 A RUNOFF;' Fd AREA 29.79 AC TOTAL TO F2D.4A /i A I I � I � \ ❑\f 1 � SHEETFLP ' I � TO E9 A w i RUNOFr, ? ,✓ -_ _ , - -- IV / /' \ \ \ \ 1 1 AREA 1 I A I I IE n uu --- --3:6i AGTODITCFt1 v i'/ \ \ ( \ 1\ ♦ \ I\ 39.08 AC AVINITY- �V�< TREATED TO P - _ _ A I / l \ C3 / I \ EDv I/ v Ir v vv I I Iv �� i ❑ vy �;. 200 0 60 Scale: 1 ",`200' A E L 133.2 Ac 927.5 ft 4440 ft 0.208 sq mi 0.84 mi Southern Piedmont Regression Equations Storm Multiple -Parameter Drainage -Area -Only Q2 21.6AO.881E0.310L 0.423 48.5 cfs 122(A)0.635 45.0 cfs Q10 38.8AO.848E0.379L- 0.430 147.1 cfs 335(A)0.596 131.5 cfs `� Q25 54.8A0.852E0.392L-0.463 227.0 cfs .581 504(A)0 202.5 cfs Q50 74 3A0.860E0.390L 0.495 301.5 cfs 661(A)0.570 270.2 cfs Q100 101A0.869E0.382L-0.529 384.8 cfs 849(A)°'"9 353.1 cfs A E L 339 Ac 927.5 ft 6411 ft 0.53 sq mi 1.21 mi Southern Piedmont Regression Equations Storm Multiple -Parameter Drainage -Area -Only Q2 21.6A0.881E0.310L- 0.423 94.5 cfs 122(A) 81.5 cfs Q10 38.8AO.848E0.379L 0.430 277.5 cfs 335(A)0.596 229.4 cfs Q�5 54.8A0.852E0.392L-OA63 424.5 cfs 5O4(A)o.sa1 348.4 cfs Q50 74.3A0.860E0.390L 0.495 561.3 cfs 661(A)0.570 460.2 cfs Q100 101A0.869E0.382L-0.529 713.6 cfs 849(A)ubh9 595.2 cfs 10-YR FLOW TO A+B (FOR OP): 360.8 cfs HALF: 101.24 HALF: 174.21 82 14L CULVERT B 17L CULVERT A Subcat Reach Aon Lln k 83 CULVERT VERIFICATION Prepared by Shimp Engineering, P.C. 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 M CULVERT VERIFICATION CULVERT VERIFICATION Type 1124-hr 10-YR Rainfall=5.55" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 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 ery CULVERT VERIFICATION Prepared by Shimp Engineering, P.C. CULVERT VERIFICATION Type // 24-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 86 CULVERT VERIFICATION CULVERT VERIFICATION Type 1124-hr25-YR Rainfall=6.83" Prepared by Shimp Engineering, P.C. Printed 9/21/2020 HydroCADOO 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 e*A Chapter 8 - Culverts Appendix 8C-2 Inlet Control, Circular Corrugated Metal OCHART 2 eO ro,°Do 166 D,000 EXAMPLE (I) 136 6.000 0.34 in."..(!.0 foot 5,000 0.44.f, 3) 44 4,000 Mw • kw D. 6. 13Y 4i 3.000 0 onot) 6. 120 15 2,000 (2) 4.1 4.3 1. D. OD a 00 LZ 4.4 no.. No, 3. 4. 96 a � I,DDO 3, 900 3. e4 • 600 2 S00 00 Y CULVERT B TY Y. Q25=347.9/2 300 — — =173.9 CFS 200 1.34 s 1.30 LS 34 O iu CULVERT A ° Q2202.5/2 5 = BOA Z =101.2 CFS u' x O I.o o 42 so L ¢ 40 Q �— 1.0 r 36 30 HW ENTRANCE ¢ STR. E7C w z SCALE D TYPE W s (FROM LD-204, o 33 zo "' a a ° ° 1=6.5) Q=55.9 SO I31 MI, .n. 1. $Ww. n a 10 PI rr.l•sllni a a e T T i YI ° .7 m e T. ub L.L 12) P (3) Papa Y...1114.I I..1044 K.. L,wy. .6 3 o m4 4 .wu., .r r.ln• .. .6 le lll..lr41.4. 