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HomeMy WebLinkAboutWPO201300010 Calculations 2013-02-05 STORMWATER CALCULATIONS SEMINOLE TRAIL VOLUNTEER FIRE DEPARTMENT ADDITION AND RENOVATIONS rr COUNTY OF ALBEMARLE oY ALa FILE COPY IMi ill * _ This copy of the approved plan is ..��.- �� reserved for the official files of is•/ Albemarle County. Please do not remove this plan from the file. Wits001, c"S C� S/ / 1 APRIL 17, 2013' the�'Iemarle Gounsy Cr r �sr�ity �?ev�l ent Departrr��nr DJG# 2130150 Date File ire INC ENGINEERS • ARCHITECTS • PLANNERS rr 449 McLAWS CIRCLE • WILLIAMSBURG, VA • 23185 www.djginc.corn Seminole Trail Fire Station Stormwater Calculations This project consists of an approximate 4,600 SF addition on an existing 3,800 SF fire station. The majority of the addition will be built upon the existing parking lot causing a net addition of only 3,025 SF of additional impervious area to the 1.76 AC site.To reduce the proposed stormwater runoff to below existing conditions a,3 200 gallon cistern will be used to collect half of the existing roof area as well as all the proposed roof area.The water will run through a vortex filter before entering the cistern.Once in the cistern the fire department will utilize this water to fill their trucks when ever feasible to minimize the domestic water consumption.To compensate for water quality the vortex filter and two Filtera boxes will be utilized reducing the pollutant runoff by 0.431bs/yr. Within this calculations package you will find routing calculations for the proposed and existing 2yr, 10yr,and 100yr design storms for Albemarle County.The stormwater quality calculations can also be found within this book.See below for a summary table of calculations. a Stormwater Quantity Calculations Summary Storm/Developed Pre Developed Post Developed 2 Year Design storm 5.71 cfs 5.65 cfs 10 Year Design Storm 9.68 cfs 9.65 cfs 100 Year Design Storm 14.78 cfs 14.79 cfs Stormwater Quality Summary Required Removal 0.34 lbs/yr Achieved Removal 0.43 lbs/yr a a a a .s ..O a WATER QUALITY CALCULATIONS a a a a a PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 50 Worksheet 1 Page I of3 rrit STEP 1 Determine the applicable area (A) and the post-developed impervious cover (Ipos)• irr Applicable area(A)* = 1 . 7 6 acres Post-development impervious cover: structures = 0 . 20 acres ■rt parking lot = 0 .4 5 acres airi roadway = 0 .25 acres other: Sidewalk = 0.04 acres acres mai Total = 0 . 94 acres 'post=(total post-development impervious cover_A) x 100= 53 % * The area subject to the criteria may vary from locality to locality. Therefore, consult the locality for proper determination of this value. STEP 2 Determine the average land cover condition (Iwatershed) or the existing impervious cover(I ) ' existing Average land cover condition(Iwatershed). If the locality has determined land cover conditions for individual watersheds within its +S jurisdiction,use the watershed specific value determined by the locality as Iwatershed' 'watershed = % ea Otherwise,use the Chesapeake Bay default value: 'watershed = 16% 5D-5 a PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 513 a Worksheet 1 Page 2 of 3 Existing impervious cover(Iexisting) Determine the existing impervious cover of the development site if present. '® Existing impervious cover: structures = 0 • 0 9 acres a parking lot = 0. 56 acres a roadway = 0 . 17 acres other: —a Sidewalk = 0.05 acres acres a Total = 0 . 87 acres a•• 'existing=(total existing impervious cover-A*) x 100 = 4 9 * The area should be the same as used in STEP 1. a STEP 3 Determine the appropriate development situation. ar The site information determined in STEP 1 and STEP 2 provide enough information to determine the appropriate development situation under which the performance criteria will a apply. Check( )the appropriate development situation as follows: Situation 1: This consists of land development where the existing percent impervious a cover(Iexisting) is less than or equal to the average land cover condition (Iwatershed) and the proposed improvements will create a total percent a impervious cover(Ipost) which is less than or equal to the average land cover condition('watershed)- aar I post % 'watershed 0 was 5D-6 a a rrir PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX SD.,: Worksheet 1 Page 3 of 3 Ilik Situation 2: This consists of land development where the existing percent impervious cover(Iexisting) is less than or equal to the average land cover condition ('watershed) and the proposed improvements will create a total percent impervious cover(Ipost) which is greater than the average land cover condition(Iwatershed)• 'existing % 'watershed, %; and go 0 0 -'post Io 'watershed 0 x Situation 3: This consists of land development where the existing percent impervious cover(Iexisting) is greater than the average land cover condition(Iwatershed)- me CIA 'existing o�� 'watershed o Situation 4: This consists of land development where the existing percent impervious err cover(Iexisting) is served by an existing stormwater management BMP(s) that addresses water quality. If the proposed development meets the criteria for development Situation 1,than the low density development is considered to be the BMP and no pollutant removal is required. The calculation procedure for Situation 1 stops here. If the proposed development meets the criteria for development Situations 2,3, or 4, then proceed to STEP 4 on the appropriate worksheet. Mb isi 5D-7 PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D 5D-8 am PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 50 raw Worksheet 3 : Situation 3 arrr Page 1 of 5 Summary of Situation 3 criteria: from calculation procedure STEP 1 thru STEP 3,Worksheet 1: Applicable area (A)* = 1 . 76 acres tie Ipost =(total post-development impervious cover-A) x 100= 53 % _ o Go (watershed 0 or (watershed = 16�0 "existing=(total existing impervious cover-A*) x 100 = 49 % aro 'existing 49 %�0 > 'watershed 16 % �o a STEP 4 Determine the relative pre-development pollutant load (Lpre). 1. Pre-development pollutant load based on the existing impervious cover: Lpre(existing)= [0.05 + (0.009 x 'existing)] x A x 2.28 (Equation 5-17) where: Lpre(existing) = relative pre-development total phosphorous load(pounds per year) 'existing = existing site impervious cover(percent expressed in whole numbers) a A = applicable area(acres) Lpre(existing)= [0.05 + (0.009 x 49 )] x 1 . 76 x 2.28 in = 1. 97 pounds per year ara w rirw 5D-13 PERFORMANCE-BASED WATER QUALITY CALCULATIONS" APPENDIX 5D �. Worksheet 3 : Situation 3 Page 2 of 5 2. Pre-development pollutant load based on the average land cover condition: Lpre(watershed)= [0.05 + (0.009 x 'watershed)] x A x 2.28 (Equation 5-16) rrr where: Lpre(watershed) = relative pre-development total phosphorous load (pounds per year) 'watershed = average land cover condition for specific watershed or locality or the Chesapeake Bay default value of 16% (percent expressed in whole numbers) A = applicable area(acres) Lpre(watershed)= [0.05 +(0.009 x 16 )] x 1 . 76 x 2.28 = 0 . 79 pounds per year STEP 5 Determine the relative post-development pollutant load (Lpost)• Losst = [0.05 +(0.009 x Ipost)] x A x 2.28 (Equation 5-21) �. where: Lpost = relative post-development total phosphorous load(pounds per year) 'post = post-development percent impervious cover(percent expressed in -� whole numbers) A = applicable area(acres) r• Lpost = [0.05 +(0.009 x 53 Ax 1. 76 x 2.28 = 2 . 11 pounds per year STEP 6 Determine the relative pollutant removal requirement(RR). RR = Lost (0.9 x Lpre(existing)) = 2 . 11 - (0.9 x 1 . 97 ) = 0 . 34 pounds per year or wr RR = Lpost Lpre(watershed) = 2 . 11 - .79 = 1 . 32 pounds per year 5D-14 smi a PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 5D �w rr Worksheet 3 : Situation 3 Page 3 of 5 The pollutant removal requirement(RR) for Situation 3 is the lesser of the two values calculated above: RR = 0 . 