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Home My WebLink AboutWPO201800017 Calculations 2019-09-17 Lighthouse Instruments ALBEMARLE COUNTY, VIRGINIA MAJOR SITE PLAN VSMP PLAN DESIGN CALCULATIONS & NARRATIVE MARCH 5, 2018 REVISED: SEPTEMBER 13, 2018 REVISED DECEMBER 10, 2018 REVISED JULY 16, 2019 . 'SS••• • • TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Prepared by: Craig Kotarski, PE Timmons Group 608 Preston Avenue, Suite 200 APPROVED Charlottesville, VA 22903 by the Albemarle County 434.327.1688 Community Development Department Date 9 -r7-ty File vU Po zoisttxN 7 k. t 1(7",...,,, ‹:r% , V CRAIG W.J.KOTARSKI Y Lic.No. 0402048507 "It' 7/16/19 44, O ssIONA t Table of Contents Section Title 1 Project Narrative Pipe Inlet and Outlet Protection Calculations 3 USGS StreamStats Moores Creek Drainage Area Analysis 4 Pre-Developed HydroCAD Calculations 5 Post-Developed HydroCAD Calculations 6 NOAA Atlas 14 Point Precipitation Frequency Estimates 7 Virginia Runoff Reduction Method ReDevelopment Worksheet Project Narrative: This project includes the construction of a new building and parking lot, sidewalk, and associated utilities and site work. The existing site is currently a car junk yard and a garage building. Limits of disturbance is 2.60 acres. Water Quality: Currently there exists 1.12 acres of forest, 1.07 acres of managed turf and 0.41 acres of impervious cover within the site limits. In the proposed condition, there will be 0.00 acres of forest, 0.96 acres of managed turf and 1.64 acres of impervious cover. Per the Virginia Runoff Reduction Redevelopment Spreadsheet, the required removal is 2.43 lb/yr. This removal will be achieved with the purchase of offsite nutri t credits from a DEQ approved credit bank. Water Quantity: (See Plan Sheet C6.1 and HydroCAD Routing Calculations) FORM LD 204 STORMWATER INLET COMPUTATIONS SHEET 1 OF 1 LD204 PROJECT LIGHTHOUSE INSTRUMENTS DESIGNER: A MABEE DATE 6/25/2019 _ CHECKED: J SHOWALTER UNITS ENGLISH INLET Sag Inlets Only F -r _ � z v F 'L` t y e C v v. V F L %t, _ _ ' <6 l=f ;y +2 1.i I 16 1)1-26 6 11 250 1163 11 158 I1 IIIIII RIGHT 0 2 4 11632 II 11632 (1111911 (I(1208 2 623 2 000 ((7625 ((((833 4(Ilkt% (I 996 3 511 0 0486 110692 9 294 2 IIIIII 11 646 (I 845 0 534 (1 098 2 155 111 Il1-21i 8 0161)0III II 128 (I.IIIIIIRIGHT II 1 4 II 512 II 11 512 0(I69(1 11112118 1 566 2 IIIIII 12771 1(11833 4(11148 I(11(0 3 511(I 1458 1)1666 7 396 2 0011 1 II82 1 IIIIII II 512 11 llllll 1 566 124 1)1-26 6 (1(14(1(I 56 11(122 it Illlll'RIGHT 11 4 II1188 11 (1118ri 111139(1 ((02118 09111 2 IIIIII _2198 (I((833 4 01148 1(I0(1 3 511(111486 110694 51(31 2 01(11 1 193 1 IIIIII ((088 (I000 (191(1 126 DI-1R 8000 (1211I 067 11141 0((((((RIGHT 111 4 11564 II II564 0.113511 I0.0208 I%44 20011 1((846 (1(I833 41/14% 1 llllll 350 II1458 0 1666 6 283 %IIIIII 1 273 1 IIIIII II564 II Illlll 1 843 128 DI-2C 6(1(1(1 11.117(11156 11.1(39 Haan.I II MIDNIGHT II 4 11 156 11 II(151(1 (1.02(1(1 11162 2IIIIII 18832 0 0833 4 165 3 52 Hack/IA II 4 Il II Ahcad/R1 11 156 11.0510 21100 6 11 156 1.015 II 16(1 ((III 12 0030008 3 141 4 227 War Flow 13(1 DI-1 2(1(1(1 1(17(1 1152 0 ll%% _ Flack/IL 0000RIGHT III 4 11352 11 Hack/t.t 112211 1157 0125 Ahead/RI 01 4 115 0 Ah.•ad/Rt 0852 0(11(11I 2(1(1(1 2 II852 2492 T>%/lit 132 DI-'_C 6 MINI 11270 1(9(1 11 243 Back/1 t (I(II(ORIGFIT 1(1(711 II 35 II(125 Hack/IA 113 4 11(72 11 IIII2811 (1(17211 2 514 2 Ill/I 117955 II11833 1 1569 227 Huck/II 11 4 II 11 1/98 Ahead/RI 1 171) II 0280 2 000 6 1 1711 3 887 11 576 II 115 12 5 9111 4 499 War Flow 140 1)I-5 2 IIIIII 11 111(1 11%4 II 1184 Hack/LI II(Il(0RIGHT 1112(1 051 0061 Hack/IA 11.1 4 I158 11 1-1ack/1.1 I I 4 I I II Ahead/Kt (15811 001110 20011 _ 0580 1 164 T>%Iltt 1511 DI-'_H 6(11(11 11 I(III II 89 11.11%9 Hack/I,t II II0IIRIGHT 0 I 4 11 356 II (1(13211 1(1127(I 1 578 211011 12674 0(I833 3(I852 3 35 Hack/IL 0 4 11 II Ahead/Kt 0 356 1111320 2 000 6 11.356 1 759 11 216 0112 12 3 871 5 428 War Flow 160 DI-211 6.(1(1(I 11.330 0%% 1(29 Hack/I.t 11000RIGHT (13 4 116 11 11.0260 (I(14%0 2.942 2 Illlll 11.6798 11 II833 17354 2 85 Huck/IA 11 4 II 11 Ahcad/Rt 1 16(1 0.0260 2.000 6 1 160 3865 0384 11(13 12 5936 671(1 Woo Flow INLETSOFT BY ENSOFTEC DATE 6/25/2019 LD-229 PROJECT' LIGHTHOUSE INSTRUMENTS Designed by' A.MABEE STORM SEWER DESIGN COMPUTATIONS LOCATION CHARLOTTESVILLE,VA COUNTY Charlottesville Checked by: J SHOWALTER STORM FREQUENCY I 10 I NOAA STATION UNITS WOMEN DRAIN RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Number Capacity Friction NORMAL FLOW FLOW PIPE FROM POINT TO POINT AREA COEFF TNCRE-ACCUM- INLET FALL Lateral Total Q UPPER LOWER of Pipe (Dta Or of Pipes Slope Depth of Area of Hm Vn En TIME NO REFERENCE. STA REFERENCE STA "A" "C" MENT ULATFD TIME. END END Span/Rise) Flow,do Flow,An REMARKS Acre Minutes In/Hr CFS CFS Ft Ft./Ft In CFS Ft/Ft Ft SqFt Ft Ft/Sec Ft Sec (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (II) (12) (13) (14) (I5) (16) (17) (18) 113 114 112 000 OW 149 693 597 000 903 38469 38407 62.45 0.00993 i4 Cocain,- I 22.54 000170 II88 133 046 678 159 921 115 116 114 025 063 016 149 680 600 0W 903 38533 38479 5379 001004 24 Cucular I 2267 000170 088 133 046 681 160 790 117 118 116 000 0.00 (34 6.62 605 0.00 8.08 38633 38543 7545 001193 24 Cucular 1 2471 000130 079 115 042 704 156 1072 119 120 118 000 000 1.07 624 474 11W 612 38914 38709 '15357 001335 15 Circular 1 7.46 000940 1186 090 037 679 158 2263 121 122 120 (1.16 0 80 0 13 0.69 5 88 6 27 0 00 4 33 390 40 389 24 120 61 0)8962 15 Circular I 6.34 0.00470 0.76 0 78 0 35 5 56 1 24 21 70 123 124 122 1104 055 0112 0 56 5 78 6 30 0(8) 3 53 390 80 390 SO 32.27 11.00931) 15 Cucular 1 6 23 010310 0 67 0 67 0 33 5 23 1 10 6 17 125 126 124 II 21 0.67 0 14 039 5.65 6.30 0 00 2 53 392 21 391 19 51 09 1)01996 15 Orcular 1 9 13 0 00160 ((45 1140 0 25 6.36 1.08 8.03 127 128 - - __ 126 0 07 0.56 0 04 0.25 511 650 000 1 64 395 35 392 31 174 02 0 01747 _1-5-. I Circular I 8.54 0 00070 0.37 0.31 0 21 5 37 0 82 32 42 129 130 128 039 055 021 0.21 500 000 000 107 39614 39589 24.70 001012 15 Cucular 1 650 000030 034 027 020 392 058 6.30 131 132 118 0.34 0.79 0 27 0 27 5 00 0 00 0 00 1 35 388 12 387 94 7 58 0 02375 12 Cucular I 5 49 0.00150 0.34 0 23 0 19 5 79 0 86 1 31 139 140 124 022 066 0 15 015 5 00 654 000 0 95 391 20 390 96 48 15 0 00498 15 Cucular I 4 56 0 00020 0 39 0 32 0 22 2 94 0 52 16.41 149 150 120 (1 10 1189 0 09 0.09 5 00 6.54 11.181 0.58 392 11 391 55 1,12 1 h '0 00499 12 Ctrcolar I 2 52 0 001130 (133 0 22 0 18 2 61 (1.45 42.98 159 16(1 120 0 33 088 029 029 5 00 6 54 0 00 1 90 396 50 395 67 31 40 0 02643 12 Circular I 5 79 0.00300 0 39 0 29 0 21 6 60 1 07 4 76 LD-347 PROJECT: LIGHTHOUSE INSTRUMENTS DESIGNED BY: A.MABEE HYDRAULIC GRADE LINE ANALYSIS Checked: J.SHOWALTER INCIDENCE PROBABILITY 10 Year INVERT DEPTH OUTLET DIA DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Adj HI Inlet Inlet Top of MH INLET STA EL OF FLOW WATER PIPE DISCH PIPE SLOPE,Ste LOSS Contr Hi(Evpn) SKEW Bend Sum SURFACE 13 Shaping? 05 FINAL Water Top of Inlet Adjustment? OR OUTFLOW OUTFLOW SURFACE Do 00 Lo (FT/FT) HI Vo Ho Vi Vi'2/29 0 35'MAX Angle K H HL FLOW HI HI H Surface Elev JUNCTION PIPE PIPE ELEV Orvmm) (CFSICMS) (Ft/M) (M/M) (Ft/M) (FIN) (Vi2/29) (FIRM) (FIM1) (FI/M) YIN (Ft/M) (Ft/M) Elevation APPROX (1) (2) (3) (4) (5) (8) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (16) (17) (18) (19) 112 386070 114 384 070 2 00 386 070 24 9 030 62 45 0 00167 0 104 6 778 0 178 6 806 - 0 719 0 252 0 0 0 00 0 000 0 430 0.000 0.430 YES 0.215 0.319 386.389 397.560 O.K. 116 384.790 2 00 386.390 24 9.030 53.79 0.00167, 0 090 6.806 .. 0.180 7.039 - 0.769 0.269 0.0 0.00 0.000 0 449 0 949 0 449 YES 0 225 0 314 386 704 395 980 O K 118 385.430 2.00 387.030 24 8.081 75.45 0.00133 0.101 7.039 0.192 6.788 0.715 - 0 250 0 0 0 00 0 000 0 443 0 000 0 443 YES 0 221 0.322 387.352 394.040 O.K. 120 387 090 1 25 388 090 15 6 124 153 57 0 00940 1 443 6 788 0 179 5 557 0 480 0 168 0.0 0.00 , 0.000 0.347 0.000 0.347 YES 0 173 1 616 390 002 402 540 O K 122 389.240 1.25 390.240 15 4.328 120.61 0.00469 0.566 5 557 0.120 5 234 0 425 0 149 0 0 0 00 0 000 0 269 0 802 0 269 YES 0.134 0 700 391.158 394.760 O.K. 124 390 500 1 25 391 500 15 3 526 32 27 0 00311 0 101 5.234 0.106 6.363 0.629 0.220 0.0 0.00 0.000 0.326 0.139 0.326 YES 0 163 0 264 391 764 395 080 O K 126 391 190 1 25 392.190 15 2.530 51.09 0.00160 0.082 6 363 0 157 5 368 0 447 0 157 0 0 0 00 0 000 0 314 0 888 0 408 YES 0.204 0.286 392.660 396.680 0.K 128 392 310 1 25 393 310 15 1 637 174 02 0 00067 0 117 5 368 0 112 3 918 0 238 0.083 0.0 0.00 0.000 0.195 0.253 0.195 YES 0.098 0 214 395 721 402 920 O K 130 395.890 1.25 396.890 15 1.074 24.70 0.00029 0.007 3.918 0.060 0 000 0 000 0.000 0 0 0 00 0 000 0 060 0 000 0 060 YES 0 030 0 037 396 927 402.500 O.K. 132 387 940 1 00 388 740 12 1 351 7.58 0.00150 0.011 5.789 0.130 0.000 0.000 0.000 0.0 0.00 0.000 0.130 0 000 0 130 YES 0 065 0 076 388 816 394 210 O K 150 391 550 1 00 392 350 12 0.582 112.15 0 00028 0.031 2 610 0 026 0.000 0.000 • 0.000 0.0 0.00 0.000 0.026 0.582 0.034 YES 0.017 0.048 392.437 397.610 0.K 160 395 670 1 00 396 470 12 1 897 31 40 0 00296 0 093 6 603 0 169 0 000 0 000 • 0 000 0.0 0.00 0.000 0.169 1.897 0.220 YES 0.110 0.203 396.894 403.140 O K 140 390 960 1 25 391 960 15 0 949 48.15 0 00023 0 011 2.935 0.033 0.000 0 000 0.000 0.0 0.00 0.000 0.033 0.949 0.043 YES 0.022 0 033 391 993 395 000 O K e4 o `a DESIGN OF OUTLET PROTECTION FROM A ROUND PIPE FLOWING FULL 120 - -- Iv 1- ( , a MAXIMUM TAILWATER CONDITION ( T > 0.5 DIAMETER) • I I i i f i; ! i i;; 'II w— 110 • II J' 'IJI' '1 ccn 3D° TII;I� , I i illy 1 H. I, 'LI I i • �1 1", . I � 1 !I ,I liIIiil D } 100 II 1 hill/PO ciA Outlet Min. W = Do + 0.4La li I ''I dllll ll11I,'■N '1I�ry��I n Pipe 1 "'�!i I HIIIIIIII , ' I I FI Infos mina!thrill c/a Diameter, D I 90 °» La T . .. 11111111111111111 IAiI'IIl1lIiiI ' li 4 i w � i 1 . II I i..... 1 II 1 ' I .i -I riIf1 70 0 60 -- '' Nl;'I'.J - -III IIIIIIIII � III1II1iIIIIIiiøiIiii . A - gill I1k!dOaIM lllt .- � I I r, rr11l!i a um __ 'V 50 _ - I3mmi Mir III: rl4I ' 1 I Ail ,l ��II ommim II inntiit�f i ii t I I I i1 NpryII I 1 1 Wit'''''01 I Inllllllll'4Z: 1111 4ihI'� I fI iHI111I 1111111i IIII d lI ■� i I 1 1 w� .'1 I V IPIIIII , 1'i 1■ IllIlllllllllll 40 � ,: /'/11 '1N�■■�,IUI1 l/�I1:111 1111 �,�iII IIII . �� i/ 1� 1111� I1111 I�;IIIIIiI; �A11, Turn] 30 ■ . lip wltm'. 1�11 ii1111�I1�i� imi lumirima 11'� II�IIIIIIII ■ , ;,, Li I I ' 11' A �+ 20 = °:� ..lii5 dEi ! � 'iii I1i111111il Eli IIMII r 1, I Ft.it.�I,,r. r,:riing2 MIN. LENGTH 9' 10 r d-- 1i M inuommissi . II !4, O r ■�rw:. •I [ l n = D ,* , 0 - I I , II Alcn �IIN': II 1 ' JD 73 _- ,:, - , I r '.Ili RI O i. ,y �g' � I�' Cn jJ ►b Recommended Min. '' • 1 I s 1Z 6• 6' #11'11 '1� ''I' C7 z Qj dso=6�� Iii �ii i m I; ,d iiiid , �� ' m w I �m�� ■w=�l1lA� 0 r C 3 5 10 20 50 100 200 500 1000 • < U) ca.) - Discharge, ft /sec. m n O ci C —.1Fn m --I cn 0 USGS StreamStats Report Moores Creek Drainage Area to Site Outfall Region ID: VA Workspace ID: VA20181129132907087000 Clicked Point(Latitude,Longitude): 38.01659,-78.48772 Time: 2018-11-29 08r:j29 22-0500 L.N,fO rAIN w ( 0'44..