2 IS • S I.0 S 12 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL suMcnu or Fuauc ROADSxM. lia 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 Ai Galaxie Farm LD.204 Stormwater Inlet Computations Inlets on Grade Only Sag Inlets Only - `m Z m n m n u o '? e U ii q m p n m ` n n m E U E o m m W y x .X c' m O -e m �_ m .y ry�ry L, rci m F _ c G x > L Ci m m m r a w m n m 'O S n a V N S rn O' U ¢' cai = 0 O O 2 (5 a t7 r°- m e o O O Ls 0 a E 1 2 3 4 5 6 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 (f) (ac) (in/hr) (cfs) (cfs) (cfs) V) (P) V) (ft) (R) (cfs) (cfs) (it) (ft) (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 0.19 100.09/6 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 1.61 0.015 0.025 0.020 0.083 6.62 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' 4z4 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 0.0a3 3.12 0.19 100.0% 1.35 0.00 6.5 2.20 0.00 2.20 4.74 0.23 96.7% 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 0.0a3 4.68 0.22 100.0% 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 0.0a3 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 0.0a3 1.67 0.16 100.0% 0.70 0.00 6.5 1.14 0.07 1.21 2.20 0.17 97.29% 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 0.17 100.0% 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 0.0a3 3.92 0.20 100.0% 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 0.0a3 4.73 0.22 100.0% 1.49 0.00 6.5 2.41 0.10 2.52 6.59 0.23 99.3% 2.50 0.02 ES 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 0.16 100.0% 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 0.22 100.0% 1.18 0.00 6.5 1.91 0.00 1.91 6.32 0.25 94.6% 1.81 0.10 Of DI-3B 10 0.60 0.69 0.41 4.0 1.64 0.00 1.64 0.015 0.020 0.020 0.0a3 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 0.18 100.0% 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 89 Galaxie Farm From Structure To Structure Catch. Area (ac) Runoff Coef Increment AC Accum. AC Total TOC (min) Total 10-yr Intensity (in/hr) Total 10-yr Flow (cfs) Up Invert Elev. Down Invert Elev. Pipe Length (it) Invert Slope %, Pipe Diameter (in) Pipe Capacity (cfs) Velocity (ftls) Flow time Increment (min) 1 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 0.67%, 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 4.100/6 18 23.0 14.6 0.29 ESA ES 0.47 0.72 0.34 0.34 5.00 6.81 2.30 506.00 505.70 28.02 1.070/6 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 8.35%a 18 32.9 20.0 0.13 E7C E7B 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 E7B E7A 0.00 0.00 0.00 11.14 29.03 3.38 37.69 485.70 484.70 86.98 1.150/6 36 77.5 12.4 0.12 E7A 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 3.34%, 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 1.670/6 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 1.600/6 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 Et 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 0.85 0.12 0.36 5.12 6.78 2.41 462.50 462.00 8.04 6.220% 15 17.5 10.0 0.01 B2 Bt 338.08 0.43 144.02 144.02 67.6 2.27 326.65 462.70 