34 pounds per year a STEP 7 Identify best management practice (BMP)for the site. a 1. Determine the required pollutant removal efficiency for the site: EFF = (RR_L post) x 100 (Equation 5-22) where: EFF = required pollutant removal efficiency(percent expressed in whole numbers) • RR = pollutant removal requirement(pounds per year) Lpost = relative post-development total phosphorous load(pounds per year) a EFF = ( 0 .34 ± 2 . 11 ) x 100 a = 0 . 16 % 2. Select BMP(s) from Table 5-15 and locate on the site: err BMP 1: Filtera BMp 2: Filtera BMP 3: Vortex a w 5D-15 a a PERFORMANCE-EASED WATER QUALITY CALCULATIONS APPENDIX 5D MIN Worksheet 3 : Situation 3 Page 4 of 5 3. Determine the pollutant load entering the proposed BMP(s): INS LBMP = [0.05 +(0.009 x IBMP)] x A x 2.28 (Equation 5-23) where: LBMP = relative post-development total phosphorous load entering proposed BMP (pounds per year) IBMP = post-development percent impervious cover of BMP drainage area (percent expressed in whole numbers) A = drainage area of proposed BMP (acres) LBMPI = [0.05 +(0.009 x 10 0 )] x 0 . 15 x 2.28 = 0 . 32 pounds per year AIM LBMP2 = [0.05 +(0.009 x 80 )] x0 .25 x 2.28 y.. = 0 .44 pounds per year LBMP3 = [0.05 +(0.009 x 10 0 )] x 0 . 14 x 2.28 = 0. 30 pounds per year .r 4. Calculate the pollutant load removed by the proposed BMP(s): -• Lremoved = EffBMP x LBMP (Equation 5-24) where: Lremoved = Post-development pollutant load removed by proposed BMP ,,. (pounds per year) EffBMP = pollutant removal efficiency of BMP (expressed in decimal form) LBMP = relative post-development total phosphorous load entering r proposed BMP(pounds per year) LremovedBMP1 = 0 . 5 x 0 . 32 = 0. 16 pounds per year LremovedBMP2 = 0 • 5 x 0 .44 = 0 .22 pounds per year j, = 0 . 15 x 0 . 30 = 0 . 05 removedBMP3 pounds per year 5D-16 tio PERFORMANCE-BASED WATER QUALITY CALCULATIONS APPENDIX 50 Worksheet 3 : Situation 3 Page 5 of 5 5. Calculate the total pollutant load removed by the BMP(s): olio Lremoved/total = Lremoved/BMP1 +Lremoved/BMP2+Lremoved/BMP3 + • • • (Equation 5-25) where: Lremoved/total =total pollutant load removed by proposed BMPs Lremoved/BMP1 =pollutant load removed by proposed BMP No. 1 Lremoved/BMP2 =pollutant load removed by proposed BMP No. 2 Lremoved/BMP3 =pollutant load removed by proposed BMP No. 3 L = 0 . 16 + 0 .22 + 0 . 05 + . . . removed/total = 0 .43 pounds per year me 6. Verify compliance: Lremoved/total RR 0 .43 > 0 . 34 IN MO sili um 5D-17 rlr IWO MEI EXISTING DRAINAGE MAP iiie a a a err a mai IOW Mit $mod 4 m MU Ylll V, w—I - 'Z r n o eta S, n m K -c) 0(=N 1 k F1� 0111 aL\ x ,\s / h F um t ,'// / fi c �/ IIIIF 4a �/ 1 I v,///%,'4,i',.- /////,',04 �� ,° 1, , r I 1 �'I'll - gy,e,„/� i. 1 I 1 F i,- v�joh p /16I�l u �� ' i'$�4 , 1 \11 1\ 11 1 I ,1 1 1 ;11 or / l /I I 1 't. I ,a I + 'I I i l 1 ,I 1 1‘ 1// lllll ('' '.• I I•�:v 1 1 p i ;f/,/f /,' ilt4 11 I , , % // //////�I15 i �I o '<,<-i/ i 1_ � 11 _)�'t-�` , l I-�yI I II I - ', j,- �. ' / / 1111 / ><, 1 1 y/, I% 1r , k I I 1 � 1 \.:_. ..� / / / // //// i/�ll ` I I I I '-?� �I,/L I I/ j I 11 I 1 :11 \,r�� / / / / %141 s 1. r , y\ , I , 1 1 i , I w \ g I 1 \. . (\ c \w \ \ i, y, N I I r I s\ 1/I "I � \ 1i i \ A. l „,t , y 1 F b\ \\ \ ,; \O—o / � �\ s, \ •,<v + NO ON Mill1 AM fy'`i: gg m 3 e _-_ .— A Z 111111 OM s € d'+i1 w E m 4 O `� Z 2 n i�11l'�' E �aiea:,i °5 - I r13lE1s:a z 5 FT, O A ii ,. n m ?1Ii II�' 1 Mill", o > Z r m 3 :mum A —I A Ip�,cs,'Milli':is x --I JO INS MIN 2 YEAR EXISTING EMI INN WOO WM WW Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) ******************* NW Project Description ******************* File Name existing conditions.SPF UM **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR-55 WM Time of Concentration SCS TR-55 Link Routing Method Hydrodynamic Storage Node ExfiltrationConstant rate, wetted area Starting Date DEC-05-2012 00:00:00 Ending Date DEC-08-2012 00:00:00 Report Time Step 00:05:00 ************* Element Count - ************* Number of rain gages 1 Number of subbasins 6 Number of nodes 4 Number of links 3 OW **************** Raingage Summary **************** Gage Data Data Recording ID Source Type Interval min Rain Gage-01 TS-02 CUMULATIVE 6.00 WM **************** Subbasin Summary **************** WM Subbasin Total Area ID acres Sub-01 0.22 Wi Sub-02 0.38 Sub-03 0.10 Sub-04 0.42 Sub-05 0.10 Sub-06 0.78 ************ Node Summary ************ MO Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft2 Out-01 OUTFALL 520.00 524.25 0.00 WW WW Autodesk Storm and Sanitary Analysis moo .r 00 00 ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number imm Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets . r Elevation Elevation Elevation Factor ft ft ft' ft % rim DI-01 NEENAH FOUNDRY R-1792-AG On Sag 1 533.88 537.78 10.00 533.88 0.00 DI-02 FHWA HEC-22 GENERIC N/A On Sag 1 527.63 532.01 10.00 527.63 0.00 DI-03 FHWA HEC-22 GENERIC N/A On Sag 1 r.. 526.23 529.15 10.00 526.23 0.00 ************************** Roadway and Gutter Summary .r ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope .. ft/ft ft/ft ft/ft ft in DI-01 - 0.0200 0.0160 0.0620 2.00 2.00 DI-02 - 0.0200 0.0160 0.0620 2.00 2.00 DI-03 - 0.0200 0.0160 0.0620 2.00 2.00 MO ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's A.. ID Type ft % Roughness Pipe-02 DI-01 DI-02 CONDUIT 50.0 12.5000 0.0150 Pipe-03 DI-02 DI-03 CONDUIT 66.0 2.1212 0.0150 Pipe-04 DI-03 Out-01 CONDUIT 25.0 12.9200 0.0150 .r ********************* Cross Section Summary ********************* ""' Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius - Capacity ft ft ft2 ft cfs mr Pipe-02 CIRCULAR 1.25 1.25 1 1.23 0.31 19.79 Pipe-03 CIRCULAR 1.25 1.25 1 1.23 0.31 8.15 am Pipe-04 CIRCULAR 1.25 1.25 1 1.23 0.31 20.12 r. Autodesk Storm and Sanitary Analysis .. w. MO MO ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** Total Precipitation 0.676 4.053 MO Surface Runoff 0.006 0.038 Continuity Error (%) -0.006 ************************** Volume Volume OM Flow Routing Continuity acre-ft Mgallons ************************** External Inflow 0.000 0.000 External Outflow 0.378 0.123 Initial Stored Volume 0.000 0.000 OM Final Stored Volume 0.000 0.000 Continuity Error (%) 0.000 Composite Curve Number Computations Report ****************************************** Subbasin Sub-01 MO Area Soil Soil/Surface Description (acres) Group CN Paved parking & roofs 0.22 B 98.00 Composite Area & Weighted CN 0.22 98.00 Subbasin Sub-02 Area Soil Soil/Surface Description (acres) Group CN > 75% grass cover, Good 0.06 B 61.00 Paved parking & roofs 0.32 B 98.00 MO Composite Area & Weighted CN 0.38 92.16 Subbasin Sub-03 MO Area Soil Soil/Surface Description (acres) Group CN > 75% grass cover, Good 0.01 B 61.00 Paved parking & roofs 0.10 B 98.00 MO Composite Area & Weighted CN 0.10 96.15 Subbasin Sub-04 Area Soil Soil/Surface Description (acres) Group CN Woods & grass combination, Good 0.18 B 58.00 Paved parking & roofs 0.24 B 98.00 OM Composite Area & Weighted CN 0.42 80.86 Subbasin Sub-05 NO Area Soil Soil/Surface Description (acres) Group CN Om Autodesk Storm and Sanitary Analysis WO OW WO Paved parking & roofs 0.10 B 98.00 Composite Area & Weighted CN 0.10 98.00 Subbasin Sub-06 Area Soil rir Soil/Surface Description (acres) Group CN Paved parking & roofs 0.13 B 98.00 > 75% grass cover, Good 0.65 B 61.00 Composite Area & Weighted CN 0.78 67.17 moo *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** rr Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) or Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) rr P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation rr V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) — V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) r. Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation ma V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) rrr Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) ow Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) rrr Autodesk Storm and Sanitary Analysis rr mr r Sf = Slope (ft/ft) n = Manning's Roughness Subbasin Sub-01 - Sheet Flow Computations MA Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (ft) : 180.00 0.00 Mi 0.00 Slope (%): 10.00 0.00 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 a Velocity (ft/sec) : 3.55 0.00 0.00 Computed Flow Time (minutes) : 0.84 0.00 0.00 Total TOC (minutes) : 0.84 a Subbasin Sub-02 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft) : 90.00 0.00 0.00 Slope (%): 0.75 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 1.40 0.00 0.00 Computed Flow Time (minutes) : 1.07 0.00 0.00 Total TOC (minutes) : 1.07 Subbasin Sub-03 NM Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Y� Flow Length (ft): 75.00 0.00 0.00 Autodesk Storm and Sanitary Analysis OM Ilse oo odo Slope (%): 3.