• mil -A . , `,t . r- �1 r 'Crozet— wy Rr. Ir., -, }_ ' tarlottesville 4,rer,,ttLC '-'u r 13 a, is 4 A Re c a/ 4�* is /ate I%.. W,SLIE _ L :;!U"17AfS 9 r Basin Characteristics Parameter Code Parameter Description Value Unit BRMETA Percent area of metamorphic rocks within the Blue Ridge Physiographic Region 99 22 percent CPSED Percent area of sedimentary rockswithin the Coastal Plain Physiographic Region 0 percent DRNAREA Area that drains to a point on a stream 30.2 square miles ELEV Mean Basin Elevation 619.49 feet ELEVMAX Maximum basin elevation 1641.16 feet 124H2Y Maximum 24-hour precipitation that occurs on average once in 2 years-Equivalent to precipitation 3 687 inches intensity index LC01 BARE Percentage of area barren land,NLCD 2001 category 31 0 percent LCO1CRPHAY Percentage of cultivated crops and hay,classes 81 and 82,from NLCD 2001 8.5 percent LCO1DEV Percentage of land-use from NLCD 2001 classes 21-24 23.51 percent LCO1FORSHB Percentage of forests and shrub lands,classes 41 to 52,from NLCD 2001 67.1 percent LCO1 HERB Percentage of herbaceous upland from NLCD 2001 class 71 0 percent LCO1IMP Percent imperviousness of basin area 2001 NLCD 6 percent LC01 WATER Percentage of open water,class 11,from NLCD 2001 0 82 percent LCO1WETLND Percentage of wetlands,classes 90 and 95,from NLCD 2001 0 07 percent LCO6BARE Percent of area covered by barren rock using 2006 NLCD 0 percent LCO6CRPHAY Percentage of cultivated crops and hay,classes 81 and 82,from NLCD 2006 8 36 percent LCO6DEV Percentage of land-use from NLCD 2006 classes 21-24 24 65 percent LCO6FORSHB Percentage of forests and shrub lands,classes 41 to 52,from NLCD 2006 65.77 percent LCO6GRASS Percent of area covered by grassland/herbaceous using 2006 NLCD 0 32 percent LCO6IMP Percentage of impervious area determined from NLCD 2006 impervious dataset 6 35 percent LCO6WATER Percent of open water,class 11,from NLCD 2006 0 83 percent LCO6WETLND Percent of area covered by wetland using 2006 NLCD 0 07 percent LC11BARE Percentage of barren from NLCD 2011 class 31 0 percent 1 S 2S 3S Pre to LOA#1 Pre to LOA#2 Pre North Overland Flow Moores Creek �ubcat) Reach on. Routing Diagram for Pre Prepared by Timmons Group, Printed 7/16/2019 HydroCAD®10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Pre Type 1124-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: Pre to LOA#1 Runoff = 0.50 cfs @ 11.99 hrs, Volume= 0.024 af, Depth> 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.380 61 >75% Grass cover, Good, HSG B 0.240 58 Woods/grass comb., Good, HSG B 0.690 64 Weighted Average 0.620 89.86% Pervious Area 0.070 10.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre to LOA#1 Hydrograph 055 El Runoff 0.5= losodsI Type II 24-hr 0.45_ 1 YR Rainfall=3.04" 04- Runoff Area=0.690 ac °35- / Runoff Volume=0.024 of 03 Runoff Depth>0.42" °.25 Tc=6.0 min °.2 CN=64 0.154 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 9 2 I '0 �1 �I �I �ICnOCnOU16U16AAAA CO CZ CZ W NNNN1 OOOOCDCDCOCOODOOODOD �.1 �I �I �ICDCDOCDcncncncn o d (D (p:NJ 6K3O �1U1N0 -IUINO :NI UINO �IU1N0 -1U1NO -IUINO -1U1N0 �1U1N0 -1C11N0 --JU1N) 0 16K) 6 �I6NO -s 3 p-0 U1 O 01 O U1 O U1 O Cn O C11 O 6 O 6 O U1 0 Cn O Cn O 01 O 01 O 6 O U1 0 Cr 0 U1 O 6 O 01 O 6 O (Ti O U1 O U1 0 01 O Cn O U1 0.N.� CD (') A) D ip =' 'o 0 a N N N N N N N N N N N N N N N N N N ND N Iv NJ N NJ1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 z0(1) �I �1 �I �1 �1 -.160en <n01C71666 64=. 4=. 41. W6J6aN -a0100 �I �10Cn6inUlU14=. 41. 4=. 4:. 6aCoCo a6> CJNNNNNNNi 2 p CDCD �ICDAOD -, CDODCD ? NCD �1cnN3 DCDWCDU10 J1N CO � N CaCCOCICnCO6N3CD � 11N) 0 W N O IC 1CO �IOAGJNOCD� . 0 03 5' m x 3 0000000000000000000000000000000000000000000000000000 � O `D0 W Co Co Co Co Co Co Co Co Co Co Co CoN K.) K.) K.) N K.) N N 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 En cn = CO .J .JCn01U1 ACC.) co N 100 CD CO �ICDcn co N OODO) N0000000000000000000000000000� Cn ) 0 X rn - cn O DD 0. �-0 00CD000CDCDCDCD000C) CO00C3CD000000000000000000000000000000000� = too 0 0 0 0 0 0 06 0 0 0 06 0 0 0 0 0 0 0 0 0 -, A 0 06 0 0 06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06 0 0 .. N.)N N.) N.) N ND N ND N.) ND N ND ND CO CO CO CO CO A A U1 �1 0 C0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 O S CD �. I ivs 0 a O CD CD CD CD CD CO CO CO C p o -.J01N0 -1U1N0 3 N 0) o 6 0 U1 0 U1 0 6 O CD a, > n 0 5 -0 ID 0 N NNNNNNNN 7- O C) CCOCO � C 01ACa - 0 N� 3 a) CD m 5 o X 3 cn g CDOOOOOOOO N 2 1 C AAAAAAACo6> y Cn CI) -t N N1 -, 100CDCO� V1 O 13 3 -I CD r I- II 0 C) - 000000000 (-3S I13 - 000000000� o 0 N iv N D � N DO m E a , v ly O) I N . CD o O GOCO : Pre Type ll 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Pre to LOA#2 Runoff = 0.75 cfs @ 12.06 hrs, Volume= 0.043 af, Depth> 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.200 98 Paved parking, HSG B 0.390 61 >75% Grass cover, Good, HSG B 0.200 58 Woods/grass comb., Good, HSG B 0.790 70 Weighted Average 0.590 74.68% Pervious Area 0.200 25.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.4 100 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 12.1 175 Total Subcatchment 2S: Pre to LOA#2 Hydrograph ❑Runoff 0.8= I 0.75 cfs I 0 75 Type 1124-h r 0.65= 1 YR Rainfall=3.04" 06+ Runoff Area=0.790 ac 0.55 Runoff Volume=0.043 of 0.5= ° Runoff Depth>0.65" 043 Flow Length=175' u. 0 35- 0.3= Tc=12.1 min 0 2-i V CN=70 = , 005 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) m- IUD J �1 �1 ',1000CD6cn 6 641A4141w0.) wwNNNN1 -+ OOOOCDCDC0 00 CO CO CO CO �I �I �1 �1 CD CD CD 0Cncncnc7 , _ 0- (p no (JnOCno (mool)10c0n0Colooln1 001oCD (Jn0 (07100110CNn00110U10c�)10010010010CD U710CN11010ClooloCNn0 (Jn0U10 y (D3 nil) D (p =' 0 0 N N N N N N N N N N N N N N N N N N N N N N N N O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S n 1 �1 �I �I �1 �1 -.J Cr) 0 0 0 0) 01 01 01 en A A A w w w N -. o -+ CO �I �I O O 01 01 01 in A A A A w w 'co w w w N N N N N N N � N -O O CD �IQ) Aw1CD000) ANCD -JCnNCDOw (D6CGJU1N0000010 NOOO) NO �1 (nN000OCnwNOCD �10Aw NOCD+� . 0 —I O 3 5' m o x f 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD CDzr o CD 0) 0101 enenen0101 n6 n A A A A A A Awwww N0000000000000000000000000000 Cl) (OA Cn CD C D CO CO --A CD (n A co N --. 0 C D 0 0 CO (n A ND CDCO CO CO 0 c n ND CD CD CD O CD o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v C� 3 cn co = CO � 01 O w � - �-0 0000000000000000000000000000000000000000000000000000� = t� OO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - N O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u 0 -1 N N N CO w CO CO CO CO CO w A A A A A U 1 U 1 CO 1 CO OD w V A CO o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.-- CO O CD Z = NDm- 0 CI O CD CD CD OD CO CO CO CO C _. ...IO O -IU1N0 �1C11N0 N 3 N 0 o0Ov, ocnomo .. 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Pre Type 1124-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: Pre North Overland Flow Moores Creek Runoff = 0.61 cfs @ 12.07 hrs, Volume= 0.039 af, Depth> 0.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.140 98 Paved parking, HSG B 0.300 61 >75% Grass cover, Good, HSG B 0.680 58 Woods/grass comb., Good, HSG B 1.120 64 Weighted Average 0.980 87.50% Pervious Area 0.140 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 230 0.2300 2.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.3 140 0.1000 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 11.9 370 Total Subcatchment 3S: Pre North Overland Flow Moores Creek Hydrograph 0 65- ❑Runoff �o.61 cfs I 0 6- Type 1124-h r 0.55- 1 YR Rainfall=3.04" °5- Runoff Area=1 .120 ac 0.457 Runoff Volume=0.039 af 0.4 0.35- Runoff Depth>0.42" u. 0.37 Flow Length=370' 0.25_ Tc=11 .9 min 02 CN=64 0 15] 0.1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) = _ -015 . 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N N N N N S O 4 .D.)Ccoo00 Co WV0) CnA Co Co Co W - O�7 Z 5' 8 X cp 0 0 0 0 0 0 0 0 0 m 0 3 A A A A A A A W W N N 0 -- NN -, 1 -• OOCOC - (/) C O (D O Z Cl) 0) r r DO a. n y 000000000� , 11 0 0 0 0 0 0 0 0 o N o cD NNNNNNNNCJ.� c c44.E Iv O y sl n CI Eir v !y 7) rn II Q N W • CD o O V CD z Pre Type 1124-hr 2 YR Rainfall_3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1 S: Pre to LOA#1 Runoff = 0.90 cfs @ 11.99 hrs, Volume= 0.041 af, Depth> 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.380 61 >75% Grass cover, Good, HSG B 0.240 58 Woods/grass comb., Good, HSG B 0.690 64 Weighted Average 0.620 89.86% Pervious Area 0.070 10.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre to LOA#1 Hydrograph 1-/ ❑ Runoff 1 I()sods Type II 24-hr 2 YR Rainfall=3.68" Runoff Area=0.690 ac ./ Runoff Volume=0.041 af Runoff Depth>0.71 " Tc=6.0 min CN=64 0 .„- , , . . , . , , , , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ZO'0 179'0 L£'E SL'L l ZO'0 £9'0 96'6 OS'L 1 ZO'O Z9'0 VET SZ'L CO'O Z9'0 Z6'6 0011 CO'0 19'0 0£'6 SL'91 EO'0 09'0 8Z'E O9'91 EO'0 69'0 9Z'E SZ'91 £0'0 89'0 1Z'E 00'91 EO'O LS'0 ZZ'E SL'S l EO'0 99'0 61'6 09'9 1 EO'0 j75'0 L l'E SZ'S l 170'0 ES'0 bl'E 00'91 170'0 ZS'0 ll'£ SL'171 10'0 1S'O 80'E O9171 170'0 6b'0 SOT SZ171 170'0 ZO'E 00171 90'0 9b'0 86'Z SL'E 1 90'0 1717'0 176'Z OS'61 90'0 Z17'0 68'Z SZ'£l LO'0 0W'0 178'Z 00.61 80'0 8£'0 8L'Z SL'Z l l l'0 S£'0 OL'Z OS'Z l 91-'0 16'0 09'Z SZ'Z l 88'0 SZ'0 1717'Z 00'Z l 90'0 ZO'O ZP'1 SL'11 00'0 00'0 170'1 OS'11 00'0 00'0 b6'0 SZ'l l 00'0 00'0 98'0 00'1 1 00'0 00'0 08'0 SL'01- 00'0 00'0 SL'0 09'01 00'0 00'0 1L'0 SZ'O1 00'0 00'0 L9'0 00'01 00'0 00'0 £9'0 SL'6 00'0 00'0 09'0 09'6 00'0 00'0 LS'O SZ'6 00'0 00'0 179.0 00'6 00'0 00'0 1S'O SL'8 00'0 00'0 61'0 OS'8 00'0 00'0 91'0 SZ'8 00'0 00'0 1717'0 00'8 00'0 00'0 Z1'0 SL'L 00'0 00'0 017'0 091 00'0 00'0 86'0 SZ'L ZO'0 lL'0 OS'S 00'OZ 00'0 00'0 9£'0 001 ZO'O OL'0 617'6 SL'61- 00'0 00'0 SE'0 SL'9 ZO'0 69'0 817'6 O9'61 00'0 00'0 EE'0 OS'9 ZO'0 69'0 917'6 SZ'61 00'0 00'0 16'0 SZ'9 ZO'0 89'0 917'6 00'61 00'0 00'0 6Z'0 00'9 ZO'O L9'0 11 C SL'81 00'0 00'0 8Z'0 SL'S ZO'O L9'0 ZV'E O9'81 00'0 00'0 9Z'0 0S'S ZO'0 99'0 11'6 SZ'81 00'0 00'0 SZ'0 SZ'S ZO'O 99'0 66'6 00.81 00'0 00'0 EZ'0 00'9 (sp) (sayou!) 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(sanoy) liouna sseox3 •dioaid awil uouna ssaox3 •dioaid aw!j L#VOi of aid :S L }uewgoieogns aoj gdea6oapAH 6 abed O1-1 suopios aaemPS ad00.PAH 91.0E OO 8E990 u/s 61-0010l ®adaoJPAH 6103/91-/L Pa1uud dnoJD suowwil Aq paiedeid „89-8—// fined t/A 0 // adAj aid Pre Type 1124-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 2S: Pre to LOA#2 Runoff = 1.21 cfs @ 12.05 hrs, Volume= 0.066 af, Depth> 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN _ Description 0.200 98 Paved parking, HSG B 0.390 61 >75% Grass cover, Good, HSG B 0.200 58 Woods/grass comb., Good, HSG B 0.790 70 Weighted Average 0.590 74.68% Pervious Area 0.200 25.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.4 100 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 12.1 175 Total Subcatchment 2S: Pre to LOA#2 Hydrograph 0 Runoff 1121 cfsj Type 1124-h r 2 YR Rainfall=3.68" 1- Runoff Area=0.790 ac Runoff Volume=0.066 of Runoff Depth>1 .01" LL Flow Length=175' Tc=12.1 min CN=70 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) _ 7- = -0 •D JJJJ0) 0) 0) 0') (nCOincn � � � l1. wwww NNNN 1 _ � OOOOCDCDCDCDODOOCOCOJJJJO) O') O) Q) 9191 1 0 a (D J (nN0 JCnNO J01N0J 'in NOJ01NOJ ()1N0 JUIN6JCni0JU1N6J0IN0JCnN6J01N0J01N 0 N 2 0D 01O01 O in O (nO (no (no (nOcnO (nO (no01o01 O0n O01o010 Cn O (n O (xi O cn O cn O (nOCn O (n O ()10 (n O (xi O co () ) D (D w w w w w w w w w O. w w w w w w N N N N N N N N -- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0" n ®< wwwwwiiNN - - - - 000 (1 () OOOOJJO44. 