460.50 64.00 3.440% (2) 60 418.64 x2 18.8 Note: B2-Bf Flow is 25 Yr Rational Flow. Culvert is adequate to also handle 25 Yr Repression Flow: t]=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 1.38% 15 8.2 7.6 1108.; 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% 90 Galaxie Farm LD-347 Hydraulic Grade Line Junction Loss Water Vo Ho O; V; O;V, H, Angle He H, 1.3-H, 0.5H, Inlet Number Outlet Water Su Dc Oc Lc S,a% H, Final H Surface Elev. Rim Elev. 1 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 0.789% 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 1.563% 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 0207 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 GI 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 0.8D. 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- 4 GALAXIE FARM OUTLET DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL PROTECTION NOMOGRAPH M111MUM TAILWATER CONDITION (TM S 0.5 DIAMETER) GREEN BOOK FIG. 3.18-3 3 Outlet W - Do + La Z Min. ...1 .. I. .. .� .. .. Pipe 0 4 IO-..L....,; a Diameter D I ee� CULVERT A Q2s=203/2 =101 CFS D50=9" La-26' DEPTH=14" OUTLET El Q10=97 CFS (RATIONAL) D s0= 9.. La=27' DEPTH=14" BASIN OUTLET Q2s=36 CFS (RATIONAL) D5o=8" Lo=21' DEPTH=12" Recommended Min. die-6n -� OUTLET D1 Q25=6.2 CFS (RATIONAL) 50— a— DEPTH=9" a W MI ��qqqq •`-� � r (� IIII �(1IIIIIIIIIIIMI/ gill Mlr��c1�'t'�IiIIIUww111111— �•IA11 I� rMr 1 IIII IIIII ` .I � ✓III nn igiiill'll;I� IIII 1 II I II11 I 1 ��11Y►{di�. IIIIIII�iIII�11 IIIIIII I IIIIIIIIM 1 1 I fi IP III� I III llu ! I 1 �• �sil ilil�iIl! I� III IIIi� �•.� : � �� • . IIdIIINIn//!!// .1 1 ESCP Calculations: Sediment Basin Design Spreadsheet Sediment Basin Design Nomographs 93 GAI.AXIE 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 Data 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 12 4.3 125 6.6 Q2 (cfs) 23.2 Qn (cfs) 35.6 From Plate 3.14-8 Spillway Capacity with emergency spillway (cfs) Riser Diameter (in) Actual head (ft) Q,(—) Step 4: Emergency Spillway From Table 3.14-C Required spillway capacity 0.0 Hp u.0 b - Bottom width (ft) 0 S - slope of exit channel (ft/foot) 0.00 X - minimum length of exit channel (fl 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 sE! a71.n a.o96 Cleanout Elevation 471.5 4,356 472.5 4,900 Top of Wet Storage 473.0 5,184 Cleanout Volume (cf) 5,961 Wet Storage Volume (cf) 13,110 Wet Storage Volume (cy) 486 Dry Storage Required Volume (cy) 482 Required Volume (cf) 13,025 Maximum Top of Dry Storage 476.0 Design Elevation Area 473.0 5,1 Bottom of Dry Storage 474.0 6.5 475.0 8,0 Top of Dry Stomge 13,128 Dry Storage Volume (cf) Dry Storage Volume (cy) 486 Step 6: Final Details Upstream Toc of Dam 470.0 Principle Spillway Elevation 475.0 Trash rack and anti -vortex device From Table 3.14-1): Diameter (in) Height (in) From Retention Basin Design and Plate 3.14-B: Head on barrel (ft) ID Qv (Max) 39.o Barrel diameter (in) Dewatering Onfice Design Riser Height 5.0 It (ft) 1.0 S (cf) 13,128 Q (cfs) 0.61 A (sf) 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 (W,) (ft) 30 L/WQ to Baffles Required? yes 95 1992 3.14 7-- Riser Inflow Curves 300 ^^ Legend 500 r--- „_........