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.00 4.00 4.00 �r Velocity (ft/sec) : 1.84 0.00 0.00 Computed Flow Time. (minutes) : 0.68 0.00 0.00 oto Total TOC (minutes) : 0.68 mom Subbasin Sub-04 r Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 ono 0.00 Flow Length (ft) : 20.00 0.00 0.00 Slope (%) : 9.50 0.00 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 Velocity (ft/sec): 0.12 0.00 0.00 Computed Flow Time (minutes) : 2.84 0.00 oo 0.00 Channel Flow Computations Subarea A Subarea B Subarea "" C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft) : 120.00 0.00 0.00 "mo Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft') : 3.00 0.00 0.00 Wetted Perimeter (ft) : 2.00 0.00 "°r' 0.00 Velocity (ft/sec) : 16.17 0.00 0.00 Computed Flow Time (minutes): 0.12 0.00 0.00 MEI Total TOC (minutes): 2.97 ore Subbasin Sub-05 Sheet Flow Computations Autodesk Storm and Sanitary Analysis mom 00 AIMS SS S S Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 NS Flow Length (ft) : 210.00 0.00 0.00 Slope (8) : 10.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.00 4.00 4.00 Velocity (ft/sec): 3.66 0.00 0.00 Computed Flow Time (minutes) : 0.95 0.00 0.00 Mil Total TOC (minutes) : 0.95 Subbasin Sub-06 Sheet Flow Computations Subarea A Subarea B Subarea C OM Manning's Roughness: 0.40 0.80 0.00 Flow Length (ft) : 70.00 60.00 0.00 Slope (%) : 12.50 10.00 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 Velocity (ft/sec): 0.17 0.09 0.00 Computed Flow Time (minutes) : 6.94 11.67 NO 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea MO C Flow Length (ft): 90.00 0.00 0.00 Slope (%) : 0.50 0.00 OM 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 1.14 0.00 0.00 Computed Flow Time (minutes) : 1.32 0.00 0.00 Total TOC (minutes) : 19.93 MO *********************** Subbasin Runoff Summary *********************** Autodesk Storm and Sanitary Analysis om woo ow Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss Sub-01 4.00 3.76 1.14 98.000 0 00:05:00 Sub-02 4.00 3.13 1.79 92.160 0 00:05:00 Sub-03 4.00 3.55 0.52 96.150 0 00:05:00 Sub-04 4.00 2.11 1.42 80.860 0 00:05:00 NM Sub-05 4.00 3.76 0.54 98.000 0 00:05:00 Sub-06 4.00 1.16 0.93 67.170 0 00:19:55 mm ****************** Node Depth Summary ****************** rr Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss r Out-01 0.00 0.00 520.00 0 00:00 0 0 0:00:00 ***************** ow Node Flow Summary ***************** Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding mili Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm Out-01 OUTFALL 2.31 5.71 0 12:00 0.00 wo ******************* Inlet Depth Summary ******************* tas Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence or ft ft ft days hh:mm DI-01 55.17 539.09 1.31 0 12:00 DI-02 11.94 532.50 0.49 0 12:00 am DI-03 3.88 529.36 0.21 0 12:00 ****************** Inlet Flow Summary ****************** taw Inlet Peak Peak Peak Peak Inlet Total ma Total ID Flow Lateral Flow Flow Efficiency Flooding Time up Autodesk Storm and Sanitary Analysis um au MO OO OM Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs acre-in minutes MO DI-01 1.14 1.14 - - - 0.000 0 OM DI-02 1.79 1.79 - - - 0.000 0 DI-03 0.52 0.52 - - - 0.000 0 MM *********************** Outfall Loading Summary *********************** Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs MM Out-01 32.86 0.34 5.71 System 32.86 0.34 5.71 ***************** Link Flow Summary ***************** MO Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes MO Pipe-02 CONDUIT 0 12:00 3.36 1.00 1.11 19.79 0.06 0.32 0 Calculated OM Pipe-03 CONDUIT 0 12:00 6.21 1.00 2.89 8.15 0.35 0.40 0 Calculated Pipe-04 CONDUIT 0 12:00 10.60 1.00 3.40 20.12 0.17 0.31 0 Calculated MO ******************************** Highest Flow Instability Indexes ******************************** All links are stable. Analysis began on: Mon Jan 14 09:52:10 2013 Analysis ended on: Mon Jan 14 09:52:14 2013 Total elapsed time: 00:00:04 NO MO Autodesk Storm and Sanitary Analysis ON 00 WON 6.. SIN NNW NNW >NM 10 YEAR EXISTING AIM a ®.Y IOWa a Mb Mb Mb Autodesk0 Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) ******************* Project Description ******************* File Name existing conditions.SPF MS **************** Analysis Options **************** Flow Units cfs US Subbasin Hydrograph Method. SCS TR-55 Time of Concentration SCS TR-55 Link Routing Method Hydrodynamic Storage Node ExfiltrationConstant rate, wetted area Starting Date DEC-05-2012 00:00:00 Mb Ending Date DEC-08-2012 00:00:00 Report Time Step 00:05:00 ************* WO Element Count ************* Number of rain gages 1 Number of subbasins 6 Number of nodes 4 Number of links 3 Mb **************** Raingage Summary **************** Gage Data Data Recording ID Source Type Interval min Rain Gage-01 TS-02 CUMULATIVE 6.00 Mb **************** Subbasin Summary **************** Mb Subbasin Total Area ID acres Sub-01 0.22 MN Sub-02 0.38 Sub-03 0.10 Sub-04 0.42 Sub-O5 0.10 Sub-06 0.78 Mb ************ Node Summary ************ Mb Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft' Out-01 OUTFALL 520.00 524.25 0.00 11O Autodesk Storm and Sanitary Analysis `Ili w. .w MO ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number ww Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor mw ft ft ft' ft 8 ml. DI-01 NEENAH FOUNDRY R-1792-AG On Sag 1 533.88 537.78 10.00 533.88 0.00 DI-02 FHWA HEC-22 GENERIC N/A On Sag 1 527.63 532.01 10.00 527.63 0.00 DI-03 FHWA HEC-22 GENERIC N/A On Sag 1 mw 526.23 529.15 10.00 526.23 0.00 ************************** Roadway and Gutter Summary ow ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ft/ft ft/ft ft/ft ft in r DI-01 - 0.0200 0.0160 0.0620 2.00 2.00 DI-02 - 0.0200 0.0160 0.0620 2.00 2.00 DI-03 - 0.0200 0.0160 0.0620 2.00 2.00 woo ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's mm ID Type ft % Roughness Pipe-02 DI-01 DI-02 CONDUIT 50.0 12.5000 0.0150 Pipe-03 DI-02 DI-03 CONDUIT 66.0 2.1212 0.0150 Pipe-04 DI-03 Out-01 CONDUIT 25.0 12.9200 0.0150 mw ********************* Cross Section Summary ********************* MO Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius mw Capacity ft ft ft2 ft cfs ww Pipe-02 CIRCULAR 1.25 1.25 1 1.23 0.31 19.79 Pipe-03 CIRCULAR 1.25 1.25 1 1.23 0.31 8.15 mw Pipe-04 CIRCULAR 1.25 1.25 1 1.23 0.31 20.12 we Autodesk Storm and Sanitary Analysis mill. mill. AIM WO MO NO ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** Oli Total Precipitation 1.013 6.080 Surface Runoff 0.011 0.066 Continuity Error (%) -0.005 ` SW ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** External Inflow 0.000 0.000 External Outflow 0.662 0.216 SO Initial Stored Volume 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error (%) 0.000 ****************************************** WO Composite Curve Number Computations Report ****************************************** MO Subbasin Sub-01 Area Soil Soil/Surface Description (acres) Group CN Paved parking & roofs 0.22 B 98.00 NS Composite Area & Weighted CN 0.22 98.00 Subbasin Sub-02 MO Area Soil Soil/Surface Description (acres) Group CN > 75% grass cover, Good 0.06 B 61.00 Paved parking & roofs 0.32 B 98.00 MS Composite Area & Weighted CN 0.38 92.16 Subbasin Sub-03 SO Area Soil Soil/Surface Description (acres) Group CN > 75% grass cover, Good 0.01 B 61.00 Paved parking & roofs 0.10 B 98.00 WM Composite Area & Weighted CN 0.10 96.15 Subbasin Sub-04 US Area Soil Soil/Surface Description (acres) Group CN Woods & grass combination, Good 0.18 B 58.00 Paved parking & roofs 0.24 B 98.00 SO Composite Area & Weighted CN 0.42 80.86 Subbasin Sub-05 WO Area Soil Soil/Surface Description (acres) Group CN MO Autodesk Storm and Sanitary Analysis WO WO .r. r r Paved parking & roofs 0.10 B 98.00 Composite Area & Weighted CN 0.10 98.00 am Subbasin Sub-06 Area Soil Soil/Surface Description (acres) Group CN r Paved parking & roofs 0.13 B 98.00 > 75% grass cover, Good 0.65 B 61.00 Composite Area & Weighted CN 0.78 67.17 ow *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** or Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4) ) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) woo P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation or V = 16.1345 * (Sf-0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) or Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) + + V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation air V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) rr Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) ma Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) rrr Autodesk Storm and Sanitary Analysis r rw dem OM OW MO Sf = Slope (ft/ft) n = Manning's Roughness MO Subbasin Sub-01 Sheet Flow Computations Subarea A Subarea B Subarea Om C Manning's Roughness: 0.01 0.00 0.00 Flow Length (ft) : 180.00 0.00 0.00 ob Slope (%) : 10.