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Do m D, Q va)o 1 rn II N N Pre Type 1124-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Pre North Overland Flow Moores Creek Runoff = 1.13 cfs @ 12.06 hrs, Volume= 0.066 af, Depth> 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.140 98 Paved parking, HSG B 0.300 61 >75% Grass cover, Good, HSG B 0.680 58 Woods/grass comb., Good, HSG B 1.120 64 Weighted Average 0.980 87.50% Pervious Area 0.140 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 230 0.2300 2.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.3 140 0.1000 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 11.9 370 Total Subcatchment 3S: Pre North Overland Flow Moores Creek Hydrograph ❑ Runoff 1113cas] Type II 24-hr 2 YR Rainfall=3.68" Runoff Area=1 .120 ac / Runoff Volume=0.066 af Runoff Depth>0.70" Flow Length=370' Tc=11 .9 min CN=64 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) m- I -1 -1J -JO) 0) 0) CD6LnUlU1AAAAwwwwNNNN1 � OOOOCflCDCD00 00 00 00 00 -1 -I �1 �1O0CD0, 66 Cn o . 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Tv V 1 0)N W CD _ CD 0.3 03 CO Pre Type II 24-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCADOO 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1 S: Pre to LOA#1 Runoff = 2.33 cfs @ 11.98 hrs, Volume= 0.101 af, Depth> 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.380 61 >75% Grass cover, Good, HSG B 0.240 58 Woods/grass comb., Good, HSG B 0.690 64 Weighted Average 0.620 89.86% Pervious Area 0.070 10.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre to LOA#1 Hydrograph ❑ Runoff I 2.33 cfs I Type II 24-hr 2 10 YR Rainfall=5.55" Runoff Area=0.690 ac Runoff Volume=0.101 af Runoff Depth>1 .76" 0 Tc=6.0 min ' CN=64 0 /r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) = 2 -0 -0 �1 �1 �1 �J0) 0) 0) 0) cnCnCncnAAAAW OD W CO NNNN1 � OOOOCDCDCDCDCONOOCO �1 �1 �1 �1QnCD0 CDcncn ncn 2 -1 QCD CD -,1CnN6 �I61NO �ICnN6 �1CnNO1CnN0 �1CnNO .1CnN0 �ICnNO �1CnN0 �1CnN0 �1CnNO �ICnNO �ICnNO 3 OD cnOcnocnOcnOcnOcnOcnocnocnocnocno01o01o01ocnocnocnocnocnOcno01ocnOcn0cnOcnocno CD nA) 5" v 0 Q (nCnCn (nAAAAAAAAA A AA AAAAAA W CO N 00000000000000000000 N n ®� OOOOCD (D (D00000 j -J0) 0) 0) CnCnA W N10CD0) iCnA W N100CDCDOOOO �I �I �1Q) 0) 0) inCnCn0nAAAA W W O CDO) WOOOCnNDCOCnNOOACDCnOCnCWO) COCDCpNCbCn .IN01W0) OCn00) N �1W0 -.J . —OCnNO -IANO �ICn y� 0 o3 5' m -a x 1 co co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CDs c 0 0 0) 0) 0) cn cn Cn Cn Cn A A .4. .. 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I-33 0 0 `c�i 00oo00000 � , I- CD 000000000 o 0 co A A A A A A A Cn D — 4t No 0 CD Q ES ) 0 IS) ) • pi CD N (31 _ O_ cn (�1 CD Pre Type 1124-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 2S: Pre to LOA#2 Runoff = 2.74 cfs @ 12.04 hrs, Volume= 0.147 af, Depth> 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 0.200 98 Paved parking, HSG B 0.390 61 >75% Grass cover, Good, HSG B 0.200 58 Woods/grass comb., Good, HSG B 0.790 70 Weighted Average 0.590 74.68% Pervious Area 0.200 25.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.4 100 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 12.1 175 Total Subcatchment 2S: Pre to LOA#2 Hydrograph 3- ❑Runoff 1274cfs I Type II 24-hr 10 YR Rainfall=5.55" Runoff Area=0.790 ac 2-Runoff Volume=0.147 af Runoff Depth>2.24" 0T. - Flow Length=175' Tc=12.1 min 1- CN=70 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0- 2 -0 13 "I "I "I "l 0) coO) O) Cn (n (n (n A A A A CO CO CO CO ND NJ ND ND 1 O C) C) CD CD CD CD CO CO CO CO "I "A "I v COO) O 0) cn 6 6 600 ' 01 CD D �ICnNO �ICnNO �I6N0 �16NO �I6NO �ICnNO �ICnNO �ICnNO �ICnNO �ICnNO "ICnNO �ICnNO :NI CnNO -s 3 O -0 01CD (nOCnOCnOCnOCnO (nOCnO (nO01O01O (J1O01OCnOCnO01O (rO (nOcnO01O01OC71O01OcnO01O (nO CD C) W D al -0 0Q 6 n6 n41AAAAAAAAAAAAAAAAACOCON OOOOO000000000000000 � n �s< 0000 (D (D (DOD0000 �1 �I0) 6O) 01 6A Co N1000O) -. 01 . 6) K3 L+ CD C3 Co 4D CECE - I -I -IOD0) 0) 0101010IAAAA0) 0) CD CD CD cn 03 CD co 6 ND CO 6 NJ CO 41 CO cn CD cn CD CO CD CO CO CONDCO01 "1N0 -+ 0) CDCD010O) N "IC.) 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D ND m Do Q v m 1 A> 0) rIII • ` v 1 CD N _ O_ �1 U0 C11 Pre Type 1124-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 3S: Pre North Overland Flow Moores Creek Runoff = 3.05 cfs @ 12.05 hrs, Volume= 0.164 af, Depth> 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 0.140 98 Paved parking, HSG B 0.300 61 >75% Grass cover, Good, HSG B 0.680 58 Woods/grass comb., Good, HSG B 1.120 64 Weighted Average 0.980 87.50% Pervious Area 0.140 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 230 0.2300 2.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.3 140 0.1000 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 11.9 370 Total Subcatchment 3S: Pre North Overland Flow Moores Creek Hydrograph 0 Runoff 13.05ds 3- Type 1124-h r 10 YR Rainfall=5.55" Runoff Area=1 .120 ac Runoff Volume=0.164 of 2- Runoff Depth>1 .76" Flow Length=370' Tc=11 .9 min 'J CN=64 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) s 173 -0 �1 �1 �1 �1 O 0) C) O) Cf1 Cn U1 C11 A A A A W CO W CO N N N N 1 1 1 1 0 0 0 0 CO CO CD CD CO CO CO CO �1 �1 �1 �I O O O O UI Cji Cn cn S d a) �IUiN0 - 01N) O -.1CTiiC �l (1N0 �ICTiNO .IUINO �IU1NO -lU1NO �JCnNO �IUINO -IU1NO -J01N) 0 jU7N0 3 OID ()I O 01 O Cn O 01 0 0l O 01 O 01 O 01 O Cn O 01 0 (xi 0 01 O 01 O (xiO 01 O J1 0 01 Cn O 01 O 01 0 01 O 01 O 01 O 01 O 01 O C O Cn 0 CD 0 > CD 3' -0 0CL CT) 01U10nAAAAAAAAAAA AAAAAAACZCO N 00000000000000000000 N n = ®� OOOOCOCOCOCbCb00 -J -J0) 0) O) 0101 . () N � OCOC7) --LCnAGJN100CDCOCJ000 -1 -1 -10) O) O) 01CnCT101AAAA (ACA) O -O' '< 0 COCnGJ003CnNCO01NCbACDUI00I0C,.) O) 00CDCO NCOC1 �IN0 -• C�.) 0) 0Cn0O) N -.J0) 0 CIA -+ CO CTN0 �JAN0 -.1 (n.� . O. b 0 03 n X co (.03 00000000000000 (D000000p00000000s ° n� 0 O) O) O) (nU10n0J10nA A A .41. Ca Ca Ca Ca NN � � OOCDCo . 000000000000000000000000000 N N '0 Ci) m AN000O) CJIC.) � 00O) A � 0D0) 0) 0O) CaCO ACON) ) 00) Ca) -11000000000000000000000000 Cn = _, o 0 0) -. W O 7) C (b-D O O O O O O O O O O O O O O O O O O O O O O o N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cj c Cr 0000000 • NNN (aACa V (a000000000000000000000000000� 0 0 N co co CO (0 (DCDCD00 -• NNCJ (a A0) M0NCI) 1 �1CDC71O) -JAN00000CD000000000000000000 -,, CD 0_ ,I. o 0) S = m- 3 0CL CD000DCDCbCb (>00oco . 3 0 0 �I (JIN0 -.JCni0 - 3 ^- 0 OCnO01OCJ100nO co W D CO 0 - O Cii 0J C1 C) Cn C1 CJ1 91 Cn N(D0 N 0 �� AOD �JU10a0O0) A1 Z I 0 3 m .�.. Cn S 0 0 .I -.1 -.1 -.1 -.1V0) CnO) N N 0 '"' NJ 0) A Ca 1 0 CO V CI1_- CA C O CD 0 � co 0 r 70 a. C� 'i CD 00o Co CD 00o3m mCD 000000oo0vo C O) O) O) 0) �1vvJ00 _,, L * N.) C 41. O O -, O O N DO Q Do S V 0) 0) II • � CD N cm _ O CI CD CDU1 Pre Type 1124-hr 100 YR Rainfall=9. 12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s'n 06538 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment 1 S: Pre to LOA#1 Runoff = 5.57 cfs @ 11.97 hrs, Volume= 0.249 af, Depth> 4.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.380 61 >75% Grass cover, Good, HSG B 0.240 58 Woods/grass comb., Good, HSG B 0.690 64 Weighted Average 0.620 89.86% Pervious Area 0.070 10.14% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Pre to LOA#1 Hydrograph 6- 55'dsl Type II 24-hr 100 YR Rainfall=9.12" Runoff Area=0.690 ac 4_ Runoff Volume=0.249 af Runoff Depth>4.33" 3 3 Tc=6.0 min CN=64 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �1 �1 �1 �1CnCn0) 0) CnCnCnCnAAAA CO CO CO CO NNNN1 -+ 11000000CDCDCOOOCOC)D00 �1 �1 �1 �10) CnCnCnCnCnCnCn OC = CI CD a) �1CnNO �1CnN0 �1inNO �1CnN0 .j61N6 �16N0 i01N) 0 .I6NO V6KO .j6N0 �16NO �16N6 �I6NO N 3 oD Cn O 01 O Cn 0 01 0 Cn O Cn O Cn 0 Cn O Cn O Cn O 01 O CJ1 O Cn O Cn 0 01 O 01 O Cn co Cn O 01 co 01 O Cn O Cn O Cn CD Cn 0 C71 O Cn O.-- CD (') S)) 0 0_ o co00 00 00 00 0oCOCo �1 V �I �1 �1 �1 �J �1 �1 �1 �1 ^100) 0) CD CO NNN OOOOOOOOOO =5 (OD ®. W W NN 1BOOCOCD00 -1L10) Cn ? C.) N � OCO -1 .AOCn6 Lot--L DOJ -IOCn � � W N N a000CDCDCOCD -I -IO) On0) Ul co 0) -. �lNCO CO CO CO -J CnCO 40) 000OCD -.J4, C004. CnW CO CO 4, CD0) 01Cn0) CD 1A �l CnCDAOCn00) 1vW 000n -+ mil.. Co -! 3 5- 0 m 1 x ? A A W W W W W W W W W W W W W W W W W N N N N O O O O O O O O O O O O O O O O O O O O O o o O O O O O 7" C) OD OOOCOCOC) Coen ..1 �J0) 0) 0101 ? W W N � OCD �1Cn W -1 W N i 100000000000000000000000 (D (/1 Wm �JW CDMK) W A00) -• O) -, 60 W LION W W NOOWONO -+ 0) NCOM4. W N -L10000000000000000� (n O 0) 00 _ a) Cn O W C O.DJ -I �-0 0000000000000000000000001 -L00000000000000000000000oQOO� g 8 O NNN W W 01 -1W AN 1 000000000000000000000000 u O -1 N 000 � � � -+ N CO4. CJ1Cn0 �1000DNA00N001CO AOCn �1NCO �16 A CO N N i -+ 000000000000000.� =t p) O 3 I = O CL CD D6000DC)o0000COc p o �JUlivCD �1U11v o 3 w 0 OCnO6OCnO6O.� CD Cr D n 0 5 D C) Cl) oD ao ao ao ao ao ao ao ao s C) GOmmcoCcnmcoo4. 0 yT3 3 N m m 7 X g A .D A ? AAAAA M rn N 1 C W C.) 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SD O N 1 N O a Pre Type 1124-hr 100 YR Rainfall=9.12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 2S: Pre to LOA#2 Runoff = 6.05 cfs @ 12.04 hrs, Volume= 0.332 af, Depth> 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 0.200 98 Paved parking, HSG B 0.390 61 >75% Grass cover, Good, HSG B 0.200 58 Woods/grass comb., Good, HSG B 0.790 70 Weighted Average 0.590 74.68% Pervious Area 0.200 25.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 75 0.1300 1.80 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 11.4 100 0.0400 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 12.1 175 Total Subcatchment 2S: Pre to LOA#2 Hydrograph ❑Runoff 16.05 as I Type II 24-hr 100 YR Rainfall=9.12" Runoff Area=0.790 ac Runoff Volume=0.332 af 4- Runoff Depth>5.04" LL 3- Flow Length=175' Tc=12.1 min 2- CN=70 1- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) s = -0 'a -1 -J -1 �1CDCnCnCDcn cncncn41AA4, Ca) COCOCa) NNNN -+ -+ --+ CD CD CD CD CD CD UDCDC0000000 .1 �1 �I (ICDOcncncncn66 c C- CD CD J01N0 V6N0 (401N6 (I6N6 (.I6N6 .I6N6 .I6N5D (46k) 0 (A6N0 .J6N6 �I6N5) (401N5D .466N6 N 3 O-o CFI O U) O U) O Ch O U7 O CT O C 1 O Ch O Cn O Cn CD CFI O Ch O Ch O U1 0 CT O CT O Cn O Ch O Cn O 01 O 01 O 01 O 01 O Ch O CT O Ch O.- CD C) Pa D m 5" 13 0Q co co c0 00 00 co 00 CO �1 �1 �I �1 --A �1 �1 ..I J .I �I �1 CD CD Cn CD 03 NJ N N CD 0 0 0 0 0 0 0 0 0 Cs n ®� Co Ca) NN 110000COQO V .15n014, C.JN -, 6Cb (I ?. 6 66Cr) i (D50 (45) 01 Ca) NN1000CDCD0001 (J0) 0) 0) 6 O�� O Cn1 -INCOCa) CO C.) -4 -+ 6Cp1ACncDCDCD .44, DO4, cncoCbGJACOcncn nCnCD1 A �11UnCO AOUn 0C7) -+ (40ICDcn -a .4 6 H 03 ' m x CD 3 A A ? A A A A 4, 4, A AA A A CO CO CO G J 03 G J CO N 0 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D- n CD -I . .J0) n6CT1 ? . 6.) 6.) iv iv la OO CO Cb -JCn6Ca laCo6 ? .) .) N 11110000000000000000000 O t/O) h -JAOCnN -.JCOCD 4, CO ? OONCnCO N - CD CD N) - 0) 4, Ca) CDOJO4, CDUINOOOCD6) 4, Cw) N -+ -• 00000000000� C/l D 0) 0 0 `< CD 6 p Ca) a) a w-0 o oC3CDCDCD oPOOCDC) ooCDCDCD CD ooCDC7 -+ (J1 � CDOCDCD5D CD 0 CD CDoo o o OO O C7 C7 C7 C7 CD OOpo o o n S C Oo NNNNNCa) (a) 41in6000b -' Ca) N 111000000000000000000000o� 0 t� N N NCa) CO . . . 01 ) -J0) CD01Ca) 0103N) 0) Ca) NOC4 .- CO . . 03 ? 