_ -} Weir flow, Qx=9.739 OrH3/2 4ML............. Orifice flow, Qo 3J82 DrH 30 4D 5D 6.0 0.0 IOD Source: USDA-SCS Plate 3.14-8 III - 97 96 TABLE 3.14-B PIPE FLAW CHART, n = 0.013 G r' FOR AEINFORCED CONCRETE PIPE INLP.T Ke a Es . Kh 0.65 AND 70 FEET OF REINFORCED CONCRETE PIPE CONDUIT (full floc eseus N ^7 \J ed) Note correction factors for pipe lengths other than JD feat diameter of pipe in inches tl, in feet 12" 15^ 18^ 21^ 4 30" 36" 62" 48^ 54^ 60" 66" 72" JB" 302" 1 1.23 5.44 8.29 11.8 15.9 26.0 38.6 53.8 71.4 91.5 114 139 6 197 239 26 302 392 2 4.55 7.69 11.7 16.7 22.5 36.8 54.6 76.0 301 129 161 197 236 278 324 374 427 483 3 5.57 9.42 14./ 20.4 27.5 45.0 66.9 93.1 124 159 198 241 289 341 397 458 523 592 4 6.13 10.9 16.6 23.5 31.8 52.0 77.3 108 163 183 220 278 339 391 459 629 609 683 5 7.19 12.2 18.5 26.3 35.5 58.1 86.4 120 160 205 255 311 373 440 513 591 675 764 6 7.88 13.3 20.3 28.8 38.9 63.7 94.6 132 175 224 280 341 409 482 562 647 739 837 J 8.51 39.4 21.9 31.1 43.0 68.8 102 141 189 242 302 368 441 511 607 699 798 909 8 9.10 15.4 23.5 33.3 44.9 73.5 109 152 202 259 323 394 472 557 685 748 $54 966 9 9.65 16.3 24.9 35.3 4].] 78.0 116 161 214 275 342 diB 500 590 68B 793 905 1025 30 10.2 17.2 26.2 37.2 50.2 82.2 122 170 226 289 361 440 527 622 725 836 950 1080 11 10.7 18.0 27.5 39.0 52.7 86.2 128 178 337 304 379 962 553 653 761 8]] 1001 1133 12 11.1 18.9 28.7 40.8 55.0 90.1 134 186 247 317 395 482 SJB 682 794 916 1045 1184 13 31.6 19.6 29.9 42.4 51.3 93.7 139 194 257 330 411 502 601 710 827 953 3088 1232 14 12.0 20.4 31.0 49.1 59.4 97.3 145 201 267 392 427 531 624 736 e58 989 1129 1278 15 12.5 21.1 32.1 45.6 61.5 101 150 208 2]] 364 442 539 646 762 888 3034 1169 1323 16 32.9 31.8 33.2 47.1 63.5 104 155 215 286 366 457 557 667 787 917 1057 1207 1367 17 13.3 22.9 34.2 40.5 65.5 107 159 222 294 3]] 471 519 688 812 996 1090 1244 1409 18 13.] 23.1 35.2 49.9 6].9 110 164 228 103 388 484 591 708 835 973 1121 1280 1450 19 14.0 23.] 36.1 51.3 69.2 113 168 234 311 399 497 607 ]2] 858 1000 1152 1315 1489 20 14.4 24.3 37.1 52.6 71.0 116 173 240 319 409 510 623 746 880 1026 1182 1350 1528 21 14.7 24.9 38.0 53.9 72.8 119 1]] 246 327 419 523 638 764 902 1051 1231 1383 1566 22 15.1 25.5 38.9 55.2 79.5 122 181 252 335 429 535 653 782 923 1076 1240 1915 1603 23 15.4 26.1 39.8 56.5 76.2 125 186 258 362 439 547 668 800 944 1100 1268 1447 1639 24 15.8 26.7 90.6 5].] 