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.00 4.00 4.00 Velocity (ft/sec) : 3.55 0.00 OW 0.00 Computed Flow Time (minutes) : 0.84 0.00 0.00 mm Total TOC (minutes) : 0.84 Om Subbasin Sub-02 Shallow Concentrated Flow Computations MO Subarea A Subarea B Subarea C Flow Length (ft) : 90.00 0.00 0.00 OM Slope (%) : 0.75 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 1.40 0.00 Mb 0.00 Computed Flow Time (minutes): 1.07 0.00 0.00 NO Total TOC (minutes): 1.07 I�ffl Subbasin Sub-03 Sheet Flow Computations mO Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 - Flow Length (ft) : 75.00 0.00 0.00 WO Autodesk Storm and Sanitary Analysis ire Slope (%) : 3.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.00 4.00 4.00 rr Velocity (ft/sec): 1.84 0.00 0.00 Computed Flow Time (minutes) : 0.68 0.00 0.00 Total TOC (minutes) : 0.68 NMI Subbasin Sub-04 moo Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 err 0.00 Flow Length (ft) : 20.00 0.00 0.00 Slope )%) : 9.50 0.00 0.00 'r 2 r, 24 hr Rainfall y (in) : 4.00 4.00 4.00 Velocity (ft/sec) : 0.12 0.00 0.00 Computed Flow Time (minutes) : 2.84 0.00 am 0.00 Channel Flow Computations Subarea A Subarea B Subarea - Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft) : 120.00 0.00 0.00 MI6 Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft') : 3.00 0.00 0.00 Wetted Perimeter (ft) : 2.00 0.00 im 0.00 Velocity (ft/sec) : 16.17 0.00 0.00 Computed Flow Time (minutes): 0.12 0.00 0.00 ter Total TOC (minutes) : 2.97 wm Subbasin Sub-05 Sheet Flow Computations Autodesk Storm and Sanitary Analysis rrr MO a a Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 OW Flow Length (ft) : 210.00 0.00 0.00 Slope (%) : 10.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.00 4.00 MO 4.00 Velocity (ft/sec) : 3.66 0.00 0.00 Computed Flow Time (minutes) : 0.95 0.00 0.00 MO Total TOC (minutes) : 0.95 OW Subbasin Sub-06 MO Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.80 0.00 Flow Length (ft) : 70.00 60.00 0.00 Slope (%) : 12.50 10.00 0.00 a 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 Velocity (ft/sec) : 0.17 0.09 0.00 Computed Flow Time (minutes) : 6.94 11.67 a 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea a C Flow Length (ft): 90.00 0.00 0.00 Slope (%): 0.50 0.00 0.00 MO Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 1.14 0.00 0.00 Computed Flow Time (minutes): 1.32 0.00 r 0.00 Total TOC (minutes) : 19.93 MO *********************** Subbasin Runoff Summary a *********************** NO Autodesk Storm and Sanitary Analysis MO a Wm WO WM Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mu in in cfs Number days hh:mm:ss Sub-01 6.00 5.76 1.71 98.000 0 00:05:00 . Sub-02 6.00 5.09 2.83 92.160 0 00:05:00 Sub-03 6.00 5.54 0.80 96.150 0 00:05:00 .ir Sub-04 6.00 3.87 2.57 80.860 0 00:05:00 Sub-05 6.00 5.76 0.81 98.000 0 00:05:00 Sub-06 6.00 2.54 2.17 67.170 0 00:19:55 aw ****************** Node Depth Summary ****************** mg Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss 'W Out-01 0.00 0.00 520.00 0 00:00 0 0 0:00:00 ***************** Node Flow Summary ow ***************** Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding ■r Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm Out-01 OUTFALL 4.46 9.68 0 12:00 0.00 +rr ******************* Inlet Depth Summary ******************* ow Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence OW ft ft ft days hh:mm DI-01 143.86 540.65 2.87 0 12:00 DI-02 11.64 532.61 0.60 0 12:00 DI-03 5.92 529.47 0.32 0 12:00 sr ****************** Inlet Flow Summary ****************** wag Inlet Peak Peak Peak Peak Inlet Total am Total ID Flow Lateral Flow Flow Efficiency Flooding Time MIN Autodesk Storm and Sanitary Analysis rr awl MO Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs o acre-in minutes DI-01 1.71 1.71 - - - 0.000 0 OW DI-02 2.83 2.83 - - - 0.000 0 DI-03 0.80 0.80 - - - 0.000 0 MM *********************** Outfall Loading Summary *********************** MM Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs MM Out-01 34.01 0.63 9.68 System 34.01 0.63 9.68 MM ***************** Link Flow Summary ***************** Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum NO Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes MN Pipe-02 CONDUIT 0 12:00 3.58 1.00 1.66 19.79 0.08 0.41 0 Calculated Pipe-03 CONDUIT 0 12:00 6.70 1.00 4.45 8.15 0.55 0.53 0 Calculated Pipe-04 CONDUIT 0 12:00 11.55 1.00 5.24 20.12 0.26 0.40 0 Calculated OM ******************************** Highest Flow Instability Indexes ******************************** All links are stable. OO Analysis began on: Mon Jan 14 09:51:31 2013 Analysis ended on: Mon Jan 14 09:51:34 2013 Total elapsed time: 00:00:03 MO um Autodesk Storm and Sanitary Analysis MO NO AIM IMO MIN 100 YEAR EXISTING NO AMP r Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) ******************* WO Project Description ******************* File Name existing conditions.SPF **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR-55 go Time of Concentration SCS TR-55 Link Routing Method Hydrodynamic Storage Node ExfiltrationConstant rate, wetted area Starting Date DEC-05-2012 00:00:00 Ending Date DEC-08-2012 00:00:00 W1 Report Time Step 00:05:00 ************* Element Count O1 ************* Number of rain gages 1 Number of subbasins 6 Number of nodes 4 Number of links 3 191 **************** Raingage Summary Gage Data Data Recording ID Source Type Interval min Rain Gage-01 TS-02 CUMULATIVE 6.00 WO **************** Subbasin Summary **************** WO Subbasin Total Area ID acres Sub-01 0.22 WO Sub-02 0.38 Sub-03 0.10 Sub-04 0.42 Sub-05 0.10 Sub-06 0.78 1W ************ Node Summary ************ WO Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft' Out-01 OUTFALL 520.00 524.25 0.00 Autodesk Storm and Sanitary Analysis Oil .r OW MO ************* Inlet Summary ************* or Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets rru Elevation Elevation Elevation Factor ft ft ft' ft o aro DI-01 NEENAH FOUNDRY R-1792-AG On Sag 1 533.88 537.78 10.00 533.88 0.00 DI-02 FHWA HEC-22 GENERIC N/A On Sag 1 527.63 532.01 10.00 527.63 0.00 DI-03 FHWA HEC-22 GENERIC N/A On Sag 1 am 526.23 529.15 10.00 526.23 0.00 ************************** war Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope or ft/ft ft/ft ft/ft ft in DI-01 - 0.0200 0.0160 0.0620 2.00 2.00 DI-02 - 0.0200 0.0160 0.0620 2.00 2.00 DI-03 - 0.0200 0.0160 0.0620 2.00 2.00 rr ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's two ID Type ft % Roughness Pipe-02 DI-01 DI-02 CONDUIT 50.0 12.5000 0.0150 Pipe-03 DI-02 DI-03 CONDUIT 66.0 2.1212 0.0150 Pipe-04 DI-03 Out-01 CONDUIT 25.0 12.9200 0.0150 or ********************* Cross Section Summary ********************* wr Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius was Capacity ft ft ft' ft cfs ayrr Pipe-02 CIRCULAR 1.25 1.25 1 1.23 0.31 19.79 Pipe-03 CIRCULAR 1.25 1.25 1 1.23 0.31 8.15 °r Pipe-04 CIRCULAR 1.25 1.25 1 1.23 0.31 20.12 es Autodesk Storm and Sanitary Analysis moo wir lb NO illik ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** Total Precipitation 1.435 8.613 Surface Runoff 0.017 0.104 Continuity Error (%) -0.003 ************************** Volume Volume OW Flow Routing Continuity acre-ft Mgallons ************************** External Inflow 0.000 0.000 External Outflow 1.040 0.339 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error (%) 0.000 ****************************************** MN Composite Curve Number Computations Report ****************************************** Subbasin Sub-01 MO Area Soil Soil/Surface Description (acres) Group CN MO Paved parking & roofs 0.22 B 98.00 Composite Area & Weighted CN 0.22 98.00 Subbasin Sub-02 MO Area Soil Soil/Surface Description (acres) Group CN > 75% grass cover, Good 0.06 B 61.00 Paved parking & roofs 0.32 B 98.00 OM Composite Area & Weighted CN 0.38 92.16 Subbasin Sub-03 Area Soil Soil/Surface Description (acres) Group CN > 75% grass cover, Good 0.01 B 61.00 Paved parking & roofs 0.10 B 98.00 M► Composite Area & Weighted CN 0.10 96.15 Subbasin Sub-04 MO Area Soil Soil/Surface Description (acres) Group CN Woods & grass combination, Good 0.18 B 58.00 Paved parking & roofs 0.24 B 98.00 W1 Composite Area & Weighted CN 0.42 80.86 Subbasin Sub-05 OM Area Soil Soil/Surface Description (acres) Group CN OW Autodesk Storm and Sanitary Analysis MO MO rr MIN Paved parking & roofs 0.10 B 98.00 Composite Area & Weighted CN 0.10 98.00 r Subbasin Sub-06 . Area Soil err Soil/Surface Description (acres) Group CN Paved parking & roofs 0.13 B 98.00 > 75% grass cover, Good 0.65 B 61.00 Composite Area & Weighted CN 0.78 67.17 rrr *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** Sheet Flow Equation Tc = (0.007 * on * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) rr P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ar V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) tow V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) as Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) um V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation aer V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) ✓ Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) aims Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) rr Autodesk Storm and Sanitary Analysis rr rr MO WO ON Sf = Slope (ft/ft) n = Manning's Roughness Subbasin Sub-01 00 Sheet Flow Computations Subarea A Subarea B Subarea 00 C Manning's Roughness: 0.01 0.00 0.00 Flow Length (ft) : 180.00 0.00 0.00 OO Slope (%) : 10.00 0.00 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 Velocity (ft/sec): 3.55 0.00 0.00 Computed Flow Time (minutes) : 0.84 0.00 0.00 O 0 Total TOC (minutes) : 0.84 Subbasin Sub-02 Shallow Concentrated Flow Computations 00 Subarea A Subarea B Subarea C Flow Length (ft) : 90.00 0.00 0.00 00 Slope (%) : 0.75 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec) : 1.40 0.00 00 0.00 Computed Flow Time (minutes) : 1.07 0.00 0.00 O 0 Total TOC (minutes) : 1.07 Subbasin Sub-03 Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 - Flow Length (ft) : 75.00 0.00 0.00 N W Autodesk Storm and Sanitary Analysis O O MO ow ow w Slope (%): 3.00 0.00 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 oo Velocity (ft/sec): 1.84 0.00 . 0.00 Computed Flow Time (minutes) : 0.68 0.00 0.00 Total TOC (minutes) : 0.68 ow Subbasin Sub-04 wr Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft) : 20.00 0.00 0.00 Slope (%): 9.50 0.00 w 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 Velocity (ft/sec): 0.12 0.00 0.00 w Computed Flow Time (minutes): 2.84 0.00 0.00 Channel Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft) : 120.00 0.00 0.00 °w Channel Slope (%): 5.00 0.00 0.00 Cross Section Area (ft2): 3.00 0.00 0.00 Wetted Perimeter (ft) : 2.00 0.00 r�r 0.00 Velocity (ft/sec): 16.17 0.00 0.00 Computed Flow Time (minutes): 0.12 0.00 ow 0.00 Total TOC (minutes) : 2.97 w Subbasin Sub-05 Sheet Flow Computations or Autodesk Storm and Sanitary Analysis rr rr OS Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (ft) : 210.00 0.00 OM 0.00 Slope (%) : 10.00 0.00 0.00 2 yr, 24 hr Rainfall (in) : 4.00 4.00 OM 4.00 Velocity (ft/sec): 3.66 0.00 0.00 Computed Flow Time (minutes): 0.95 0.00 0.00 Total TOC (minutes) : 0.95 NO Subbasin Sub-06 MO Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.80 MO 0.00 Flow Length (ft) : 70.00 60.00 0.00 Slope (%) : 12.50 10.00 0.00 MO 2 yr, 24 hr Rainfall (in) : 4.00 4.00 4.00 Velocity (ft/sec): 0.17 0.09 0.00 Computed Flow Time (minutes) : 6.94 11.67 NO 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea OM C Flow Length (ft) : 90.00 0.00 0.00 Slope (%) : 0.50 0.00 0.00 NW Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 1.14 0.00 0.00 Computed Flow Time (minutes) : 1.32 0.00 OM 0.00 Total TOC (minutes) : 19.93 NO *********************** Subbasin Runoff Summary OM *********************** MO Autodesk Storm and Sanitary Analysis ON ON mm w ow Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration w in in cfs Number days hh:mm:ss Sub-01 8.50 8.26 2.43 98.000 0 00:05:00 Sub-02 8.50 7.56 4.11 92.160 0 00:05:00 Sub-03 8.50 8.04 1.14 96.150 0 00:05:00 mw Sub-04 8.50 6.20 4.04 80.860 0 00:05:00 Sub-05 8.50 8.26 1.15 98.000 0 00:05:00 Sub-06 8.50 4.56 3.93 67.170 0 00:19:55 war Node Depth Summary .................. mm Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss ow Out-01 0.00 0.00 520.00 0 00:00 0 0 0:00:00 ................. Node Flow Summary mw Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding mw Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm Out-01 OUTFALL 7.38 14.78 0 12:00 0.00 mw Inlet Depth Summary we Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence mo ft ft ft days hh:mm DI-01 300.30 543.34 5.56 0 12:00 DI-02 25.09 532.76 0.75 0 12:00 DI-03 8.02 529.56 0.41 0 12:00 gm Inlet Flow Summary OW Inlet Peak Peak Peak Peak Inlet Total moo Total ID Flow Lateral Flow Flow Efficiency Flooding Time um Autodesk Storm and Sanitary Analysis OW OW Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes OM DI-01 2.43 2.43 - - - 0.000 0 DI-02 4.10 4.10 - - - 0.000 0 DI-03 1.14 1.14 - - - 0.000 0 a *********************** Outfall Loading Summary *********************** MI Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cfs cfs WO Out-01 34.77 1.06 14.78 System 34.77 1.06 14.78 O ***************** Link Flow Summary ***************** MO Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum MO Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes OW Pipe-02 CONDUIT 0 12:00 3.70 1.00 2.34 19.79 0.12 0.52 0 Calculated MO Pipe-03 CONDUIT 0 12:00 7.03 1.00 6.37 8.15 0.78 0.69 0 Calculated Pipe-04 CONDUIT 0 12:00 12.29 1.00 7.49 20.12 0.37 0.50 0 Calculated Mb ******************************** Highest Flow Instability Indexes ******************************** All links are stable. MO Analysis began on: Mon Jan 14 09:52:44 2013 Analysis ended on: Mon Jan 14 09:52:47 2013 Total elapsed time: 00:00:03 MO WM Autodesk Storm and Sanitary Analysis MO MM WIN INN MIN IWO PROPOSED DRAINAGE MAP IMO Mei WO dal . 9 \\ \ caa1 88 gggg 0 `\ .L, a / _ \ g @ \lla 4 \ � �' � `� £i O \ ? I 0 ( -- N N, muds Ifilisioot ,,1, L ■._4 g.. 41 0 ',1 f I ' �. ! --'t R v e _ " y i i k\ =�I ( - 8� `Y^\ c \� e � 11�, '\gy p° ° \ , 5 W �2\ I. ! /,,a g. el' ', .rC I /-,-p,'41 w-/_ ; f" �— €• q' / ,- � -. pii s . /A.w O avA� ®� OM o ; _ _ .� ,gp�lkl� nalig8p-g1-11-1:i111111. 6 //y p yt I it/■ // i ,/ //1 , , 1 1 / vIf \I.. r r f ,/ % I -r Pp, / � _ / 10- / / i i1 ' / tit wis i \ k , , ...,s MI NM I/ 11 1 1g 1 IT NIB i ;ga aila 1'Ell'ii$ 11441;; M gg 1111 Orr 14/i111 5; F �V $ 31 1 °� ! l - 9$ $R Y A �ita 1 I1 $ m 3 r A Z Z � "1 I 1I f 1g �Nil -1a V m Z yO y . - D = n III a 1a11/1:. R c c, _ '71 I111,111111 1si }III; `"E C z C i - m !"1 m I MO 2 YEAR PROPOSED Sal a w a Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) ******************* Project Description ******************* File Name propconditions.SPF a **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR-55 Time of Concentration SCS TR-55 Link Routing Method Hydrodynamic Storage Node ExfiltrationConstant rate, wetted area Starting Date JAN-14-2013 00:00:00 Ending Date JAN-17-2013 00:00:00 MO Report Time Step 00:05:00 ************* Element Count ************* Number of rain gages 1 Number of subbasins 7 Number of nodes 8 Number of links 7 **************** Raingage Summary Gage Data Data Recording ID Source Type Interval min Rain Gage-01 TS-01 CUMULATIVE 6.00 ma **************** Subbasin Summary **************** MO Subbasin Total Area ID acres Sub-01 0.16 OM Sub-02 0.24 Sub-03 0.08 Sub-04 0.08 Sub-05 0.14 Sub-06 0.77 MO Sub-07 0.53 ************ Node Summary MO ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft' ■N MH-01 JUNCTION 521.33 524.50 0.00 Out-01 OUTFALL 522.25 523.50 0.00 MO Autodesk Storm and Sanitary Analysis MO MO r. mu um Out-02 OUTFALL 520.75 522.00 0.00 Pond-01 STORAGE 531.17 536.62 0.00 Inlet Summary . ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate um ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor um ft ft ft2 ft s DI-1 FHWA HEC-22 GENERIC N/A On Sag 1 ma 534.25 539.75 10.00 534.25 0.00 DI-2 FHWA HEC-22 GENERIC N/A On Grade 1 527.78 536.78 - 527.78 0.00 DI-3 FHWA HEC-22 GENERIC N/A On Sag 1 524.65 529.15 10.00 524.65 0.00 EMI DI-4 FHWA HEC-22 GENERIC N/A On Sag 1 522.75 529.15 10.00 522.75 0.00 ************************** mu Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope r ft/ft ft/ft ft/ft ft in DI-1 - 0.0200 0.0160 0.0620 2.00 2.00 DI-2 0.0100 0.0200 0.0160 0.0620 2.00 2.00 DI-3 - 0.0200 0.0160 0.0620 2.00 2.00 ✓ DI-4 - 0.0200 0.0160 0.0620 2.00 2.00 ************ Link Summary Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness DI-3 BYPASS DI-2 MH-01 CHANNEL 190.0 6.7263 0.1300 mm From DI-1 TO DI-2DI-1 DI-2 CONDUIT 32.0 3.0313 0.0150 FROM DI-2 TO DI-3DI-2 DI-3 CONDUIT 24.0 8.8750 0.0150 FROM DI-3 TO DI-4DI-3 DI-4 CONDUIT 90.0 2.1111 0.0150 Pipe-04 DI-4 Out-01 CONDUIT 25.0 2.0000 0.0150 Pipe-05 MH-01 Out-02 CONDUIT 25.0 2.3200 0.0150 mu Pipe-06 Pond-01 DI-3 CONDUIT 14.0 5.2143 0.0150 ********************* Cross Section Summary - ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow mm Area Radius Capacity ft ft ft2 ft mu Autodesk Storm and Sanitary Analysis ms rw 1 OM MN MM cfs DI-3 BYPASS IRREGULAR 0.50 10.00 1 2.67 0.26 Ili 3.19 From DI-1 TO DI-2 CIRCULAR 1.25 1.25 1 1.23 0.31 9.75 FROM DI-2 TO DI-3 CIRCULAR 1.25 1.25 1 1.23 0.31 16.68 MO FROM DI-3 TO DI-4 CIRCULAR 1.25 1.25 1 1.23 0.31 8.13 Pipe-04 CIRCULAR 1.25 1.25 1 1.23 0.31 7.92 Pipe-05 CIRCULAR 1.25 1.25 1 1.23 0.31 MO 8.53 Pipe-06 CIRCULAR 0.67 0.67 1 0.35 0.17 2.39 MM *.************** Transect Summary *******.***.**** Transect XS-01 WM Area: 0.0002 0.0009 0.0020 0.0036 0.0056 0.0081 0.0110 0.0143 0.0181 0.0224 0.0271 0.0322 0.0378 0.0439 0.0504 0.0573 0.0647 0.0731 0.0829 0.0942 N 0.1070 0.1213 0.1371 0.1544 0.1731 0.1934 0.2151 0.2383 0.2630 0.2892 0.3169 0.3460 0.3767 0.4088 0.4424 0.4775 0.5141 0.5514 0.5888 0.6261 0.6635 0.7008 0.7382 0.7756 0.8130 MO 0.8504 0.8878 0.9252 0.9626 1.0000 Hrad: 0.0182 0.0364 0.0546 0.0727 0.0909 0.1091 0.1273 0.1455 0.1637 0.1819 0.2001 0.2182 0.2364 0.2546 0.2728 N 0.2910 0.3092 0.2944 0.2888 0.2891 0.2934 0.3005 0.3098 0.3206 0.3327 0.3457 0.3596 0.3740 0.3891 0.4045 0.4203 0.4365 0.4529 0.4696 0.4865 0.5035 0.5207 0.5580 0.5952 0.6323 MO 0.6694 0.7064 0.7433 0.7802 0.8170 0.8537 0.8904 0.9270 0.9635 1.0000 Width: 0.0120 0.0239 0.0359 0.0479 0.0598 0.0718 0.0838 0.0957 0.1077 0.1196 11x1 0.1316 0.1436 0.1555 0.1675 0.1795 0.1914 0.2034 0.2431 0.2828 0.3225 0.3622 0.4019 0.4416 0.4813 0.5210 0.5607 0.6004 0.6401 0.6798 0.7195 0.7592 0.7989 0.8386 0.8783 0.9180 11rr1 0.9577 0.9974 0.9976 0.9978 0.9980 0.9982 0.9984 0.9986 0.9988 0.9990 0.9992 0.9994 0.9996 0.9998 1.0000 N ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** Total Precipitation 0.676 4.053 Surface Runoff 0.006 0.037 N Continuity Error (%) -0.006 N Autodesk Storm and Sanitary Analysis N x111 mm mm mm ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** mm External Inflow 0.000 0.000 External Outflow . 0.359 0.117 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.010 0.003 Continuity Error (%) -0.000 ms ****************************************** Composite Curve Number Computations Report ****************************************** mm Subbasin Sub-01 mm Area Soil Soil/Surface Description (acres) Group CN 0.16 - 98.00 Composite Area & Weighted CN 0.16 98.00 mm Subbasin Sub-02 Area Soil Soil/Surface Description (acres) Group CN mm 0.24 - 90.29 Composite Area & Weighted CN 0.24 90.29 mm Subbasin Sub-03 Area Soil Soil/Surface Description (acres) Group CN ma 0.08 - 98.00 Composite Area & Weighted CN 0.08 98.00 Subbasin Sub-04 rr Area Soil Soil/Surface Description (acres) Group CN 0.08 - 98.00 ow Composite Area & Weighted CN 0.08 98.00 Subbasin Sub-05 1m Area Soil Soil/Surface Description (acres) Group CN 0.14 - 98.00 Composite Area & Weighted CN 0.14 98.00 err Subbasin Sub-06 Area Soil row Soil/Surface Description (acres) Group CN 0.77 - 64.36 ma Autodesk Storm and Sanitary Analysis err eerr OM Composite Area & Weighted CN 0.77 64.36 Subbasin Sub-07 Area Soil Soil/Surface Description (acres) Group CN 0.53 - 82.64 • Composite Area & Weighted CN 0.53 82.64 MO *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** OM Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness MO Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation MO V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) MS V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) MA Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) MO Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation MO V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) MO Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) MO R = Hydraulic Radius (ft) Aq = Flow Area (ft2) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) OM n = Manning's Roughness N O Autodesk Storm and Sanitary Analysis MO MM oo a.a or Subbasin Sub-01 oo User-Defined TOC override (minutes) : 5.00 Subbasin Sub-02 oo User-Defined TOC override (minutes) : 5.00 aar Subbasin Sub-03 User-Defined TOC override (minutes) : 5.00 aar Subbasin Sub-04 User-Defined TOC override (minutes) : 5.00 aar Subbasin Sub-05 AM User-Defined TOC override (minutes) : 5.00 Subbasin Sub-06 _a User-Defined TOC override (minutes) : 19.93 Subbasin Sub-07 ore User-Defined TOC override (minutes) : 5.00 *********************** Subbasin Runoff Summary oo *********************** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss Sub-01 4.00 3.76 0.84 98.000 0 00:05:00 Sub-02 4.00 2.95 1.10 90.290 0 00:05:00 Sub-03 4.00 3.76 0.44 98.000 0 00:05:00 v'aa Sub-04 4.00 3.76 0.44 98.000 0 00:05:00 Sub-05 4.00 3.76 0.74 98.000 0 00:05:00 Sub-06 4.00 0.99 0.75 64.360 0 00:19:55 Sub-07 4.00 2.26 1.90 82.640 0 00:05:00 woo ****************** Node Depth Summary ****************** au Node Average Maximum Maximum Time of Max Total Total Retention lira Autodesk Storm and Sanitary Analysis liar air m MI MI MI ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss MM MH-01 0.02 0.49 521.82 0 12:00 0 0 0:00:00 Out-01 0.03 0.58 522.83 0 12:00 0 0 0:00:00 Out-02 0.02 0.41 521.16 0 12:00 0 0 0:00:00 Pond-01 4.04 4.87 536.04 0 12:00 0 0 0:00:00 MO ***************** Node Flow Summary ***************** MO Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm MM MH-01 JUNCTION 1.90 1.94 0 12:00 0.00 Out-01 OUTFALL 0.73 3.75 0 12:00 0.00 Out-02 OUTFALL 0.00 1.94 0 12:00 0.00 Pond-01 STORAGE 0.74 0.74 0 11:59 0.00 ME ******************* Inlet Depth Summary MM Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth MM Peak Flow Peak Flow Peak Flow Occurrence ft ft ft days hh:mm DI-1 6.49 540.09 0.34 0 12:00 DI-2 6.41 536.99 0.21 0 12:00 DI-3 3.38 529.33 0.18 0 12:00 MI DI-4 3.38 529.33 0.18 0 12:00 ****************** Inlet Flow Summary Me ****************** Mm Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during km Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes MM DI-1 0.84 0.84 - - - 0.000 0 DI-2 1.10 1.10 1.05 0.05 95.73 0.000 MO 0 DI-3 0.43 0.43 - - - 0.000 Mb Autodesk Storm and Sanitary Analysis rr rift a. rom moo 0 DI-4 0.43 0.43 - - - 0.000 0 ar ******************** Storage Node Summary ******************** ma Storage Node ID Maximum Maximum Time of Max Average Average Maximum aar Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume volume Volume Volume Volume Outflow Rate Rate Volume gar 1000 ft' (%) days hh:mm 1000 ft' (%) cfs cfm hh:mm:ss 1000 ft' Pond-01 