1CD -4cn601 . C.) NN � 1 � 0000000000 =D. D) O cn — I IvD- 0 a O CO CD CD CD 03 CO CO CO c N p 0 �1C71NO .ICJINO N n OCpOCnCU1CU10— CD Q D f) 0 3 "O 03 C) CO CO CO CO CO CO CO 01 CO CS CD n coocrin) c(0 in 1N) 01 . N 9 3 w m CD 0x ' . O cn6 cn ? A � A � � m m N ETOo6CD (D (DCoCoCo 2 Cn Cl) Ch Cs) owl ? -' Cb � i� Ch O CD r- "-i I- ii 0 n 13 cb 000000000 (-:)-- S r O 0o 0 0 CO CD CDOOO � iN� --^ D N Z 0 0 5. Do aa' - a) w cs)— II fD N . O_ v 03 CO Z. Pre Type II 24-hr 100 YR Rainfall=9. 12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 3S: Pre North Overland Flow Moores Creek Runoff = 7.49 cfs @ 12.04 hrs, Volume= 0.403 af, Depth> 4.32" Runoff by SCS TR-20 method, UH=SCS. Weighted-CN, Time Span= 5.00-20.00 hrs. dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 0.140 98 Paved parking, HSG B 0.300 61 >75% Grass cover, Good. HSG B 0.680 58 Woods/grass comb., Good, HSG B 1.120 64 Weighted Average 0.980 87.50% Pervious Area 0.140 12.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 230 0.2300 2.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 10.3 140 0.1000 0.23 Sheet Flow, Grass: Dense n= 0.240 P2= 2.89" 11.9 370 Total Subcatchment 3S: Pre North Overland Flow Moores Creek Hydrograph ❑Runoff 8 l749 tsJ Type II 24-hr 7- 100 YR Rainfall=9.12" 6- Runoff Area=1 .120 ac 5. Runoff Volume=0.403 af Runoff Depth>4.32" o 4- Flow Length=370' 3- g10 Tc=11 .9 min CN=64 2- 5 6 7 8 9 10 ' 12 13 14 '5 ,6 17 18 19 20 Time (hours) or = -ij12 �1sI �4 �1COCDcnCD6 (ncn64 4 44COCJCAGJNNNN1 -A -A 10000C00000 (DOOOOODOD �I �I �I �lOcn00Cn (n (" 01 o Q- (D (D VCni0 J01N0 �16N0 J6N0 �16NO �4i1N) C) J 6N0 --1 (nN0 J01N) 0 �401NO -J6NO -.JCT) N0 -I6N0 ( 3 O"0 Cn O Cn 0 (n O (n O Cn 0 (n 0 Cn 0 (n O (n O Cn 0 (n O 6 O 6 0 (n O (n O Cn 0 (n 0 (n 0 (n O 0 1 0 Cn 0 (n O (n O U1 CD 6 0 (n 0 CD (') A) D (D M' 13 0 Cl_ 000000cocoCp0000J �Ivvvvvvv �1 �1 �1000OGONNN OOOOOOOOOO n = ,1� ioioNNA1000D4DDCO �1 �ICn6 ? Co NiCC .-4 ..o. 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COCON1000000000000000.y -. 03 O 0.0 C) CO 3 = s 3 N)o co co co co co co 00 00 g ,. 3 0 0 :-.4 (nK0 -401N0 j 3 .-0a CD UZO V1O010010 - CD CO D 0 5 -0 (n C 0000C7oCb0o0o0ococo sn 4. - CocnNCVD (0nNC 0-. 2 114 O CD X A. c/) 4 -4 -4 4 P A 4 4 S N ? 0 C.) (.) NNNN -. -+ - 2 0 .' W -' co cncoCD �I440� CA C O CD O Z cn 11) r M a 000000000� m 71 CD 1NNCOCO44Cn (n� o *Er N c O -' O -. O y O O. Ali Z v Li 1 a) a) /I • CDN O �. U▪1 co N 0 0 0 (4S Post through ipe Post heet Flowing Post to LOA#1 Post to LOA#2 Sytem to Mores reek Nor Overland to oores Creek Of Total Post Flow Overland to Moores Creek (Subca) Reach 'on. MU Routing Diagram for Post Prepared by Timmons Group, Printed 7/16/2019 HydroCAD®10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Post Type ll 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1 S: Post to LOA#1 Runoff = 0.39 cfs @ 11.99 hrs, Volume= 0.017 af, Depth> 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) _ CN Description 0.080 98 Paved parking, HSG B 0.240 61 >75% Grass cover. Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.320 70 Weighted Average 0.240 75.00% Pervious Area 0.080 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Post to LOA#1 Hydrograph 0.42_/ ❑Runoff 04; `39ct;l 038+ Type II 24-hr 0.34+ 1 YR Rainfall=3.04" 0321' Runoff Area=0.320 ac 0 3= 0.281r Runoff Volume=0.017 af 0.261 0.24' Runoff Depth>0.65" 3 0.22= ° 0.23 Tc=6.0 min LL 0.187 0.161 CN=70 0.141 a 0.12-] 01 0.08; 0.041 O z / 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) l0'0 09'0 6L'Z SL'L l l0'0 69'0 LL'Z OS'L l l0'0 89'0 9L'Z SZ'L l 1.0'0 89'0 IL'Z 001 l 1.0'0 LS'0 EL'Z SL'9l l0'0 9S'0 IL'Z 09'9l l0'0 SS'0 69'Z SZ'9l 1.0'0 VS'0 89'Z 00'9l l0'0 ES'0 99'Z SL'S l l0'0 ZS'0 179'Z 0S'S l l0'0 1S'0 Z9'Z SZ'SL l0'0 09'0 6S'Z 00'91. Z0'0 LS'Z SL171. 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(seqou!) (savoy) (sp) (sayoui) (sayou!) (sanoy) ttouna sseox3 -dioaad quail ttouna sseox3 .dioaad awil l#VO1 01 ISod :S l luawgo;eognS Jo} gdea6oapAH £ abed 911 suoitnioS aaennitoS aV3OJPAH 910Z O 8E990 u/s 6[-00'0 l ®avooJPAH 6I-03/9l/L Patuud dnoao suowwil Aq paiedaid „170'E=llefuleel NA l ay-1z 11 edAfl Isod Post Type 1124-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 2S: Post to LOA#2 Runoff = 0.30 cfs @ 11.98 hrs, Volume= 0.013 af, Depth> 1.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.080 61 >75% Grass cover, Good, HSG B 0.150 78 Weighted Average 0.080 53.33% Pervious Area 0.070 46.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post to LOA#2 Hydrograph ❑Runoff 032= 10.30 cis 03- Type II 24-hr 0.28 0.26- 1 YR Rainfall=3.04" 0.24_ Runoff Area=0.150 ac 0.22_ Runoff Volume=0.013 af Tti 0.2= ca 0.18 Runoff Depth>1 .05" ° Tc=6.0 m i n 0.14- 0.12 CN=78 0.1 0 08 0.06 0.04 ° 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) --A "A --A 0) C D C D cn 6 n cn cn 41 ? A A CO CO CO W ND ND ND N � 1 � � 0 0 0 CD CD CO (D CO CO CO CO --A --4 �1 CD 0 0 cn cn cn n cn c Q N 6Ka6 CnNO 6KaCD 6K3CD 6N0 J6KDCD 6N0 CnNO LICnNO 6n) 6 6KaCD 6N0 6N0 N cn CD cn CD 6 CDcn CD cn O cn CD cn CD cn CD cn CD to CDcn O cn CD cn CD Cr CD 6 CD cn CD cn CDCn CD cn O cn CDcn O cn CD cn O cn CD cn CD cn O— CD C) Sl) > cD 0 0_ N N N N N ND ND ND no N N N N N N N N ha ivN N N N Na1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -CD 1-A CDCnCDCD Cr) 6667Cn4, 4, 4, W W W N -+ O Co CD CD 010101 n .A ? ? A 'co W W W W W NNNNNNN1 (D O CC) 0) ? W 1CD000) 41NCD �ICnNDCDO) COCDCnC CO CnNODCDCO -+ C) NCOCPNO �1CnN00 CD CO NOCD J0) 41W NOCD�� • —I O3 m x C O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 O 0 0 0 0 0 0 0 n O CDCDiD (DCDCD 'co CD 'co 0oCo 'co 0oCoCo -l -l - -J0) O) 0) in4, -, 000000000000000000000000000 v�i N Cb -10) Cna CO NOCDCb0) Cn CO NOCOC) ANCDO) N �ICD CO N -+ 000000000000000000000000 cn - 01 CD 0 I co c 0 Q co c) CI CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD� O O O O O O O O O O O O O O O O O O o 0 0 0 0 N O 0 0 0 O 0 0 0 0 0 0 O 0 0 O O O O O O O O O O O 0 0 0 0 N N N N W A CD O) i 0 0 0 0 0 CD 0 0 0 0 0 C) CD 0 0 0 0 C) 0 CD CD 0 0 0 0 0 . O_ 0) . 141 NDS 0 C1 CDCD CD CD CO CO CO CO CO c N O -JCnNO -1CnK6 ( 3 C C) CD cnC6CCnC6c)— CD a D n 0 5 -0 U) c) ►u N Na N N N N N N n �. 0 CC0o0Do °J° CD641• w1° o�T3 W 5' m - w 00 N 0 c6666666CD22 N cn cn CO NN -+ OCDvcn 0 C" cn r ^� r 70 G n 000000000� 3 r 000000000� o O CD O 0 0 0 D A m a , v � ✓▪ I} IV .W • CD o cn m Post Type 1124-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 3S: Post through Pipe Sytem to Mores Creek Runoff = 6.14 cfs @ 11.97 hrs, Volume= 0.278 af, Depth> 1.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 1.440 98 Paved parking, HSG B 0.590 61 >75% Grass cover, Good, HSG B 2.030 87 Weighted Average 0.590 29.06% Pervious Area 1.440 70.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post through Pipe Sytem to Mores Creek Hydrograph z ❑Runoff 16.14 crs 6: Type II 24-h r 1 YR Rainfall=3.04" 5- Runoff Area=2.030 ac Runoff Volume=0.278 of 4- Runoff Depth>1 .64" LL 3- Tc=6.0 min CN=87 2- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) s = -0 -0 JJJJ CT) O) Ci) CnCnC11CJ1Cn41. A � -11. GJW CO W NNNN1 � � � 0000 (DCDCDCD03COCOCDJJJ -IQ) Oa) d') C.T1CJ1U1 CT) c° = 0- CD 0 JCnNOJinNO JUINOJCnNOJinNO JCnNOJinNO JCnNOJU1N0 JinNOJCnNOJCnNOJCnNO 3 O13 rF 010010Cn0010010CnOCnO010010010010CnOCnOCnO 1 C11OCJi000010Cn0Cn0Cn0Cno01OCn0CP0CP0 N CD 0 � D CD n -0 0 Q N N N N N N N N N N N N N N N N N N N N N N N N 1 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C0.1 JJJJJJCnCnCnC in in inin01AA � CC) Ca) C,,) N � O1CnJJC3) 0) 01C1101U1 ? � AAGJ (.) G3C.3C..) C�.) NNNNNNN � CD a 0. O J CD Cn 41. GJ COCO CO7O1 CT) N0OU1NOJU1N0C00) UI03NOCD •JC) I1. 03NOCD..-- . 0b -1 93 5 o Xm Ca O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 n- n D) CD 0 in in CJ1A W N0CD v00)) W ACCD .J01 ia W � COOCNJ1NOOACDDNNNC11NCCDDOOOO� 00000000000000000000 C(il = - CP E` O 0 CO , C Wn O DO Cl) CO 73 O O o 0 0 0 0 0 0 0 0 0 0 0 00 CD 0 0 0 0 O C O -. o O C 0 0 0 0 0 C O O O o 0 0 0 0 0 0 0 0 0 0 0 0 CD CD C O CDC C Q © Ni Ni Ni N.) C a) . C J 1 CO O in C+.) iv1 O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,, O 41 Ni c. o -, -. -, iv N3 0.3 03 41. CT1 0) --.1 CO CD 0 03 CO CD 41. 0 -P. W WOO -LNCnNOCpC CT 4z. AW NN11 -L00000000000 .- .-► o n CD S 3 = m- CD CDC.0 CO CO CO CO CO COCO C o 0 �10nNQJCnN0 ,-,33 W a OCn0On0Cn00no CD N D 0 3 -0 11 cn O PONNNNNNNN (=D n N 0 00CbCbCoinCoCbCX) CO a' O' "► CO co J CO Cn ? co 1 0.... . .-► W = CD m o cn m Xc) 0 a. in CO CO a) Ca) ininin2 ai 3 (J1 ? GJN � 000CXIJ+. C/) O o I— CD r- 3) N a y 000000000� S ` 0000o0001Vo CD CD J J CO CO CO CO CD CD 0 -., 3 _ 0ry 0 CD N n - DO CD X U • N 133 . cD o O J CO z Post Type ll 24-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Runoff = 0.05 cfs @ 12.00 hrs, Volume= 0.003 af, Depth> 0.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=3.04" Area (ac) CN Description 0.000 98 Paved parking, HSG B 0.100 61 >75% Grass cover, Good, HSG B 0.100 61 Weighted Average 0.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Hydrograph 0 055 7. ❑Runoff 0.05_ Io.oVsi Type II 24-h r 1 YR Rainfall=3.04" 004- / Runoff Area=0.100 ac 0.035- Runoff Volume=0.003 af 0.03j Runoff Depth>0.32" LL 0.025- Tc=6.0 min 0 02= CN=61 0 015- 0.01 0 i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 00'0 63'0 6L'3 SL'L 00'0 83'0 LL'Z 091 1 00'0 83'0 9L'3 931 1 00'0 L3'0 1L'3 001 L 00'0 L3'0 £L'Z 9L'9l 00'0 9Z'0 LL'Z 09'91 00'0 93'0 69'3 93'91 00'0 93'0 99'3 00.91 00'0 V3'0 99'3 SL'S 1 00'0 V3'0 P9'3 09'9 1 00'0 £3'0 39'3 93'9 l 00'0 33'0 6S'3 00'9 l 00'0 33'0 L9'3 SL'b L 00'0 1.3'0 99'3 0917l 00'0 03'0 ZS'Z 93171- 00'0 61.'0 617'3 00171- 00'0 61.'0 9VZ SL'£l 00'0 81.'0 EVZ 00'0 91.'0 66'3 SZ'£1 L0'0 9 l'0 S£'Z 00•£L L0'0 Pl'0 0£'3 9L'31 L0'0 Z l'0 £Z'Z 09'3 l L0'0 01.'0 S l'Z SZ'Z 1 S0'0 80'0 30'Z 00'3 L 00'0 00'0 8L'L SL'LL 00'0 00'0 98'0 09'L L 00'0 00'0 8L'0 93'l 1 00'0 00'0 1L'0 00'l 1 00'0 00'0 99'0 SL'O L 00'0 00'0 Z9'0 09'01 00'0 00'0 89'0 93'01 00'0 00'0 99'0 00'01 00'0 00'0 39'0 9L-6 00'0 00'0 09'0 09'6 00'0 00'0 LP'0 93'6 00'0 00'0 9b'0 00'6 00'0 00'0 317'0 9L'8 00'0 00'0 WO 09'8 00'0 00'0 8£'0 93'8 00'0 00'0 9£'0 00'8 00'0 00'0 9£'0 SL'L 00'0 00'0 ££'0 091 00'0 00'0 3£'0 SZ'L 00'0 WO 687 00'OZ 00'0 00'0 0£'0 001 00'0 3£'0 88'Z 9L'61 00'0 00'0 63'0 SL'9 00'0 3£'0 L8'3 09'61 00'0 00'0 LZ'0 09'9 00'0 L£'0 98'Z 93'61 00'0 00'0 9Z'0 93'9 00'0 16'0 98'3 00'61 00'0 00'0 P3'0 00'9 00'0 1£'0 P8'Z 9L'81. 00'0 00'0 £3'0 SL'9 00'0 0£'0 £8'Z 09'8l 00'0 00'0 ZZ'0 09'S 00'0 0£'0 18'3 93'8 L 00'0 00'0 OZ'0 93'9 00'0 63'0 08'3 00'81. 00'0 00'0 61'0 00'S sto) (sayou!) (sayou!) (sanoy) (sp) (sayoui) (sayoui) (sanoy) ttouna sseox3 dioaad ewil ttouna sseox3 .dioaad awil laaao saaoow of puelieno gfoN 6uptolJ leagS }sod :Sb 3uawgoie3gng ao4 gdeaboapAH 6 a6Ed all suoitnp9 aaeMlloS ad3OJPAH 910Z OO 8E990 u/s 61-00'0l ®abaoJPAH 6 L0Z/9 L/L Patuud dnoaO suowwll Aq paaedaad „10'O=llejuleH HA 11 edAj isod Post Type 1124-hr 1 YR Rainfall=3.04" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Link 5L: Total Post Flow Overland to Moores Creek Inflow Area = 2.130 ac, 67.61% Impervious, Inflow Depth > 1.58" for 1 YR event Inflow = 6.18 cfs @ 11.97 hrs, Volume= 0.281 af Primary = 6.18 cfs @ 11.97 hrs, Volume= 0.281 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 5L: Total Post Flow Overland to Moores Creek Hydrograph / ❑Inflow II I61tcfs I ❑Primary '618'14 Inflow Area=2.130 ac 6- , 4 LI 3 2 rS0 o „Z.,5 6 E 10 11 12 13 14 8 y Time (hours) JJJJCDCDCDCDcoco6co4444 CO CO W CO NNNN -� � 110000 CID (DCDCDCOCOCOCOJ -NI JJQ) Ocncococococo c . a (p y JCJ1NOJC)INOJUINOJUINOJCoNOJUoNOJCoNOJCrNO JUINO JCnNOJCoN0 JU N) 0 -j NO ( 3 OD n•F co O co O co O co O co O co O co O co O co O co O co O co O co O co O co O co O co O 01 O co O co O co O co O co O co O co O co O CD C) Q) > CD 0• a 1 T CD 000000000000000000oo000 ci00000000000000000000 0 000000� -. o ! 