77.8 127 189 263 350 448 559 682 817 964 1123 3295 1478 1674 25 16.1 27.2 41.5 58.9 79.4 130 393 269 357 458 571 696 834 984 1197 1322 1509 1708 26 16.4 27.7 43.3 60.0 81.0 133 197 274 364 967 582 710 850 1004 1169 1348 1539 1742 27 16.7 28.3 43.1 61.2 82.5 135 201 279 371 476 593 723 867 1023 1192 1373 1568 1]]5 28 17.0 28.8 43.9 62.3 84.1 138 209 385 378 484 604 737 883 1091 1214 1399 1597 1808 29 17.3 29.3 44.7 63.4 85.5 140 208 290 384 993 615 750 898 1060 1235 1423 1625 1840 30 17.6 29.8 45.4 64.5 87.0 142 212 294 391 501 625 763 913 1078 1256 1948 1653 1871 L, in feet Correction Factors For Other Pipe lengths 20 1.30 1.24 1.21 1.18 1.15 1.12 1.10 1.08 1.07 1.06 1.05 1.05 1.09 1.04 1.03 1.03 .0 1.01 30 1.22 1.18 1.15 1.13 1.12 1.09 1.Otl 1.06 1,05 1.05 1.04 1.09 1.03 1:03 1.03 1.01 1.02 1.02 40 1.35 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 1.09 1.04 1.03 1.03 1.02 1.02 1.02 1.02 1.01 1.01 1.01 1.01 1.01 60 1.04 1.04 1.03 1.03 1.03 1.02 1.02 1.03 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 BO .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 .99 100 .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 .98 190 .BO .82 .83 .85 .86 .BB .90 .91 .92 :93 .94 .94 .95 .95 .96 .96 .96 .97 160 .76 .]B .80 .82 .83 .86 .BB .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 Riser Cylinder Minimum Top Diam., Height, Minimum Size in Diameter, Thickness, inches Support Bar Thickness Stiffener inches gage 12 18 16 6 #6 Rebar or 11/2 x 16 ga. 1V2 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 It " - 48 j 72 16 21 11/4' pipe or 11/a x 14 ga.(C), 10 1'/a x'/s angle ga.(F) 54 78 16 25 It " " " - 60 90 14 29 11/2" pipe or 11/2 x 12 ga.(C), 8 - lY2 x'/a angle ga.(F) 66 96 14 33 2" pipe or 2 x 2 x 12 ga.(C), 8 2 x 2 x 1/4 3/16 angle ga.(F) angle w/stiffener 72 102 14 36 21/2 x 21/2 x '/4 angle 78 114 14 39 21/2" pipe or 2 x 2 x " '/a angle 84 120 12 42 21/2" pipe or 21/2 x 2'/2 x 2'/2 x 21/2 x 1/4 angle 5/16 angle Note,: 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 '/a ; for 42" -84" the corrugation measures 5" x 1" or 8" x 1". Note3: C = corrugated; F = flat. Source: Adapted from USDA-SCS and Carl M. Henshaw Drainage Products Information. Ill- 104 98 Independent Reports: Excerpt from NRCS Soils Report NOAA Precipitation Report 99 3 38 UON N 3>° W33 N TI]81D 71� 3 a - Map SmIe:1:5,940'rfPmtedonDlanrlwpe (34"x721sMet K N Nebas 0 50 ,00 21D 300 AFeet e ,N� sm IUP Pam: Web Motor Cm cooNinates: WGSa4 Edge ti6: UIM Zone 17N WGS94 USDA Natural Resources Conservation Service Hydrologic Soil Group —Albemarle County, Virginia (Cow Branch Drainage Area) naM 718 niM) 719= 742oo 72,000 'It= maoo Ma,o TflLtO Web Soil Survey National Cooperative Soil Survey M' 0' U N qm N h Z: I 3P W 33' N 3 IF 5/5/2000 Page 1 of 5 MAPLEGEND Area of Interest (AOI) Area of Interest(AOI) Solis Sol Rating Polygons 0 A 0 AID 0 B Q BID 0 0 CID 0 D 0 Not rated or not available Soil Rating Lines ~ A ~ AID �y B py B/D w C CID ^r D 0 Not rated or not available Soil Rating Points 13 A ❑ AID ❑ B ❑ BID Hydrologic Soil Group —Albemarle County, Virginia (Cow Branch Drainage Area) ® C CID D 0 Not rated or not available Water Features Streams and Canals Transportation � Rails py Interstate Highways ,r✓ US Routes Major Roads Local Roads Background . Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Albemarle County, Virginia Survey Area Data: Version 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 odhophoto 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. USDA Natural Resources Web Soil Survey 5/5/2000 Conservation Service National Cooperative Soil Survey Page 2 of 5 Hydrologic Soil Group -Albemarle County, Virginia Cow Branch Drainage Area Hydrologic Soil Group Map unit. symbol Nap 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 day loam, 7 to 15 B 5.7 0]% 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 32% 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 sift 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% 71 B Rabun day loam, 2 to 7 B 66.8 8.1 % percent slopes 71 C Rabun clay loam, 7 to B 35.2 4.3% 15 percent slopes 71 D 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 USDA Natural Resources Web Soil Survey 515M2020 Conservation Service National Cooperative Soil Survey Page 3 of 5 102 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% USDA Natural Resources Web Soil Survey 5/5/2020 Conservation Service National Cooperative Soil Survey Page 4 of 5 103 Precipitation Frequency Data Server https://hdsc. nws.noaa.gov/hdsc/pfds/pfds_printpage.html'?Iat=37.9931 &... NOAA Atlas 14, Volume 2, Version 3 Location name: Charlottesville, Virginia, USA' Latitude: 37.9931', Longitude:-78.4956` Elevation: 481.02 ft" # $ ' source: ESRI Naps � source: USGS'"' POINT PRECIPITATION FREQUENCY ESTIMATES 3.14 Bonnin. D. N6nin, B. Lin, T Parzybok, MYekta. and D. Riley NOAA National Weather Service, Silver Spring, tvbryland PF_tabular I PF_graphical I Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence Interval (years) 1 2 5 10 25 50 700 200 500 1000 0 352 F0418 0.489 055 F 0.620 F 0.674 F 0.723 F 0.770 0.825 0.870 5-min (0.317-0.391) (0.377-0.465) 0.669 (0.440-0.543) 0.784 (0.495-0.610)i 0.881 (0.554-0.685), 0.988 (0.600-0.743) 1.07 (0.641-0.797)(0.677-0.849) 1.15 122 (0.718-0.912) 1.31 (0.751-0.964) 1.37 0562 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 1.45 1.54 1.64 1.72 15-min (0.632-0.781) (0.758-0.934) 1.16 (0.892-1.10) (1.00-123) (1.12-1.38) 1.86 1 (1.21-1.50) 2.05 (1.29-1.60) 1 (1.36-1.70) (1.43-1.82) (1.48-1.91) 0 963 1.41 1.61 2.23 2.40 2.61 2.78 30.1n1n F (0.867-1.07) (1.05-1.29) 1 (1.27-1.56) (1.45-1.79)_.:.