0.474 85 0 12:00 0.400 72 0.72 or 0.00 0:00:00 0.000 *********************** am Outfall Loading Summary *********************** Outfall Node ID Flow Average Peak MN Flow Inflow (%) cfs cfs Out-01 33.03 0.25 3.75 Out-02 24.22 0.14 1.94 or System 28.62 0.39 5.65 ***************** Link Flow Summary urn ***************** ar Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design "o Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes re DI-3 BYPASS CHANNEL 0 12:00 0.91 1.00 0.05 3.19 0.01 0.22 0 Calculated From DI-1 TO DI-2 CONDUIT 0 12:00 4.51 1.00 0.83 9.75 0.09 0.21 0 Calculated rem FROM DI-2 TO DI-3 CONDUIT 0 12:00 8.01 1.00 1.88 16.68 0.11 0.25 0 Calculated FROM DI-3 TO DI-4 CONDUIT 0 12:00 4.75 1.00 3.04 8.13 0.37 am Autodesk Storm and Sanitary Analysis mo ar 1111 Mk Mk 0.52 0 Calculated Pipe-04 CONDUIT 0 12:00 5.32 1.00 3.46 7.92 0.44 0.52 0 Calculated Pipe-05 CONDUIT 0 12:00 4.92 1.00 1.94 8.53 0.23 0.36 0 Calculated UM Pipe-06 CONDUIT 0 12:00 5.22 1.00 0.72 2.39 0.30 0.42 0 Calculated ******************************** MI Highest Flow Instability Indexes ******************************** All links are stable. UM WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height dimensions for Node MH-01. Analysis began on: Mon Jan 14 08:48:39 2013 Analysis ended on: Mon Jan 14 08:48:43 2013 Total elapsed time: 00:00:04 MO WM ilik 11111 UM MO Autodesk Storm and Sanitary Analysis ION IMP rap MIN NINO Mal 10 YEAR PROPOSED MOP MN ryr ON Autodesk© Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) Project Description ******************* File Name propconditions.SPF **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR-55 Time of Concentration SCS TR-55 Link Routing Method Hydrodynamic Storage Node ExfiltrationConstant rate, wetted area Starting Date JAN-14-2013 00:00:00 Ending Date JAN-17-2013 00:00:00 bb Report Time Step 00:05:00 ************* Element Count ************* Number of rain gages 1 Number of subbasins 7 Number of nodes 8 Number of links 7 Oft **************** Raingage Summary **************** Mb Gage Data Data Recording ID Source Type Interval min Rain Gage-01 TS-01 CUMULATIVE 6.00 OM **************** Subbasin Summary **************** Mb Subbasin Total Area ID acres Sub-01 0.16 Mb Sub-02 0.24 Sub-03 0.08 Sub-04 0.08 Sub-05 0.14 Sub-06 0.77 MO Sub-07 0.53 ************ Node Summary so ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft2 OM MH-01 JUNCTION 521.33 524.50 0.00 Out-01 OUTFALL 522.25 523.50 0.00 OM Autodesk Storm and Sanitary Analysis NM NM MOW till +r. Out-02 OUTFALL 520.75 522.00 0.00 Pond-01 STORAGE 531.17 536.62 0.00 mi. ************. Inlet Summary _ ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate Mill ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor or ft ft ft' ft o DI-1 FHWA HEC-22 GENERIC N/A On Sag ✓ 1 mw 534.25 539.75 10.00 534.25 0.00 DI-2 FHWA HEC-22 GENERIC N/A On Grade 1 527.78 536.78 - 527.78 0.00 DI-3 FHWA HEC-22 GENERIC N/A ' On Sag •� 1 524.65 529.15 10.00 524.65 0.00 - DI-4 FHWA HEC-22 GENERIC N/A On Sag 1 522.75 529.15 10.00 522.75 0.00 ************************** 'w Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope 5 ft/ft ft/ft ft/ft ft in DI-1 - 0.0200 0.0160 0.0620 2.00 2.00 DI-2 0.0100 0.0200 0.0160 0.0620 2.00 2.00 DI-3 - 0.0200 0.0160 0.0620 2.00 2.00 ow DI-4 - 0.0200 0.0160 0.0620 2.00 2.00 ************ Link Summary Yfw ************ Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness DI-3 BYPASS DI-2 MH-01 CHANNEL 190.0 6.7263 0.1300 5 From DI-1 TO DI-2DI-1 DI-2 CONDUIT 32.0 3.0313 0.0150 FROM DI-2 TO DI-3DI-2 DI-3 CONDUIT 24.0 8.8750 0.0150 FROM DI-3 TO DI-4DI-3 DI-4 CONDUIT 90.0 2.1111 0.0150 Pipe-04 DI-4 Out-01 CONDUIT 25.0 2.0000 0.0150 Pipe-05 MH-01 Out-02 CONDUIT 25.0 2.3200 0.0150 mil Pipe-06 Pond-01 DI-3 CONDUIT 14.0 5.2143 0.0150 ********************* Cross Section Summary am ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow on Area Radius Capacity ft ft ft' ft S Autodesk Storm and Sanitary Analysis aim S OM OM OM cfs DI-3 BYPASS IRREGULAR 0.50 10.00 1 2.67 0.26 OM 3.19 From DI-1 TO DI-2 CIRCULAR 1.25 1.25 - 1 1.23 0.31 9.75 FROM DI-2 TO DI-3 CIRCULAR 1.25 1.25 1 1.23 0.31 16.68 MO FROM DI-3 TO DI-4 CIRCULAR 1.25 1.25 1 1.23 0.31 8.13 Pipe-04 CIRCULAR 1.25 1.25 1 1.23 0.31 7.92 Pipe-05 CIRCULAR 1.25 1.25 1 1.23 0.31 MO 8.53 Pipe-06 CIRCULAR 0.67 0.67 1 0.35 0.17 2.39 OM **************** Transect Summary **************** Transect XS-01 MO Area: 0.0002 0.0009 0.0020 0.0036 0.0056 0.0081 0.0110 0.0143 0.0181 0.0224 0.0271 0.0322 0.0378 0.0439 0.0504 0.0573 0.0647 0.0731 0.0829 0.0942 MO 0.1070 0.1213 0.1371 0.1544 0.1731 0.1934 0.2151 0.2383 0.2630 0.2892 0.3169 0.3460 0.3767 0.4088 0.4424 0.4775 0.5141 0.5514 0.5888 0.6261 0.6635 0.7008 0.7382 0.7756 0.8130 WO 0.8504 0.8878 0.9252 0.9626 1.0000 Hrad: 0.0182 0.0364 0.0546 0.0727 0.0909 0.1091 0.1273 0.1455 0.1637 0.1819 0.2001 0.2182 0.2364 0.2546 0.2728 II Pi 0.2910 0.3092 0.2944 0.2888 0.2891 0.2934 0.3005 0.3098 0.3206 0.3327 0.3457 0.3596 0.3740 0.3891 0.4045 0.4203 0.4365 0.4529 0.4696 0.4865 0.5035 0.5207 0.5580 0.5952 0.6323 MO 0.6694 0.7064 0.7433 0.7802 0.8170 0.8537 0.8904 0.9270 0.9635 1.0000 Width: 0.0120 0.0239 0.0359 0.0479 0.0598 0.0718 0.0838 0.0957 0.1077 0.1196 MO 0.1316 0.1436 0.1555 0.1675 0.1795 0.1914 0.2034 0.2431 0.2828 0.3225 0.3622 0.4019 0.4416 0.4813 0.5210 0.5607 0.6004 0.6401 0.6798 0.7195 0.7592 0.7989 0.8386 0.8783 0.9180 OM 0.9577 0.9974 0.9976 0.9978 0.9980 0.9982 0.9984 0.9986 0.9988 0.9990 0.9992 0.9994 0.9996 0.9998 1.0000 MO ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** Total Precipitation 1.013 6.080 Surface Runoff 0.011 0.065 MO Continuity Error (%) -0.005 OW Autodesk Storm and Sanitary Analysis MO 00 WO OW ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** mob External Inflow 0.000 0.000 External Outflow 0.638 0.208 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.010 0.003 Continuity Error (%) -0.000 ****************************************** Composite Curve Number Computations Report ****************************************** Subbasin Sub-01 Area Soil ww Soil/Surface Description p (acres) Group CN 0.16 - 98.00 Composite Area & Weighted CN 0.16 98.00 win Subbasin Sub-02 Area Soil Soil/Surface Description (acres) Group CN rr 0.24 - 90.29 Composite Area & Weighted CN 0.24 90.29 Subbasin Sub-03 Area Soil Soil/Surface Description (acres) Group CN mos - 0.08 - 98.00 Composite Area & Weighted CN 0.08 98.00 Subbasin Sub-04 NW Area Soil Soil/Surface Description (acres) Group CN 0.08 - 98.00 Composite Area & Weighted CN 0.08 98.00 Subbasin Sub-05 Area Soil Soil/Surface Description (acres) Group CN 0.14 - 98.00 Composite Area & Weighted CN 0.14 98.00 ire Subbasin Sub-06 Area Soil Soil/Surface Description (acres) Group CN 0.77 - 64.36 Autodesk Storm and Sanitary Analysis rr arr Armor MO MO ON Composite Area & Weighted CN 0.77 64.36 Subbasin Sub-07 MO Area Soil Soil/Surface Description - (acres) Group CN 0.53 - 82.64 Composite Area & Weighted CN 0.53 82.64 OW *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** NO Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) MS Where: Tc = Time of Concentration (hrs) n = Manning's Roughness MO Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) MO V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) MO Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) MO Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation ro V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) no Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) ma R = Hydraulic Radius (ft) Aq = Flow Area (ft2) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) MO n = Manning's Roughness MO Autodesk Storm and Sanitary Analysis mo mw mm ma Subbasin Sub-01 rr User-Defined TOC override (minutes) : 5.00 Subbasin Sub-02 rr User-Defined TOC override (minutes) : 5.00 Subbasin Sub-03 User-Defined TOC override (minutes) : 5.00 arr Subbasin Sub-04 User-Defined TOC override (minutes) : 5.00 Subbasin Sub-05 User-Defined TOC override (minutes) : 5.00 Subbasin Sub-06 User-Defined TOC override (minutes) : 19.93 Subbasin Sub-07 User-Defined TOC override (minutes) : 5.00 v- *********************** Subbasin Runoff Summary *********************** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration rr in in cfs Number days hh:mm:ss Sub-01 6.00 5.76 1.26 98.000 0 00:05:00 Sub-02 6.00 4.88 1.78 90.290 0 00:05:00 Sub-03 6.00 5.76 0.66 98.000 0 00:05:00 — Sub-04 6.00 5.76 0.66 98.000 0 00:05:00 Sub-05 6.00 5.76 1.11 98.000 0 00:05:00 Sub-06 6.00 2.29 1.90 64.360 0 00:19:55 Sub-07 6.00 4.05 3.37 .