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Post Type /l 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1 S: Post to LOA#1 Runoff = 0.62 cfs @ 11.98 hrs, Volume= 0.027 af, Depth> 1.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.080 98 Paved parking, HSG B 0.240 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.320 70 Weighted Average 0.240 75.00% Pervious Area 0.080 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Post to LOA#1 Hydrograph 0.65 LEI Runoff` 0 62 cfs( 06- Type II 24-hr 0.55- 2 YR Rainfall=3.68" 0.51, Runoff Area=0.320 ac 0.45_ Runoff Volume=0.027 af 3 0.35- Runoff Depth>1 .01 " 0.3-o Tc=6.0 min 0.25= CN=70 0.15- 40// 0.1 0.05- / 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) = _ DD �1 �1 �1 -.1OOOCD c nCncn nA4.. 1� AW CO W W NNNN11 •a1000000COCOCD00000000 �1 �1 �I �401Q) OOcncncn6 c J d (D �16NO -16K6 �I6iC �1 6K0 �I 6N6 -16i6 -I6iC �I 6i6 -J6NO -I6N6 �1 6NO �461N6 �ja, iv o 3 O7, 0 al O cn co cn O cn O 01 O cn O Cn O cn O cn O 01 O C)) O 01 O cn co cn O cn co cn O cn O 01 O cn O cn O cn co O O 6 co 01 O cn O 01 O.�i CD D a) D cD W W W W W W W W W W W W W W W W N N N N N N N — O O O O O O O O O O O O O O O O O O O O O O O O O O = n W W W W W NNNN -, 111000CDCOCb *co .l �IO4:- AOCOCoCb �IJOCnCn6 664:. 4. 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W - . 01CnOOCD � OOOOOOOOOOOOOOOOOOOOOOOOOO- ,a O_ = CO N = 0 0_ CD CD CD CD CO CO CO CO C -� Cl) O O -JUINO �ICnKO "" 3 C: 0 o0locnCcnoCnC - CD a D C) C Ei" 13 al 0) W CO CO W W W W W W O n Z 0 O CD CO O Cn 4, N -' CD y D3 CD 5" m x 0 , 0000000 = a N C bOCODCWDCO4 Cc0 N CCn O" D O cn r r M O n y 000oo000P� S r 666666666 ,7p0 0 CD D -. 4 1 N D3 m T ) CO II O W t0 Post Type 1124-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s'n 06538 ©2016 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 2S: Post to LOA#2 Runoff = 0.42 cfs @ 11.97 hrs, Volume= 0.019 af, Depth> 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.080 61 >75% Grass cover, Good. HSG B 0.150 78 Weighted Average 0.080 53.33% Pervious Area 0.070 46.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post to LOA#2 Hydrograph 0 461 ❑Runoff II 0.44:7 I042ri; 0.42i Type II 24-hr 0.41 0381 2 YR Rainfall=3.68" 0.361 0.341 Runoff Area=0.150 ac 0.321 031 Runoff Volume=0.019 af 028= 0.26 Runoff Depth>1 .50" 0.24' 0 0.221 Tc_6.0 min oz 018= CN=78 0.16= 0.145 // 0 121 0.11 0.08 0 06 0 041 0.02 //l//Z///ITJ// °;�llll/rl��l��ll�� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) "I "J ^J ^JO) 0) 0) OUlUlUlUlAAAA W W W co NNNN 1 110000CDCDCDCDODODODOO "J "I ^I "JO) 0) 0) 0) UlUlUlUl C -. 0- (D0 �IUINO "IUINOJUINO �IUINO "l V1NO �IUlN0 �lU1NO �lUlNO �1CJ1NO �lU1N0 �1CT1NO �IUINO �I VINO O-0 n•F V7 0 U1 0 01 0 Ul 0 Ul 0 U1 0 01 0 V1 0 01 0 0l 0 Ul O V1 0 V1 0 0 0 U1 0 Ul O V1 0 V10 U1 0 01 0 V1 0 V1 0 01 0 U1 0 V1 0 01 0 �: CD (") ) 5m 0o W W W W W W W W W W W W W W W W N N N N N N N N 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S CD 'co W W W W N N N N -, 1 1 0 0 0 CD isa Co Co J J 0) A A O (D CO CO "I 0) 0) 0) U1 01 01 A A ? 4. 4. Lo G.) GJ C a 6a N N N N N m -a' CD^J0) ANOCOO) AN .CD J - 0) VINOOAC . C)) 00ANAAO) 001 � ^1W O ^IA � CD0) AN0000) V1W -+ CD000) U1W b i O ' m x 00000000000000000000000000000000s ' � O A G) W W W W W W N N N N N 11 O 0 0 CD CD CO J N O O O O O O O O O O 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 COn y m OCD "JO) 0 W N OCD -J01 W - CD -I A N CD 01N "JNU1010 -J A W N -11000000000000000000000� Q) 7cn Ufa O ca. C. 33 a CO P 0000000000000000000000000000000000000000000000000000� m = O O O o 0 0 0 0 0 0 O O O 0 0 0 0 0 0 0 0 0 O O A 0 0 0 0 0 0 0 0 o O o 0 0 0 0 O O 0 O 0 0 0 0 0 0 0 0 O KaNNNN W W A0) -+ ON , 000000000000000000000000.N0 0_ 3' 0) .w = N O C2 O CD CD CD CD OO 00 ° OD C - 08 0 �J0NO -.JUINO y 2 C 0 ocnomo07OU1O— CD Cr D f) 0 5 - at cia W W co co W co W W co 75- n S o OCO000) 01 N) - CD N co fD CD CD 5' m - (n S° N O vl � � � � i� � � a2 ai N -. OCDCO "l0) UlA W 1— (n 0 Z O Cl) V) I- -. r O0000000PaS r 000000000upo O m a 44. 0_ V s co °"u, m N U1 CD Post Type 1124-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: Post through Pipe Sytem to Mores Creek Runoff = 8.03 cfs @ 11.97 hrs, Volume= 0.369 af, Depth> 2.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 1.440 98 Paved parking, HSG B 0.590 61 >75% Grass cover, Good, HSG B 2.030 87 Weighted Average 0.590 29.06% Pervious Area 1.440 70.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post through Pipe Sytem to Mores Creek Hydrograph 0 Runoff 18.03 cfs l 6_ Type II 24-h r 7- 2 YR Rainfall=3.68" Runoff Area=2.030 ac 6- Runoff Volume=0.369 af 5- Runoff Depth>2.18" Tc=6.0 min ° LL " CN=87 3- 2� 1- £4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) s = -0TI •-.4 --.4 "....1 A-4 CD CD a) co cn cri CP C.DAAAAwwwwNNNN1 -`. --110000CDCOCOCD03COCOODJJJJ0CAOO CACTI CJ1CT7 c . O.. CD JCnNOJCnNO J6NOJ6N0 :NI CnNOJCnNOJCnNO JU1N0 JCnNO :NJ UINOJUINO (46NOJ6NO - 3 O -0 4* 01 O 01 O 01 O 01 O Cn O Cn O 01 O U1 O Cn O Cn O Cn O 01 O 01 O 01 O (n O Cn O Cn 0 0n O 01 O 01 O Cn O Cn 0 0n O Cn O 01 O Cn O CD C) P) DN D a_ co CO CO CO CO w CO CO CO CO CO CO CO CO w CO N N N N N N N N -4 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 CD = ® cr w w Co w w N N N N � -, 1 1 O O CD CO CO CO CO J J Cn A A O CO Co CO J J CP CD 6D in in 6 A A A A A Co w w w w N N N N N O .< O� J. JCDANOC7OCnANCO JA -'. CJOC N3COAa) A AN AACn0Cn1JcoCJA -. QDCrANOCOCOU1w � COCOCDcnw—•D 0- 0 _I 93 5. m co N N N N N C) C) CD CD CD CD CD CD CD O CD CD CD C) O O CD CD CD CD CD CD CD CD CD CD S n CIDO OOOOOCOCO CO CO CO CD CO0000 J J .1 en COCn61Aw N A N 11110000000000000000000000 O phi V C\ JCnANOCO JCnco — CO CO A . .. co6N00010010000CDC cnCOCnwCCOJCrCnAww NN � � � OOOOOOOOOO� (/) = n N 0 0 0 CD ., 01 w0 C 7] C a°"0 0O000OO0000000000oOOooivna000000000000000000000000000� c Cr n O N) N) N) N N N CO CO A cn CO O C f 1 W A CO N -.4 --• -4 -4 0 0 0 O O O O O O O O O O O O O O O O O V 0 N wwwAAU101CD JCJOCOO � w ACn00NJw1C0JCOKa603 ACOC6NOCO JJCn (nAwwNN 1 � � 0000000 = .rt 0 C) 1 S Cr 3 = CD 0. N O _-I 0 CD CO CD CO CD CO CO CO CO C .rt O OJUINOJCnNO a 3 a O01O01OU CD nC+� CD N D 0 O -0 13 cn O 0 wwwwwwwww = CD 0 O CD CO CD 6 A N -4 CD� . _. Cv S (D 5. m 0 cn 0 N N N N N N N N N D 0 C COJCnCnAw1000 CCn O 'O a CD r N ° y 000000000^ c ` COCDOO � � -� NN� o 3 N 0Np E 0 -, CD n) t u. v sli 2) II (D N _ CD J CID • Post Type ll 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 sin 06538 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Runoff = 0.10 cfs @ 11.99 hrs, Volume= 0.005 af, Depth> 0.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN. Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=3.68" Area (ac) CN Description 0.000 98 Paved parking, HSG B 0.100 61 >75% Grass cover, Good, HSG B 0.100 61 Weighted Average 0.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Hydrograph 0.11 0 Runoff o 1 05- I_10 cis 1 0.1 0.0951 • Type II 24-hr 0085- I 2 YR Rainfall=3.68" 0.081 Runoff Area=0.100 ac 0.0751 Runoff Volume=0.005 af 0.0651 0.061 Runoff Depth>0.57" 0.055= 11 0.051 Tc=6.0 min 0045_ 0.04= CN=61 0.0351 0.03' 0.025 002_ 0.01 0' 5 6 7 8 9 10 11 12 '3 '5 h ,8 19 26 Time (hours) M- _ 13D --A -A -A -A CO cn cnco6 6CTCTiAAAAW CO CO W N NNN -+ 111000000CDCDCOCOCOCOCO JJJJOOOOUICTCTCT c . C1CD JU1N0 JUINOJUINO JUINOJUINOJCTN0JUINOJCTNOJCTNOJCTNO JCTNOJCTNO JCTNO j = O -a 0 01 O 01 O 01 O U1 O CT O U1 O 01 O 01 O CT O 01 0 01 O CT O Cn O CT O CT 0 CT O CT O CT O CT O CT O CT O CT O CT 0 CT O CT O CT 0..r CD ,< 0 Q1 0. 0 Q 13 O CO CO CO W CO CO CO CO CO CO W CO CO CO CO W N N N N N N N N 1 O O O O O O O O O O O O O O O O O O O O O O O O O O CD CO 1Cr 'co Ca Co Co W NNNN111100000CD *co OOJJOAAO (D (bC>uJJOOOCTCTCTAAAAAW Co W Co Co N N N N N 6 CDJOANOCbOANCDJAjCbU1NC7DACDAC7DO0ANAA00CT � JW OJA1CDOANOODOCTW -. UDCbChcnco .- . -0 b J 3 0 g n f n 00000000000000000000000CDoo00000000000000000000000000 - 0 O 00 CT CT CTAAAAAAAAAAAG.3CC1 W GJ W W NNN � 0000000000000000000000000000 N N (J) -3 m N 10 CD CD CO JOLT A CO N -+ OCO JO A CO 1CD0 CO Cb0000000000000000000000000000+-- C/ C Cl) a o0 CO 33 A COTS O ooO0000CDooCoOOCDoo0000000000000000o0oOCDCDo0000ooOCD0000� S ? O O O O O O O O O O O O O O O O O O O O O O O O 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ( 0 3 N) O 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n) CD ^- O A I n- N d O CD OD CD CD CO CO CO CO c . -0 O OJU6NOJU1N0 N O 0 OCTO6CDCTOCTO..� CD (/) D 0 0 -0S 0 w WWWWWWWW = 0 m 0 O CCTA -+ CD�7 ..-0W CID OD O N T CD 7 X 0 o n 0 0 0 0 0 0 0 0 0 : • C to is' in in in in in in 6 6 Cl, ^1JOOCTAAW N..., Cn (0 o Z Cn O r A. r jj 3 C) y 000000000c'3S 0 0 0 0 0 0 0 0 0 0 c7P 0 c4D CD O 0 0 000000.� M i N O 44. O. O N O -. D3 03 y C1 n --,,I �, <D - CD W CD II CD N CO CO OJ Post Type ll 24-hr 2 YR Rainfall=3.68" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 20 Summary for Link 5L: Total Post Flow Overland to Moores Creek Inflow Area = 2.130 ac, 67.61% Impervious, Inflow Depth > 2.11" for 2 YR event Inflow = 8.12 cfs @ 11.97 hrs, Volume= 0.374 af Primary = 8.12 cfs @ 11.97 hrs, Volume= 0.374 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 5L: Total Post Flow Overland to Moores Creek Hydrograph 9-/ © Inflow i s i2 ci5 1 ❑ Primary 8- 181vs)1 Inflow Area=2.130 ac 7- 6- f/ 5 / � 5- 3 0 4_ 2- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) n- 2 -011 �I �1 �I �ICrOCn (nCnCnCnCPAAAA W W W W N NNN 11 - -. 00OOCOCOCOCDCOCO0303 �1 �1 �1 �I0) Cf) 0) 0) CJ1CJ1C1101 c J 0 (D n CD CD O 0 �IinNO �JinNO �JCnNO �ICnN0 �1inN0 �1CnN0 �ICnNO �ICnNO �1inN0 �1 (nN0 �1CnN0 �1 (nNO �ICnN � o 3 O '0 C C C Cn O Cn n 0 CD ( (n 0 Cn 0 (n CD Cn 0 Cn 0 Cn 0 Cn 0 (n O (n O Cn O (n O in 0 (n n 0 O C Cn O Cn O Cn O Cn 0 Cn 0 CD 0 !v D ( oa 0 0 00000. 00 0000 0 00 0 0 0 0 0 0 J N 0 0 0 0 0 0 0 0 00 0 0 0000000 00 0 0 0 0 0 0 n -. 0 —I NNNNNNN () (a) A (n 10C) W ACw) N • -+ OOOOOOOOOOOOOOOOOOOO 0 = O 3 GJ (,.) AAU1CnCnQ) -10DO -, NC,.) A01CD0) 00AN -` (DCONU) W ACDC1NOOD -J -IO) CnAC.) W NN - -10000000� * 1 O CO• m a o < co (n 0000000000000000000000000000000000000000000000000000as so 0 (71 000000000000000000000000000000000000000000000000000000' -0 D) t 0000000000000000000000000000000000000000000000000000— m 3 W0 O �"O O '7 r N p 0 O O O O O O O O O O O O O O O O O O O O O O --` v N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n 3 x" a, NNNNNNN (a) 'co A01 J0 T) (AAC.) N -` 1 -, 100000000000000000000 W N = C.JGJAA010101 (n -Ico0 -• NGJACn (D co00AN 1CD (ONCncJA (DCnNO (b �I �ICn01 . Cw1GJ NN 1110000000�� I— .. a —I O O () 3 "' D o (D (D co CO CO CO CO CO C d 0 6 �ICni6 -ICni6 y 2 71 (n 0010010010010 CD 0 0 (I) -n 0, Oc m 0 0 0 0 0 0 0 0 o n M c p O (n o 0 E CD000 -' 1NN (a) ..� * < 5' CD = m = (n 000000000� a- 0 y o00000000 �~ ° 0 Zs E CD O m O N.) N 000000000� -j Jn O CDOOO -' -' NNCa —s< n N.) CD jo a S 1 S II CD N 54 O p) N CO CO Post Type 1124-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1 S: Post to LOA#1 Runoff = 1.35 cfs @ 11.97 hrs, Volume= 0.060 af, Depth> 2.