(1.66-2 05)._,1 2.47 (1.1 2.77 (1.97-2.45) (2.11-2.64) (2.28-2.89) (2.40-3.09) 1.46 1.81 2.10 3.07 3.36 3.75 4.06 60-min 1120 ( .08-1.34) (1.31-1.62) (1.63-2.00) (1.89-2.33) (2.21-2.73) (2A7-3.06) (2.71-3.38) (2.96-3.71) (327-4.14) 1 (3.51-4.51) 1A4 1.75 2.18 2.57 3.06 3.46 3.88 4.31 4.91 5.40 2-hr (1 27-1 65) (1.53-1.99)_ (1.92-2.49) (2.25-2.91) 1 (2.66-3.46) 1 (3.00-392) (3.35-4.39) (3.69-4.87) (4.15-5.55) (4.53-6.13) 1.58 1.91 2.38 2.80 3.34 3.79 4.25 4.72 5.37 5.93 3-hr IF-(1.38-1.82) (1.67-2.19) (2.08-2.74) (2.44-3.21) (2.89-381)_ (3.27-4.32) (3.64-4.84) (4.02-5.39) (4.51-6.14) (4.93-6.77) 2.02 2.43 3.02 3.56 427 4.90 5 5 626 725 8.12 6-hr (1.78-2.29) _ (2.15-2.76) 3.06 (2.65-3.42) (3.12-4.02) (3.72-4.82) 5A9 1 (4.24-5.51) 6.36 (4.76-6.25) 1 (5.31-7-05) 11 (6.06-8.17) 1 (6.70-9.16) 2.54 3.81 __ 4.51 7.30 8.33 9.84 112 12-hr (224-2.91) 1 (2.70-3.50) 1 (3.35-4.35) (3.95-5.15)_.:.(4.77-624)._,1 (5.47-722) (6.20-8.27) 1 (6.98-9.43) (8.09-11.2) (9.07-127) 4.70 5.55 9.13 10.5 12.5 14.2 3.04 7 3.67 6.83 F 7.92 24-hr (2.73-3.41) (3.30-4.12) (4.21-5.27) 1 (4.96-621) (6.06-7.60) 1 (6.98-8.80) j (7.97-10.1) 1 (9.04-11.6) (10.6-13.8) 1 (11.9-15.7) 3.58 4.34 5.52 6.49 7.90 9.09 10.4 11.8 13.8 15.5 2-day (3.21-4.00) (3.89-4,85)_ (4.94-6.16) (5.79-724)_ (7.00-8.79) 1 (8.00-10.1) _(9.06-11.5)_ (10.2-13.1) (11-8-15.4) (13.1-17.3) 7462 F 5,87 F 6.90 8.39 9.64 11.0 12.5 14.6 16.4 3-dal3.81 (3.46-4.22) 1 (4.19-5.11) (-932-6.49) (6.23-7.62) 1 (7.53-926)_ (86010.6)..., (9.74-12.1) (11.0-13.8) 1 (12.7-16.2) 1 (14.1-18.2) 4.04 4.89 622 7.30 8.88 10.2 11.6 13.2 15.4 17.3 4-day (3.71-4.44) (4.49-5.37) F 5.65 (5.69-6.82) (6.67-8.00) (8.07-9.72) 9.89 1 (9.21-11.2) 11.3 (10.4-12.7) (11.7-14.4) 11 (13.6-16.9) (15.1-19A) 4.69 7.06 __ 8.23 12.8 14.4 16.7 18.6 7-day (4-32-5.11)1 (5.20415) 1 (6.49-7.69) (7_Z4-8.95)_.:.(9.02-10.8)_, (10.2-12.3) (11.5-13.9) 1 (12.8-15.7) (14.7-18.2) (16.2-20A) 7.88 9.10 13.7 15.3 175 19.4 5.32 6.36 10.8 12.2 10 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 11.4 13.3 14.7 16.2 17.7 19.8 21.4 20-day (6.55-7.47) 1 (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) 1 (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 30-day (8.07-9.12) (9.57-10.8) 1 (11.3-12.8) (12.6-14.3) (14.3-16.2) (15.6-17.7) (16.8-19.2) 1 (18.0-20.7) 1 (19.6-22.6) 1 (20.7-24.1) 10.7 12.6 14.8 16.4 F 18.4 19.9 214 22.8 24.7 66.0 45-day (10.1-11.3) (11.9-13.4) (14.0-15.6) (15.5-17.3) (17.4-19.5) 21.0 (18.8-21.1) (20.1-22.7) 1 (21.3-24.2) 11_(22.9-26.2) 1 (24.1-27.7) 12.6 14.8 17.1 _ 18.8 22.6 24.1 55.5 27A 28.7 60-day (11.9-13.3) (14.0-15.6) (16.2-18.0) (17.8-19.8) .,. (19.8-22.1) (21.3-23.8) _(22.7-25.4) (24.0-27.0) (25.6-29.0) (26.8-30.5) i Precipitation frequency (PF) 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 �f 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 &... Er 3km �I 2mi Large scale terrain _ t- , � Washington, D.C. AL ' a iso utg , 5 Taunton VIRGINIA [A Richm^^d + � Lynchburg sbora .Roanoke 100km 60mi NOff4l Large scale map ® Washington An Harrisonburg [:I rinnlai ' I Ri chmwl� Lynchburg + 3lacksbwg Rwrioka 100km IV o60�I IN, mi Large scale aerial 3of4 105 5/5/2020, 9:59 AM