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 0.080 98 Paved parking, HSG B 0.240 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.320 70 Weighted Average 0.240 75.00% Pervious Area 0.080 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Post to LOA#1 Hydrograph ❑Runoff I135dsl Type II 24-hr 10 YR Rainfall=5.55" Runoff Area=0.320 ac Runoff Volume=0.060 af Runoff Depth>2.25" LL Tc=6.0 min CN=70 5 6 7 8 9 0 '1 12 13 '4 5 16 '8 12 20 Time (hours) �I �I �J �ICnO) 0) 0) cncnclUTAAAA CO W COCONNNN � � OOOOCDCD (DCDCO000003 �I �I �I �1000) OP' ( cncn c d (D y -1 6 iv -1 61 N O -J f 1 iv CD -J 1 iv CD �1 6 iv CD -1 6 K3 CD NI 6 ivO -J 01 N 0 - 6 iv 0 -J 6 iv �I 6 iv �I 61 N) 0 J 6 iv O -` 3 O 73 r..F U1001001001601001001001001001001001001001001OC710010016010010 (10U10010010010010 N CD 0 $l D ,:aEi. -1) C) 1? U1CJ 664, A A AAAAAAAAAAAAAAAGJGON 00000000000000000000 COSD n ®� 0 0 0 0 (0 (0 (0 CO CO CO �I J 0) 0) 0) 01 01 . C.J N � CD D O) —' 01 A (a) N -' O O CD CD Co 00 -1 -I �I 0) 0) 0) 01 01 01 01 A A A A 'co (A) O CD Cn CO CD CO U1 N CO 0J1 N CO A CO 6 CD cn O CO (n CO 00 CON.) CO 6 �I N 0 � CO cn CD 6 CD CD N �I CO O -NI A 1 co U1 N O �l A N O �l U1—� 6 i O ' m x CD c) CD3 N N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O a'0 O 100000CDCDCDCD00000O -1 �1 V 0) 0) 601 AGO N --• (r) -, 00000000000000000000000000 C/1 :30000) AN CD �101GJ0 -I A 100011 �1CtiOCO NCn000D NOO �I - CO N1000000000000000000000� CA O cn 4( CI CD Jl a Q. CA O CO-0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 so 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (j g (Do Q OO 00000000000000000000 -' '— N W C.3000000000000000000000000000 O "t N CO CO CO COC�) GO COCA) G) AAAAAUlU10) 0) -100000C) . k 1 W N 11 � 00000000000000000OOOOv41 • O_ 3 0) IN) S O 0- 0 CD CD CD CO CO CO CO 00 c -. U) O O -.JCni0 -1U1N0 3 C 0 0 cn 0CJ1 cm 01 cm cn 0.— co a D n C) n -0 .... n 0 (Jl U1 cn cn cn U1p1U• 191 N n a N N N N N 1 1 1 co -4c1W OCp0) A1 - , W CD lD 0 0 N N N N N N N N N m 0 N alCON1C0 �10) AN� Ch .O O O Es) N I- - r 0 0 0 0 0 0 0 0 0 F) 3 CDD 000000000Vo N NNNNNNNN 1, .p O v Do XI CD a) (2 O -u : Ca 0) II • N) CJ) N 0 (J) V1 03 CD Post Type 1124-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 2S: Post to LOA#2 Runoff = 0.82 cfs @ 11.97 hrs, Volume= 0.037 af, Depth> 2.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.080 61 >75% Grass cover, Good, HSG B 0.150 78 Weighted Average 0.080 53.33% Pervious Area 0.070 46.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post to LOA#2 Hydrograph 0 9 7 ❑Runoff 0.85= 10.82 cfs 08 Type II 24-hr 10 YR Rainfall=5.55" 065 Runoff Area=0.150 ac 0.6 0.55= Runoff Volume=0.037 af 05= Runoff Depth>2.95" 0.45= Tc=6.0 min 0 35' CN=78 03-1 0.257, 0.2= 0.15= 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 9- _ D 13 -� JJJJO) O) Cncncnc cncnAAAA WCO03C,� NNNN � 1110000 (OCDCDCDCOCOCOO -1JJJcnCOcn9h 1910191 , -. O- CD JC�1N0 JU'iNOJUnNOJU1NOJUINOJUINOJUINOJUINO JUINO JU1N0 J01N) 0J61NOJ01N) 0 �j 0-, -00 01 CD01 CDU1 CDU1 CD on CD 6 CD01 O C71 O U1 O on CD 01 CD 6 CD U1 CD CT CD 6 CD 6 O U1 O 6 CDU1 CDcn CDCn CD 01 CD 01 CD CT O 01 CD01 0.— CD C) Q1 D (D 5. -0 0 O_ cncncncnAAAAAAAAAAAAAAAAAA03COn) 00000000000000000000 7 n J.� OOOOCDCDCD0) 0) CbJJO) Q) O) 0101 . AN � OCOO) -' 01AC) N1000OCDCoCbJJJenenC) 01010101 . . AA0) 6o O -�' O CO CD CO CD b01N) ocnNDCO ACDU10U100) O) ODCDCO NcoU1JN0 -' 0) O) OUIOO) NJ0) O JA 1C)OC11NCD JANO J (71 . O —I o3 5' m O x C N N N N N N N N N N N N N N N N N N N N N 1 A A co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7T 2 O JJJJO) O) O) O) U16en . . 0) 0DNN � 1000CJOO) U1NN -A1A0000000000000000000000 CvDCn cn = 0) 0) ANCDJA . CO CANCDU1NO0ACDACONAC)1NAJO) OUINOCJOCOcnA03N) - -' 0000000000000 N `.< 01 a cm a �73 CD CD CD CD CD CD CD CD CD CD CD O CD CD O CD CD CD CD CD CD CD CD CD CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 , (Q OO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 .J N O O O O O O O O O O O O O O O O O O O O O O O O O O O y 0 -I N) 1 1 N N) N ND N N N N N N CO C x1 C A CA AA C n --AC O IV A 0) N N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O_ O) ..w = = O C1 OODOCDCDCOCbCOCO C -- (/) O OJUINOJUINO N 0 O cnO01O01O6O CD Q D O 0 = -0 (n cn cn cn cn cn cn cn J1 91 S (D 0 O CO J01 0) 0 A �0) 0 ) L . w m 5� m . u) o x N N N N N N N N N n " N C CD CD CD CO CO CO Co Co Co 0 CnANO (DJ (71Co1— Cn O O Cn Cl) r r* r y ]p O n `c 000000000& S r CD 0000000000-^ 0 0 4. sN p D3 CD !y Q J a) D) CS) I1 CD N 0 (n N) ,1 (w (.11 W v Post Type II 24-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s'n 06538 ©2016 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment 3S: Post through Pipe Sytem to Mores Creek Runoff = 13.60 cfs @ 11.97 hrs, Volume= 0.648 af, Depth> 3.83" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 1.440 98 Paved parking, HSG B 0.590 61 >75% Grass cover. Good. HSG B 2.030 87 Weighted Average 0.590 29.06% Pervious Area 1.440 70.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post through Pipe Sytem to Mores Creek Hydrograph 15: ❑ Runoff 14_ 11360 cfs I 139. j Type II 24-h r 12= 10 YR Rainfall=5.55" Runoff Area=2.030 ac ^ 9_ Runoff Volume=0.648 af a= f Runoff Depth>3.83" 0 79 Tc=6.0 min CN=87 122 3= 2- 0 �L�U� Z 5 6 7 8 9 10 11 12 13 14 15 16 18 19 20 Time (hours) n- _ -0 -0 -1 -1 -I -4CnCDCDcn61 nCnCnAAAACoCoCoCo N.) N.) N N -, -, --> 1000OCDCD (D (0000000Co -A -4 -I -ICDCDQ Cncncncncn c i 0 FP JCnNO V (nNO -.ICnN0 -1 (nNO -1CnN0 -.ICnN0 �1CnNO - 01N) 0 1CnNO -.IU) NO -.I (nNO �1CnN0 �lCnNO 3 O � .Nrt Cn O cn O Cn O C)) O Cn O (n O 01 O cn O (n O 01 CD Cn O Cn O 01 0 01 O cn O (n O (n O (n O (n O Cn O Cn O Cn O Cn O 01 O cn 0 (n O CD C) P D CD 5 13 CI Q UlcnCnCnAAAAAAAAAAAAAAAAAACOG) Na OOOOOOOOOOOOOOOOOOOO m CD 0000 (D (D (DCb0000 �1 � ACr ICrCrCDCnCno N --, OCDCn --LCnAGJN --L00 CO CO Co Co :-.1 :-.1 .-A CD Cn Cn Cn 61 61CnAAAACoCo N -6' fl4 O COCDGJOCbCnN000nNODA (DCDOCnOGJCnO(10DCpNODCn -1N01GJOOCn0CDN3 -4CJO -IA100CnNO -IANO �-JCn0. 0 c 93 5- m co 3 0x (0 W co oaco Co Co W Co Co co cJCa1CACo W Co GJCa) NNNNNN --L000000000000000000000000000 SC) O 00) 0) (n (n (nA AACa) Ca) Cw) NN 1110 (D (D0O -4 cnC.) OCnAACo) C,JN N N) 00000000000000 CD 0 13 cn = CnNO -A AN (D0) Ca) (DO) NO3 . (C) 10 . CD --> � 07) ANCOCOCCn00) Ca) O -4 nco � 000 -10) CnAACa) NN � � � 00 N 0 0 0 (r _, Cn O (A 3J C 00-0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 m . O CD CD CD CD CD O CD CD CD CD O CD CD CD0 CD CDO O CD CD CD CD CD CD CD (j = a O N N N N N N N N N N W C o C o Co W A A 01 0) Co C O -� �1 L I N C O 0) A A Co N N N • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 O C N) O1NNCJCa) ACn -I (D iG) 4> 0) 0010) N0CDC) C) 01C JCOO) (D0cocO co 000 -10) 0) Na C) a) CO -4 CD CD cn 4 4> Ca) Ca) NN -+._- zr, ,rt 0 n 0) 3 3 = n- CD (z N a CD CD 0D CD CD Co Co Co Co O C a O O CC)1001OUJ) OCNnO� CD W > Cn 0 5m 'D (n to cn (n (n (n (n Cn Cn Cn m 0 y N N N N N 1 1 1 - N rt g CO --I Cn Co O 00 0) A 1 ,..F lv 3 m a (n x W W W GJ W W cow c0 = N (ISC= coC)D Co �l �l �l �1 �1 O) O (n ANOOOCDANO -4— cf O oa to CD i y 70 Cl) n �C 00 0 000000^ c m N v o O 3 A Cn (n (n � (p O l (b (D _ N O n - DJ pr Q gb_ W 0) II (p N P' O 01 1 v ' W Post Type 1124-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 sin 06538 ©2016 HydroCAD Software Solutions LLC Page 28 Summary for Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Runoff = 0.29 cfs @ 11.98 hrs, Volume= 0.013 af, Depth> 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=5.55" Area (ac) CN Description 0.000 98 Paved parking, HSG B 0.100 61 >75% Grass cover, Good, HSG B 0.100 61 Weighted Average 0.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Hydrograph 0.32 ❑ Runoff 03-] Io29dsl 0.284. Type II 24-hr 0.26= 11 10 YR Rainfall=5.55" 0.24= Runoff Area=0.100 ac 0 224 02_ Runoff Volume=0.013 af 018 Runoff Depth>1 .54" c 0.164 ,o 0144 Tc=6.0 min 0.12= CN=61 01= 0.08 / 0 06 0.02- 0 z��/��/ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) s 2 -tJ Ti �I �I �I COO) OOCO (J cncncnAAAACOW COODNNNNj1 10000CDCDCDCDCOCOCO0o �1 �I �I �IOoO) O) cncncmcncn c Q (D �16NO .J6NO �I6N0 -16K0 �16N0 -I6N0 - 6N0 -16N0 -I 6 NO -I6N0 -I6NOJ6N0 -16nC 3 = o -0 (/) CnO (nO (n0 (nO (n0 (nO CT! 0 (nOcnO (n0Cn0 (nCU) OcnCCnO (nO (T C) 010 C.11o010010010 (n0010010010 CD ..< 0W 5. 0 Q (n (n (n (n A A A A A A A A A A A A A A A A A A CO CO N O O O O O O O O O O O O O O O O O O O O S n (0 1 0000 (D (D CID OD0000 -1 -1 Cr) 0) O) (n66A 'co N10 (DO) 164CON 100CD (DOOCO -1 -1 -10) 0) 0) (nCn6n (n . AA4 Co Co 2 -p' d CD(DO) GJo00 (nN006N004C 0106OGJO) OD (DCON00 (n -1N0 iW 0) O (n00) N -I CO O �IA -• cocnNDO JANO .-J01. .- . -a 0 =" 0 3 3m x -., 1 =0O co 00000000000000000000000000000000073- 0 -4 0 A A GJ Co Co Co GJ CO N N N N 1 1 1 1 0 0 0 CO CO CO �I O) i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y (/) 0ND 1 C D "-A (n A NJ CD CO 0) A l CO CO A l CO A O 0) 1 6 �I O) 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V f a OQ to UI DJ n 00-0 000oo00o00oo00000000000000000000000000000CD00CD0000000F,' S 3 O O O O O O O O O O O O O O O O O o O O 0 O 0 0 N O 0 0 0 0 0 0 0 O 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O - 0 NDno no no no co6cocno 00000000000000000000000000+� =.^ M CD - O) A I NDn- N CD UD (DCD CID ODODODO -0 o O -IU) NO -.I (nNCo N 3 o n O (nO01O6OcnO. - CD (p > .. 0 U)- 0 = 0 to v, v, (n (n (n (n (n cm = m (D co "NI (nW000O) A1 (on CD J -TI m 5- rn 0 n cxi * o i• n in in41 � � � � 0 con O -- .0 co N i (DOD -I (n4� cn CO O Z cn O r • I- 2 3 0 `may 000o00000� , 0 a) 000000000� 0 < 0 0 ..., (D N A) - 0. -3 O O o D3 (D cD CI) a_ . n 0 A) 0) II CD N.) U1 O Cn CO CO V1 Post Type 1124-hr 10 YR Rainfall=5.55" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 30 Summary for Link 5L: Total Post Flow Overland to Moores Creek Inflow Area = 2.130 ac, 67.61% Impervious, Inflow Depth > 3.72" for 10 YR event Inflow = 13.88 cfs @ 11.97 hrs, Volume= 0.661 af Primary = 13.88 cfs @ 11.97 hrs, Volume= 0.661 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 5L: Total Post Flow Overland to Moores Creek Hydrograph ❑ Inflow 15= 113B8Ms I ❑ Primary 1 113.88 cfs Inflow Area=2.130 ac 14= 13= 12- 112 10- N 9 8- 3 ° 7- LL 6= 5- 4- 3- '- Z /d/ 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1.Z'0 00'0 1.Z'0 SL'LI. 33'0 00'0 33'0 091 L 33'0 00'0 33'0 SZ'L L £Z'0 00'0 EZ'0 001 l .17Z'0 00'0 173'0 SL'9l 173'0 00'0 173'0 09'9l S3'0 00'0 S3'0 SZ'9l 93'0 00'0 93'0 00'91- 8Z'0 00'0 8Z'0 SL'S L OE'0 00'0 0£'0 0S'S L 3E'0 00'0 ZE'0 93'91- 17£'0 00'0 t€'0 00'9 l S£'0 00'0 SE'0 SL'VI L£'0 00'0 L6'0 09171- 6£'0 00'0 66'0 SZ'tl 3V0 00'0 317'0 00171- 8V0 00'0 W0 SL'£l 17S'0 00'0 17S'0 09'E1- l9'0 00'0 l9'0 SZ'E l 11'0 00'0 LL'0 00'E I. 98'0 00'0 S8'0 SL'Z L 91-'L 00'0 91'l 09'3 L 6L'L 00'0 6L'l 93'3 L L0'EL 00'0 1.0'EL 00'ZL ZE't' 00'0 ZE't' SL'L L 88'0 00'0 88'0 09'l l 99'0 00'0 99'0 SZ'l l 6W'0 00'0 617'0 00'l l WO 00'0 017'0 SL'OI £E'0 00'0 £E'0 09'0l 83'0 00'0 83'0 SZ'Ol EZ'0 00'0 £3'0 00'01- OZ'0 00'0 0Z'0 SL'6 81-'0 00'0 81'0 OS'6 LL'0 00'0 LL'0 S3'6 91'0 00'0 91'0 00'6 £l'0 00'0 E l'0 SL'8 Z L'0 00'0 Z L'0 OS'8 01-'0 00'0 01'0 S3'8 60'0 00'0 60'0 00'8 80'0 00'0 80'0 SL'L L0'0 00'0 L0'0 0S1 90'0 00'0 90'0 SZ'L 91'0 00'0 S l'0 00'03 90'0 00'0 90'0 001 S 1'0 00'0 S l'0 SL'6l SO'0 00'0 90'0 9L'9 91'0 00'0 9l'0 09'61. t70'0 00'0 170'0 09'9 LL'0 00'0 LL'0 93'6l V0'0 00'0 P0'0 S3'9 L l'0 00'0 L l'0 00'6l E0'0 00'0 £0'0 00'9 81-'0 00'0 81'0 SL'8l £0'0 00'0 E0'0 SL'S 61'0 00'0 61.'0 09'8l 30'0 00'0 30'0 0S'S 61'0 00'0 61-'0 S3'81- 30'0 00'0 30'0 SZ'S OZ'0 00'0 03'0 00'81- l0'0 00'0 l0'0 00'S (slo) (Taal) (sp) (sanoy) (slo) (Taal) (slo) (sanoy) Aaewud uo!Tena!3 mogul aw!1 AJuw!ad uo!Tena!3 mo!lu! aw!! )IaaaO SaaooyN of puelaanp mold ISod leiol :is )Iull AN gde.16oapAH l£ abed 011 suo!Tn!oS aaeMTloS cVOOJPAH 9[OZ O 86990 u/s 61-00.01 ®aVOOJPAH 610Z/91./L plum dnoaO suowwil Aq paiedaid „SS S=11eJuleb t1A 01 a4-17Z 11 ad1fl isod Post Type 1124-hr 100 YR Rainfall=9.12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment 1 S: Post to LOA#1 Runoff = 2.96 cfs @ 11.97 hrs, Volume= 0.135 af, Depth> 5.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 0.080 98 Paved parking, HSG B 0.240 61 >75% Grass cover, Good, HSG B 0.000 58 Woods/grass comb., Good, HSG B 0.320 70 Weighted Average 0.240 75.00% Pervious Area 0.080 25.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 1 S: Post to LOA#1 Hydrograph ❑ Runoff 3- 12.96 cfs Type II 24-hr 100 YR Rainfall=9.12" Runoff Area=0.320 ac 2- Runoff Volume=0.135 of Runoff Depth>5.05" LL14 Tc=6.0 min CN=70 /I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) �I �I --4 -.4 O) 0) Cn O) U1 V1 0n cn 4 ? A A CO CO W CZ N N N ND � 1 1 0 0 0 0 CO CD 6 CD CO CO CO CO �I �I -.4 �1 cn 0 0 0 U1 U1 01 0i Q (D 0 :NI UINO -l61NO -l61NO - 01N) 0 -l61N0 -J01N0 -I6NO �l07K) CD CnK3CD 6NO 6NO -46N0 -J01N) 0 3 OD oP 01 O 01 O 01 O 01 O U1 O 01 O 01 O 01 O c1 O 6 O Cn O C)1 O CI1 O 01 O UI O 01 O 0T O 01 O U1 O 01 0 01 O CT O 01 O U1 O 6 O cn O+� CD 0 a) DC) (JOCJOCJOCOCOCOCOCO "-1 �1 �1 �1 �1 �1 �1 -.4 -.4 �I �JCncoCD n co NJ NJ N 0000000000 CD � Co Co NN11000DCDOD J 0) 6 Co ivL. eD I400101 Co . CDC)D JCD W NN OOO60DOD00 -I -I0) O) O) 01 N p' CD0) iv co co co co �1 � .U10p � A0) OO (OCD -J CD CD AU1C. co co . CD0) 01010) CD -+ 4 �i - .01CD 00100) 1 -.JW COcn ,� . 0 o3 m X -A,4 4 4 4 ? ? 4. A 4 4 4. 4 44 4 ? CO CO CO W co co CO NJ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n- n 0 •0) (n66 Co NN1000DCJO :NI 0) 01 Co 1000 ? W W N -� � 1 -- 000OOOOOOOOOOOOOOOO a) CO1f �I400) N -ICOOD4a) . CONO) CDN4CDCD 6N -10) . CO C00004. COUINCDC)D0) Cn400N1100000000000vO N '< 01 3 W O 0. OO000OOOOOOOOOOOOOOOOOONo000000000000000000000000000F � CO O 000000000000000 IV ? CD 0000000000000000000000000 N O - N 010101 cnCnCnO) On -I -1COcocs) D01N ? 0) CDO) O1N0) -� 000) 01 . 0) 0) N ND ND � -+ C) C) 000000000� O_ S 0) N 3 O Cl o O co CO CO 0D co 0b co co N p O -JC)INO :NJ CPNO 3 C (') 00J100J10Cn0CnO CD Q D n 0 3 ,••r U) CO 03 03 CO 03 03 00 03 CO 7- n O0 �• C)OINCCD 6 6D01N0c0 AO�� t1�7 CD 3 X — �11CnCI1 .A. AA ? ? ? N (DO N EF 0 OOOOD (DCDOOO O Cn cm CO O �IA100A -+i Cn 0 O Cn r y 33 O n 000000000� � r O 00000000 -.• 0 O W � � � � (ncn.� � 1 T V ^D`I Q 14.1 V CD N . co O_ V W CD N Post Type 1124-hr 100 YR Rainfall=9. 12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment 2S: Post to LOA#2 Runoff = 1.60 cfs @ 11.97 hrs, Volume= 0.075 af, Depth> 6.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 0.070 98 Paved parking, HSG B 0.080 61 >75% Grass cover, Good. HSG B 0.150 78 Weighted Average 0.080 53.33% Pervious Area 0.070 46.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Post to LOA#2 Hydrograph / ❑Runoff 1 '60ds I jJ Type II 24-hr 100 YR Rainfall=9.12" Runoff Area=0.150 ac Runoff Volume=0.075 af Runoff Depth>6.02" 0 Tc-6.0 m i n CN-78 0 // 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) ") "I ") "AcnCD cnCh66 cnCnAAA ? Ca) CO Oa CO NNNN -'- 1 -. -+ 00 CD CD CID CID UD UD CO CO CO CO "I "I "I "1 CD CD CD cn cn cn 66 , O.. (D �! (nN0 �l (nNO �IU) NO �ICnNO JVINO �IU) NO �1CnN0 �1CnN0 �1CnN0 �1CnNO �lU7NO �ICnNO �1CnN0 N 3 OD .y.* U) OU) OCnOCnO0nO0nO0nO0nO (nOCnOCnOcnOCJiOCnO01O6OUiOU) O6OU) OCnOCnO � O (nOCnOcnO CD (') ) 3' -p 0 C1 Co Co Co CO Co Co CO Co " "A "-A V ") �1J ") "I "I " "AcncnO) CnCa) NNN 0000000000 N CA �� Ca) 0) NN � � OOCDCD0 -.4 -.4 7) Cn - 6.) N10 'co �1AC6enez1CDCO JA) 01 . . a) NNi000CDCOCOCO `A "4 nCDCDCn y -�' CD "INOOCa) COCa) "11CnCb -1ACnCOCOCO "IACDOAU7Cal000JACDCPCnCnCD D ? mil -+ 6UD � OCPCDCTi "JCO DCJ11 �"1 . • —I 03 0m UD U) cn cn Cn (n (n cn cn Cn cn cn cn cn cn A � A ? A A Ca) Ca) 1000000000000000000000000000 S 2 0 "A Cn CD CDene1 Ca) Ca) N iiOCOCOC 40) 60a) NCDCD n0003) 01 0) 6) NNN 1 � 1 -. 0000000000000 N cn N = N.) CO AOCn1A) 1Q) 1CnCDCw) 0) CD -y0) ACa) 1 "I1 "1NNA0 -400 CnCQ) Ca) O �IANOCO -.J0) Cn ? Ca) N111000 Cn - V) X CD `C cn 0. 0 O c O �� OOOCCCOOOOOOOOOOOOOOOOo � OOOOOOOOOOOOOOOOOO00000000CC� = cQ O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 N (n A. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O -I N NNCa) Ca) COCOCOCOCOCO) 41. 41. 41. 41. CnCn0) 0) "4CO00) -+ 0 CID 0 -.ICn � 41. CO) Na N) N N) N) 00000000� -., 0 O73 _ S 0) N S O O- O CD CD CO CD CO OO 00 co C w O CD `A nNCD `IU) NCD N 3 0 CD6c) cnC6CD cnC CD a D n 0 5 -o St (n cn CD co 6 N C(D 6 en N COA CD�� N 5' m X o 0) rncncncncncncncnm(Do N p 6 UD UD 0 CO CO CO `I a Cn N O V ? O v41. 00)._- 0n O m VI— I— y O ( 000000000� m r CD 000000000 , 0 N NNNNNNNN.� -., xi, 44. v 0 7 T CD EIV Q E5 v 1 I]) 0) II • \ N CD CD CD v U1 CO N Post Type 1124-hr 100 YR Rainfall=9. 12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 36 Summary for Subcatchment 3S: Post through Pipe Sytem to Mores Creek Runoff = 24.14 cfs @ 11.96 hrs, Volume= 1.196 af, Depth> 7.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 1.440 98 Paved parking, HSG B 0.590 61 >75% Grass cover, Good, HSG B 2.030 87 Weighted Average 0.590 29.06% Pervious Area 1.440 70.94% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Post through Pipe Sytem to Mores Creek Hydrograph 26 0 Runoff` 24 14 ors 24 Type II 24-hr 22 100 YR Rainfall=9.12" 20 Runoff Area=2.030 ac 18 16 Runoff Volume=1 .196 of 14 Runoff Depth>7.07" LI 12 Tc=6.0 min 10 ' CN-87 8 6 4 ° ////�� 5 6 8 9 '0 '3 14 15 16 17 18 19 20 Time (hours) -0 -0 V V V V mmmmUICTtC7tUlAAAA W W w W mmmm - - - 1OOOO (D (D (D (DO0000000 V V V V mmmmcncri m 0 -1 OL (D N VUlNO VUlNO VUlNO VU1N0 VUlNO VUlNO VU1N0 VUlNO VUlNO VUlNO VUlNO VUlNO VUlNO OD .rt UlOU1OUlOUlOUlO (nOUlOU1OUlOUlOU1O (TlOUlOU1OUl0UlOUlOUlO (nOUlOCnOUlOUlOUlOUlOUlO.y (D Ow D (D 0 Q_ ODODODOOODODOD00 V V V V V V V V V V V V O) O) 0) 0) W N N N 0000000000 N n `C ®< W W NN1 � OO (D (D00 V VO) (nAW N1O0D V AOUIUIW 1 (D00 VO) UTAAW NN1OOO (D (D0000 V VO) D7C 01 N � O 0) — VNOW OOW V -, mm -, 40) O (fl (O V (DOAUIW OOW A (0OU1U1O (D1A 1Ul (DAOUlOO -, V W (O (n � V.� . 0 -I O 93 m c� - � c) x -' (D 0) C7CnOC7O) 0) 0) a70) O0) 0) 0) OUlaim IUIUI (nAAN — _ — 000000000000000000000000 = � co 0 0) V VQ) 0) (n0IAAW W N � 1O (DOD V0) UIG.) � (DU1NW � 0000 VC0101 . . W W W NNNN OOOO CD N M N 00) -• V N V W V N0) OA VONA0) 0) UlN V (DA0) -BOO VNOO1AOO WOOW OOA -, O (nN0 V (n01000 -J01 .( CO = 7 0) 6 20 Z N w c 0000000000000000001 — — — W Nap 111000000000000000000000000 C) , 0 Oo GJG.) ca2a (w) . . . .AAUIf.)1010) C -J -JCDO1 � CDOAO V WOOD VO) VtAAAG) Cw) NNNNN 00 O m A (JIVC (DO1WC (DNO (DN (nO (DON (DNANWOOW N1AOONUl1O V W (DCW N � (DO VUTAW NO (DOD.N - — O A rn 3 3 S CD N _� a O (D (D (D (DODODOD00 O C .-f p O WINOWINO (7) 2 W n O (nOUlOm0 (n0._ (D N D .. 0 7 -o -0 (/) Foco03CO000D000O c 0i 0 0 ODUlN (DUlNOD40.. . — fU X 0 cn o -.J V V V O) 0) O) 0) 0) CAD (D (Q O ▪ O O O (D CD (D 00 00 N N (O (nN (DUINOA.. cn O r N 0 0000000007i- g ` N N N N N W W W W O (D AU10) OD (DO1N W -, 3 I\) .rt i 0 H DJ CD CD (D - • rn II CD N COAA (D N Post Type 1124-hr 100 YR Rainfall=9. 12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 38 Summary for Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Runoff = 0.74 cfs @ 11.97 hrs, Volume= 0.033 af, Depth> 3.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=9.12" Area (ac) CN Description 0.000 98 Paved parking. HSG B 0.100 61 >75% Grass cover, Good, HSG B 0.100 61 Weighted Average 0.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 4S: Post Sheet Flowing North Overland to Moores Creek Hydrograph Runoff II I 0-4cfs °'S= Type II 24-h r 0.65 100 YR Rainfall=9.12" Runoff Area=0.100 ac 0.55= °5= Runoff Volume=0.033 af 0.45= Runoff Depth>3.97" o 0.4= LL 035_ Tc=6.0 min °.3 CN=61 0.25 0.2= 0.15] 012. 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) MMM V V V V 0) 0) 0) 0) Cn (n Cn Cn 4a 4a CO CO W 0) ND ND ND N 1 1 1 1 0 0 0 0 CD CO CD (D CO CO CO CO V -.A V V O) 0) 0) 0) (n (n cn (n d (D C) ✓ (nN0 V (nN0 V (nN0 V (nN0 V07N0 V (nN0 V (nN0 V (nNCD V (nN0 V (nN0 V (nN0 V (nN0 V (nN0 N = (no (no (no (no (no (no (noonofno (nocno (no (no (no (no (no (no (no (n001CD0o (no (no (nocno (no` m ow 0. > (D O 00 00 00 00 00 00coco V V V V V V V V V V V V O) 0) 0) 0) CO N N N 0000000000 Sm M ® 0- W W NN1100 (0 (00) V V0) (n . W N -• 00o V 4) 001 nW 1 (DCo V0) Cn . ,.) N 0- CN100CD (D1 CO OD00 V V0) 0) 0) 2 A i3 O 0) 1 V N co co co co V 16co -a 0) 000DCD V ? (DO4a (n co co CO4aCDO) (n (n0) (D 1 . V � 01 (0 OCn00) � -.A W (D (ni V�� -a OH 3 03 X W W W W W W W W W W W W W W W W N N N N N N N N 0 0 0 O O O O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - n 0 0 ✓ 0) 0) 0) 0CnCn W W N N � 10CD (D00 W O U1 N - -+ OOOOOOOOO000000000000000 m m NCO (nN00 00) NOD W OD W V - 01 (0 W W N (Dj � CDNCnO V (n W N11000000000000000000� Cyn c a 0) o — W O n 03-g 0000000000000000000000000000000000000000000000000oc O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 V 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 u' O N 111 � NNNNNNNNNNNW W CO ACn V iNOC1W N1 -+ -+ 0000000000000000000000- a) O —. 0) •Db = N Ncl CD (O (D (D (D CO 00 CO CO c O O V (1N0 VCnKO co-' 3 0 0 o v) o (n001001o� m y CO CO Co Co Co Co Co CO 00 S CD 0 Cn N 003 (n ((DUriNCE . 0 — W 71 (D O X 0 0 Ca Ca co W W co co CO W 0 C (D CD CD CO CO Co Co V V )) cn -4 nN0 V ? 10C� Cn� Cn U3 O Z • r 17 3 ° 000000000Z' S 0 O O O O O O O O O v o 3 � a 0. O O O y a Sb n T v /—•. \Y W (s II 121 CD O v W W Post Type 1124-hr 100 YR Rainfall_9.12" Prepared by Timmons Group Printed 7/16/2019 HydroCAD® 10.00-19 s/n 06538 ©2016 HydroCAD Software Solutions LLC Page 40 Summary for Link 5L: Total Post Flow Overland to Moores Creek Inflow Area = 2.130 ac, 67.61% Impervious, Inflow Depth > 6.92" for 100 YR event Inflow = 24.89 cfs @ 11.96 hrs, Volume= 1.229 of Primary = 24.89 cfs @ 11.96 hrs, Volume= 1.229 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 5L: Total Post Flow Overland to Moores Creek Hydrograph ■ Inflow 24 89 cfs l 0 Primary 26_ '248 `=1Inflow Area=2.130 ac 24- 22: 20- 18- , 16- 3 14- 0 LL 12- 10- 8- / 4- /A, �� •��•��;/ I��O��iiiiiiiiiiiiiiiiiiiiiii�� 2- 5 ° 9 10 11 12 13 14 15 16 17 8 Time (hours) 9E'0 00'0 9£'0 SLL L LE'0 00'0 L£'0 091 L 8E'0 00'0 8£'0 931 L 6E'0 00'0 6£'0 001 l 0W'0 00'0 01'0 9L'9 L 317'0 00'0 31'0 09'91 Eb'0 00'0 £W'0 93'91 91'0 00'0 9110 00'91 8''0 00'0 8W'0 SL'S L L9'0 00'0 L9'0 09.91. 179'0 00'0 t9'0 93'9 L 89'0 00'0 89'0 00'91 L9'0 00'0 19'0 9L171 179'0 00'0 179'0 0917 L 89'0 00'0 89'0 SZ'ti L £L'0 00'0 EL'0 0017 L Z8'0 00'0 38'0 SL'E L E6'0 00'0 E6'0 0S'E 1 90'L 00'0 90'L SZ'E L EZ'L 00'0 63'L 00'E L L17'I. 00'0 Lt.L SL'Z L L0'3 00'0 L0'Z 09'3 L EVE 00'0 EVE SZ'ZL S L'£Z 00'0 S L'£Z 00'Z I. SZ'8 00'0 SZ18 9L'L L 9L'L 00'0 9L'L 09'L L V6'L 00'0 1E'1- 9311 30'L 00'0 30'L 00'1 L 98'0 00'0 98'0 9L'01 LL'0 00'0 LL'0 09'0 L 1-9'0 00'0 L9'0 93'0 L 39'0 00'0 39'0 00'0 L 91'0 00'0 917'0 9L'6 1.17'0 00'0 11.0 09'6 017'0 00'0 0b'0 93'6 L£'0 00'0 LE'0 00'6 ££'0 00'0 EEO 9L'8 63'0 00'0 63'0 09'8 93'0 00'0 93'0 SZ'8 EZ'0 00'0 E3'0 00'8 33'0 00'0 33'0 SL'L 1.3'0 00'0 13'0 09'L 61'0 00'0 61'0 931 93'0 00'0 93'0 00'03 8 1.'0 00'0 81'0 001 93'0 00'0 93'0 9L'6 L L L'0 00'0 L 1'0 SL'9 L3'0 00'0 L3'0 09'6 L 9 L'0 00'0 9 L'0 09'9 63'0 00'0 63'0 93'6 L V L'0 00'0 V L'0 93'9 0E'0 00'0 OE'0 00'6 L CVO 00'0 E L'0 00'9 LE'0 00'0 l£'0 SL'8 L Z L'0 00'0 Z L'0 9L'9 3E'0 00'0 3E'0 09'81 0 L'0 00'0 01-'0 09'9 EE'0 00'0 MO 93'81- 60'0 00'0 60'0 93'9 9E'0 00'0 9E'0 00'81 80'0 00'0 80'0 00'9 (sp) (PO (sp) (sanoy) (sp) 0801) (sp) (sanoy) AJewiad uowena13 molluI awil AJuwud uogena13 molluI awil A08a0 Saaoow 01 puelaanp mow }Sod poi :is )iui1 ao} gdea6oapAH It aped 011 suoVIoS aaeMOS aVOO PAH 91.03 0 8E990 u/s 6 L-00.0 L ®GVaoaPAH 6 L03/9 L/L Palulad dnoau suowwil Aq paaedaad „Zl'6=11OJU!eH HA ON au-tiz 11 edAfl 4sod www.nws.noaa goy NOAA's National Weather Service airs, .'/ Hydrometeorological Design Studies C a„ ��.. Precipitation Frequency Data Server(PFDS) '..".° Hoe".. Site Map News ON Search - Of NWS 0 All NOAA G'7".111, General Information NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: VA Homepage _ Progress Reports Data description FAQ Glossary Data type: Precipitation depth • Units: English• Time series typo: Partial duration • - Precipitation Select location Frequency Data Server 1)Manually: GIS Grids - I `� 1 Maps / 4f __ ti i Time Series ow ; •- r I Temporals 'y% �'4. pod Rugby Ay. 1r^-' Documents charlottesville X _ 1 I r` t Probable Maximum 1% �9a. 1. / / Precipitation 2' ^ 8 .'*a b,� Z ! )aa.gov) unnversar ; �, r Documents . stytgma D �`y�,, - I _- r 5• '',.:r- i �:� Ch3fftnt��lll@ , I -_ Miscellaneous Map • P a)Select location • t orY D \i Move crossbow or double click Publications �, Terrain �� ,�� T t s^r+a..s- f / Storm Analysis '�q ! b)Click on station icon Record Precipitation .i� y aPY / • ,� t 5 a` p v Show stations on map .ill/- i H'''neRd ``,_��w , Location information: Contact Us el vNp �tcc 1 ,!- Name:Charlottesville,Virginia,US. Inquiries 1 _,,11. -' �.*,`^ �� Latitude:38.0321* a 1, Longitude:-78.4776* rSA age!. se` « Elevation:494 8 ft" �� „saki 4' i R b POINT PRECIPITATION FREQUENCY(PF) ESTIMATES WITH 90%CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14,Volume 2,Version 3 N 9itcuiF , °da., ov} 1 Joy 8 Print page 4 tmi PDS-based precipitation frequency estimates with 90%confidence intervals(in inches)1 II Average recurrence interval(years) Durahon 1 II 2 I _5 II 10 II 25 II 50 II 100 II - -I 500 I 1000 5-min 0.353 0.420 0.492 0.554 0.623 0.677 0.728 0.775 �,,,�0." �,t 0.878 (0.318-0.392) (0.379.0.167) (0 443-0 546) (0 497-0.613) (0.557-0 688) (0.603-0.747) (0.644-0.802) (0 682.0 854)kittM4 1W 0 758-0.974) 10-min I 0.564 0.672 , 0.789 0.885 0.994 1.08 1.16 1.23 <saurulTBSGS- 1.38 (0 508-0.627) (0 606-0.746) I (0.710-0 874) (0.795-0.980) (0.888-1.10) (0.961-1.19) (1 02.1.27) (1.08-1.35) (1.15.1 45) (1 19-1 53) I 0.705 0.845 0.998 1.12 1.26 1.37 1.46 I 1.55 1.66 1.74 15•min I (0 635.0 783) (0 762-0 938) (0.898-1.11) (1.01-1.24) (1.13-1.39) (1.22-1 51) 1 (1.29-1.61) j (1 36-1 71) (144.183) (150.193) 30-mm 0.966 1.17 1.42 1.62 1.87 2.06 2.24 2.41 2.64 2.81 , (0.870-1.07) (1.05-1.30) (1.28-1.57) (1.46-1 80) (1 67-2.06) (1.83-2.27) (1 98-2 47) (2.12.2.66) (2.30.2.91) (2.43-3.12) 60 min 1.21 1.46 1.82 2.11 2.48 2.79 I 3.08 , 3.39 3.78 4.10 1 (1.09-1 34) (1.32-1 63) (1.64.2.01) (1.90.2.34) (2.22-2.74) (248-3.07) I (2.73.3.40) I (2.98-3 73) (329d18) I (354-455) 2-hr I 1.45 I 1.76 2.19 2.58 3.07 3.48 3.91 4.35 4.96 5.47 I (1 27-1 66) (1 54-2.00) (1.93.2.50) (2.26-2.93) (2 68-3 48) (3 02-3.95) (3 37-4 42) (3.72-4 91) (4.19-5.61) (4.58-6.20) 1.59 1.92 2.40 2.82 3.36 3.81 4.28 4.76 I 5.43 6.00 3fir (1.39-1.83) (1.68-2 21 (2.10-2 76) (2.45.3.23) (2.91.3.84) (3.28-4.35) (3.66-4.88) (4.05-5 43) (4 56-6 20) (4 98.6 86) 6fir 2.02 2.44 3.03 3.57 4.29 4.92 5.58 6.29 7.30 8.18 (1.79-2 29) (2.15-2.77) (2.67-3.43) (3 13-4 04) (3.74-4.84) (4 25-5.54) (4.78-6 28) (5.33-7.09) (6.10-8.23) (6.74-9.24) 12fir I 2.54 3.06 3.82 4.52 5.50 6.38 7.32 8.36 9.88 11.3 I (2.24-2.91) ! (2.70-3.51) (3.36.4 37) (3 96-5.16) (4.78-6.28) (5.46.7.24) (6.22-8.30) (7.00.9.46) (8.13-11.2) (9.11-12.8) 3.04 3.68 4.70 5.55 6.83 7.92 9.12 , 24-hr ' 10.5 12.5 14.2 (2.73-3.41) J (3.30-4 12) (4.21-5.27) (4.96-6.21) (6 05-7 60) (6 97-8 80) (7.96-10.1) 1 (9 03-11 6) (10 6.13 8) (11 8-15.7) 2-day 9.58 4.34 5.52 6.50 7.91 9.09 10.4 11.8 13.8 15.5 (3.21.4 00) I (3.90-4.86) (4.95-6 17) (5 80-7.24) (7.01-8.80) , (8.00-10.1) (9 06-11 5) (10.2-13.1) (11.8-15.4) (13.1.17 4) 3day 3.81 4.62 5.87 6.90 8.40 9.65 11.0 12.5 14.6 16.4 (3.46-4.22) (4.20-5 12) (5.32.6 50) (6.24-7.63) (7 54-9 27) (8 61-10.6) (9 74-12.1) (11.0-13 8) (12 7-16.2) (14 1.18 2) 4 day 4.05 4.90 6.22 7.31 8.89 10.2 11.6 13.2 15.4 17.3 (3.71.444) (4.49.538) (5.70-6.83) (6.68-8.01) (8.08-9.73) (922-112) (10.4-12.7) (117.144) (136-170) (15.1.19.1) 7-day 5.66 7.08 8.24 9.91 11.3 12.8 14.4 18.7 18.7 (4.33-5 12) (5.21-6.17) (6.50-7 71) (7.55-8.98) (9.03.10.8) (10.2-12.3) (11.5-13 9) (12.9.15 7) (14.7-18.3) (16.3-20 5) 10 day,'; 5.33 6.40 1 7.90 9.12 10.8 12.3 13.7 15.3 17.6 19.4 (4.93-5.76) I (5.92-6.92) (7 30-8 54) (8.40.9.85) (9.95-11 7) (11 2-13 2) (12 5-14 9) (13.8.16.6) (15 7-19 1) (17 1-21 1) 20•eey! 7.00 I 8.35 10.1 11.5 13.3 1 14.8 I 16.3 17.8 19.8 21.5 . (656-7.48) II (7 83-8 93) (9.44.10.8) (10 7-12.2) (12.4-14.2) Il (13.7-15.8)) 1 (15.0-17.4) i (16.3�19.1) (18.1.21.3) (19.5-23.1) 30-day,Ir- III II II II '.I II I1 II III C L 8.59 10.2 12.0 F__ ____. ....13.5 15.3 16.7 18.1 19.4 21.2 22.5 i (8.09-9 13) (9.59.10.8) 11.3.12.8 1.2.6.14.3 (14.3-16 3) 15.6-17.8 _ 16.9.19.2 (18.0.20.7) 19.6-22.6 (20.7-24.1) as-day 10.7 12.7 14.8 16.4 18.4 20.0 21.4 22.9 24.7 26.0 (10.1-11.3) (12.0-13.4) (14.0-15.7) I (15 5.17 3) I (17.4-19 5) (18 8-21.1) (20.1-22.7) _(21 4.24.2) (22 9-26.3) (24.1.27.8) 60-day 12.6 I 14.8 I 17.1 18.8 21.0 22.6 24.1 25.6 27.4 28.8 (11 9-13 3) I (14 0-15 6) (16 2-18.0) (17.8-19 8) (19.8-22.1) , (21.3-23.8) i (22 7.25.4) (24 0-27.0) i ,(25.6-29.0) (26.8-30.5) 1 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 vaid PMP values Please refer to NOAA Atlas 14 document for more information. Estimates from the table in CSV format: Precipitation frequency estimates • Submit Main Link Categories: Home(OWP US Department of Commerce Map Disclaimer Privacy Pc National Oceanic and Atmospheric Administration Disclaimer Abou National Weather Service Credits Career Opportur Office of Water Prediction(OWP) Glossary 1325 East West Highway Silver Spnng,MD 20910 Page Author HDSC webmaster Page last modified April 21.2017 I I I Project Name: Light House Instruments CLEAR ALL data input cells Date: 6/25/2019 constant values Linear Developrn e ot Projet t r No calculation cells Site Information ` final results Post-Development Project(Treatment Volume and Loads) Enter Total Disturbed Area(acres) - 2.60 Check: BMP Design Specifications List: 2013 Draft Stds&Specs Maximum reduction required: 20% I Linear project? No The site's net increase in impervious cover(acres)is: 1.23 Land cover areas entered correctly? se Post-Development TP Load Reduction for Site(lb/yr): 2.43 Total disturbed area entered? ,/ Pre-ReDevelopment Land Cover (acres) I J A Soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 1.12 1.12 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed 1.07 1.07 Impervious Cover(acres) 0.41 0.41 2.60 Post-Development Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space(acres)--undisturbed, protected forest/open space or reforested land 0 00 0.00 Managed Turf(acres)--disturbed,graded for yards or other turf to be mowed/managed i 0.96 0 96 Impervious Cover(acres) 1 64 1.64 Area Check OK. OK. OK. OK. 2.60 Constants Runoff Coefficients(Rv) Annual Rainfall(inches) 43 A Soils B Soils C Soils i D Soils Target Rainfall Event(inches) 1.00 Forest/Open Space 0.02 0.03 0.04 0.05 Total Phosphorus(TP)EMC(mg/L) 0.26 Managed Turf 0.15 0.20 0.22 0.25 Total Nitrogen(TN)EMC(mg/L) 1 86 Impervious Cover 0.95 0.95 0.95 0.95 Target TP Load(lb/acre/yr) 0 41 Pj(unitless correction factor) 0 90 LAND COVER SUMMARY-- PRE-REDEVELOPMENT LAND COVER SUMMARY--POST DEVELOPMENT Land Cover Summary-Pre Land Cover Summary-Post(Final) Land Cover Summary-Post Land Cover Summary-Post Pre-ReDevelopment Listed Adjusted' Post ReDev.&New Impervious Post-ReDevelopment Post-Development New Impervious Forest/Open Space Forest/Open Space Forest/Open Space Cover(acres) 1.12 0.00 0.00 Cover(acres) 0.00 _ Cover(acres) Weighted Rv(forest) 0 03 0 00 Weighted Rs/forest) 0.00 Weighted Rs/forest) 0.00 %Forest 43% 0% %Forest 0% %Forest 0% Managed Turf Cover(acres) 1.07 0.96 Managed Turf Cover 0.96 Managed Turf Cover 0.96 (acres) -_ (acres) Weighted Rs/turf) 0.20 0.20 Weighted Rv(turf) 0.20 Weighted Rv(turf) 0 20 %Managed Turf 41% 70% %Managed Turf 37% %Managed Turf 70% Impervious Cover(acres) Q41 0.41 Impervious Cover 1 64 ReDev Impervious 0.41 New Impervious Cover 1.23 (acres) Cover(acres) (acres) Rv(impervious) 0.95 095 Rs/impervious) 0.95 Rv(impervious) 095 Rv(Impervious) 0.95 %Impervious 16% 30% %Impervious 63% %Impervious 30% Aid Total ReDev.Site Area Total Site Area(acres) 2.60 1.37 Final Site Area(acres) 2.60 1.37 (acres) Site Rv 0.25 0.42 Final Post Dev Site Rv 0.67 ReDev Site Rv 0.42 Treatment Volume and Nutrient Load Treatment Volume and Nutrient Load _) Final Post- I) Post-ReDevelopment Post-Development Pre-ReDevelopment Treatment Volume 0.0531 0.0485 Development 0.1458 Treatment Volume 0.0485 Treatment Volume 0.0974 (acre-ft) Treatment Volume I (acre-fq (acre-ft) II (acre-ft) I Final Post- Post-ReDevelopment Post-Development Pre-ReDevelopment Treatment Volume 2,313 1,111 Development 6,353 Treatment Volume 2,111 Treatment Volume(cubic 4,242 (cubic feet) Treatment Volume (cubic feet) (cubic feet) feet) Final Post- Post-ReDevelopment Pre-ReDevelopment TP Load Post-Development TP 1.45 1.33 Development TP Load 3.99 Load(TP) 1.23 Load(Ib/yr) 2.67 116fyr) (lb/yr) 1 (lb/yr)' hie-ReDevelopment TP Load per acre Final Post-Developmem Post-ReDevelopment TP R S6 0 9/ Load per acre 1.54 Load per acre (Ib/acre/yr) iill (Ib/acre/yr) ai --- _- hb/acre/yr) _. Baseline TP Load(lb/yr) - Max.Reduction Required 10.411bu/acre/vr applied to pre-redevelopment area excluding pervious 0.56 (Below Pre- 20% land proposed for new impervious cover) ReDevelopment Load) I I I I t TP Load Reduction AO/usted Land Cover Summary TP Load Reduction Pre ReDevelopment land cover minus pervious land cover(forest/open space or Required for 0.27 Required for New 2.16 managed turf)acreage proposed for new impervious cover Redeveloped Area (Ib/yr) Impervious Area(Ib/yr) idlusted total acreage is consistent with Post-ReDevelopment acreage(minus ,reage of new impervious cover) .,lumn I shows load reduction requriement for new impervious cover(based on new ,rvelopment load limn,041 lbs/acre/year). Post-Development Requirement for Site Area TP Load Reduction Required(Ib/yr) 2.43 Nitrogen Loads(Informational Purposes Only) Final Post-Development TN Load Pre-ReDevelopment TN Load(Ib/yr) 10.39 (Post-ReDevelopment&New 28.55 Impervious)(Ib/yr) I I I I 4