- 82.640 0 00:05:00 rr ****************** Node Depth Summary ****************** Orr Node Average Maximum Maximum Time of Max Total Total Retention rr Autodesk Storm and Sanitary Analysis . • wr Olik MO OW ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss MH-01 0.03 0.73 522.06 0 12:00 0 0 0:00:00 lb Out-01 0.04 0.73 522.98 0 12:00 0 0 0:00:00 Out-02 0.03 0.57 521.32 0 12:00 0 0 0:00:00 Pond-01 4.16 4.96 536.13 0 12:00 0 0 0:00:00 OO ***************** Node Flow Summary MO Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm OO MH-01 JUNCTION 3.36 3.64 0 12:00 0.00 Out-01 OUTFALL 1.89 6.08 0 12:00 0.00 Out-02 OUTFALL 0.00 3.64 0 12:00 0.00 Pond-01 STORAGE 1.11 1.11 0 12:00 0.00 Ili ******************* Inlet Depth Summary ******************* WO Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence SO ft ft ft days hh:mm DI-1 8.72 540.18 0.43 0 12:00 DI-2 8.04 537.02 0.24 0 12:00 DI-3 5.09 529.41 0.26 0 12:00 NO DI-4 5.09 529.41 0.26 0 12:00 ****************** Inlet Flow Summary MO ****************** _ MO Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during UM Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes O DI-1 1.26 1.26 - - - 0.000 0 DI-2 1.78 1.78 1.49 0.28 84.00 0.000 UM 0 DI-3 0.66 0.66 - - - 0.000 no Autodesk Storm and Sanitary Analysis fir MO S MN NO 0 DI-4 0.66 0.66 - - - 0.000 0 oo Storage Node Summary aa- Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total r Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1000 ft' (%) days hh:mm 1000 ft' (%) cfs ow cfm hh:mm:ss 1000 ft' Pond-01 0.484 87 0 12:00 0.411 74 1.09 ow 0.00 0:00:00 0.000 Outfall Loading Summary r ******************** Outfall Node ID Flow Average Peak Frequency Flow Inflow a (%) cfs cfs Out-01 34.45 0.46 6.08 Out-02 27.48 0.25 3.64 r System 30.97 0.71 9.65 Link Flow Summary NW *.+*.+++*******+: ow Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design ow Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes r DI-3 BYPASS CHANNEL 0 12:00 0.88 1.00 0.28 3.19 0.09 0.51 0 Calculated From DI-1 TO DI-2 CONDUIT 0 12:00 5.00 1.00 1.26 9.75 0.13 0.26 0 Calculated - FROM DI-2 TO DI-3 CONDUIT 0 12:00 8.71 1.00 2.74 16.68 0.16 0.30 0 Calculated FROM DI-3 TO DI-4 CONDUIT 0 12:00 5.06 1.00 4.48 8.13 0.55 r Autodesk Storm and Sanitary Analysis or ow MM MO MO 0.68 0 Calculated Pipe-04 CONDUIT 0 12:00 5.77 1.00 5.11 7.92 0.65 0.68 0 Calculated Pipe-05 CONDUIT 0 12:00 5.66 1.00 3.64 8.53 0.43 0.52 0 Calculated Mk Pipe-06 CONDUIT 0 12:00 5.66 1.00 1.09 2.39 0.45 - 0.54 0 Calculated ******************************** ■L Highest Flow Instability Indexes ******************************** All links are stable. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height MO dimensions for Node MH-01. Analysis began on: Mon Jan 14 08:49:17 2013 Analysis ended on: Mon Jan 14 08:49:21 2013 Total elapsed time: 00:00:04 MO MW MO OW MO MO MO MO MO OM Autodesk Storm and Sanitary Analysis ow um .r. Wite 100 YEAR PROPOSED Iwo aro IMO IND tie MOW Ma NO NO Autodesk® Storm and Sanitary Analysis 2012 - Version 6.4.29 (Build 6198) ******************* NI Project Description ******************* File Name propconditions.SPF OM **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR-55 MO Time of Concentration SCS TR-55 Link Routing Method Hydrodynamic Storage Node ExfiltrationConstant rate, wetted area Starting Date JAN-14-2013 00:00:00 Ending Date JAN-17-2013 00:00:00 MO Report Time Step 00:05:00 ************* Element Count NM ************* Number of rain gages 1 Number of subbasins 7 Number of nodes 8 Number of links 7 OM **************** Raingage Summary **************** MO Gage Data Data Recording ID Source Type Interval min Rain Gage-01 TS-01 CUMULATIVE 6.00 NM **************** Subbasin Summary **************** MO Subbasin Total Area ID acres Sub-01 0.16 MO Sub-02 0.24 Sub-03 0.08 Sub-04 0.08 Sub-05 0.14 Sub-06 0.77 NO Sub-07 0.53 ************ Node Summary Oil ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft' OW MH-01 JUNCTION 521.33 524.50 0.00 Out-01 OUTFALL 522.25 523.50 0.00 OW Autodesk Storm and Sanitary Analysis ma ma w. ow ww Out-02 OUTFALL 520.75 522.00 0.00 Pond-01 STORAGE 531.17 536.62 0.00 ow Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate wo ID Manufacturer Part Location of Invert Rim Area Water Clogging Number Inlets Elevation Elevation Elevation Factor we ft ft ft' ft % DI-1 FHWA HEC-22 GENERIC N/A On Sag 1 am 534.25 539.75 10.00 534.25 0.00 DI-2 FHWA HEC-22 GENERIC N/A On Grade • 1 527.78 536.78 - 527.78 0.00 DI-3 FHWA HEC-22 GENERIC N/A On Sag 1 524.65 529.15 10.00 524.65 0.00 rr DI-4 FHWA HEC-22 GENERIC N/A On Sag 1 522.75 529.15 10.00 522.75 0.00 ************************** OM Roadway and Gutter Summary ************************** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope ww ft/ft ft/ft ft/ft ft in DI-1 - 0.0200 0.0160 0.0620 2.00 2.00 DI-2 0.0100 0.0200 0.0160 0.0620 2.00 2.00 DI-3 - 0.0200 0.0160 0.0620 2.00 2.00 ow DI-4 - 0.0200 0.0160 0.0620 2.00 2.00 ************ Link Summary woo ************ Link From Node To Node Element Length Slope Manning's ID Type ft 8 Roughness DI-3 BYPASS DI-2 MH-01 CHANNEL 190.0 6.7263 0.1300 ow From DI-1 TO DI-2DI-1 DI-2 CONDUIT 32.0 3.0313 0.0150 FROM DI-2 TO DI-3DI-2 DI-3 CONDUIT 24.0 8.8750 0.0150 FROM DI-3 TO DI-401-3 DI-4 CONDUIT 90.0 2.1111 0.0150 Pipe-04 DI-4 Out-01 CONDUIT 25.0 2.0000 0.0150 Pipe-05 MH-01 Out-02 CONDUIT 25.0 2.3200 0.0150 tag Pipe-06 Pond-01 DI-3 CONDUIT 14.0 5.2143 0.0150 ********************* Cross Section Summary - ********************* Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow WO Area Radius Capacity ft ft ft' ft ow Autodesk Storm and Sanitary Analysis alo mr Ar. bil NI Olt cfs DI-3 BYPASS IRREGULAR 0.50 10.00 1 2.67 0.26 ii 3.19 From DI-1 TO DI-2 CIRCULAR 1.25 1.25 1 1.23 0.31 9.75 FROM DI-2 TO DI-3 CIRCULAR 1.25 1.25 1 1.23 0.31 16.68 Iii FROM DI-3 TO DI-4 CIRCULAR 1.25 1.25 1 1.23 0.31 8.13 Pipe-04 CIRCULAR 1.25 1.25 1 1.23 0.31 7.92 Pipe-05 CIRCULAR 1.25 1.25 1 1.23 0.31 Mb 8.53 Pipe-06 CIRCULAR 0.67 0.67 1 0.35 0.17 2.39 ilii **************** Transect Summary **************** Transect XS-01 OW Area: 0.0002 0.0009 0.0020 0.0036 0.0056 0.0081 0.0110 0.0143 0.0181 0.0224 0.0271 0.0322 0.0378 0.0439 0.0504 0.0573 0.0647 0.0731 0.0829 0.0942 MI 0.1070 0.1213 0.1371 0.1544 0.1731 0.1934 0.2151 0.2383 0.2630 0.2892 0.3169 0.3460 0.3767 0.4088 0.4424 0.4775 0.5141 0.5514 0.5888 0.6261 0.6635 0.7008 0.7382 0.7756 0.8130 Mb 0.8504 0.8878 0.9252 0.9626 1.0000 Hrad: 0.0182 0.0364 0.0546 0.0727 0.0909 0.1091 0.1273 0.1455 0.1637 0.1819 0.2001 0.2182 0.2364 0.2546 0.2728 1M 0.2910 0.3092 0.2944 0.2888 0.2891 0.2934 0.3005 0.3098 0.3206 0.3327 0.3457 0.3596 0.3740 0.3891 0.4045 0.4203 0.4365 0.4529 0.4696 0.4865 0.5035 0.5207 0.5580 0.5952 0.6323 MI 0.6694 0.7064 0.7433 0.7802 0.8170 0.8537 0.8904 0.9270 0.9635 1.0000 Width: 0.0120 0.0239 0.0359 0.0479 0.0598 0.0718 0.0838 0.0957 0.1077 0.1196 Mb 0.1316 0.1436 0.1555 0.1675 0.1795 0.1914 0.2034 0.2431 0.2828 0.3225 0.3622 0.4019 0.4416 0.4813 0.5210 0.5607 0.6004 0.6401 0.6798 0.7195 0.7592 0.7989 0.8386 0.8783 0.9180 Mb 0.9577 0.9974 0.9976 0.9978 0.9980 0.9982 0.9984 0.9986 0.9988 0.9990 0.9992 0.9994 0.9996 0.9998 1.0000 MM ************************** Volume Depth Runoff Quantity Continuity acre-ft inches ************************** Total Precipitation 1.435 8.613 Surface Runoff 0.017 0.102 IM Continuity Error (%) -0.003 MN Autodesk Storm and Sanitary Analysis Om or MO MO MO ************************** Volume Volume Flow Routing Continuity acre-ft Mgallons ************************** Ira External Inflow 0.000 0.000 External Outflow 1.013 0.330 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.010 0.003 we Continuity Error (%) -0.000 ****************************************** Composite Curve Number Computations Report ****************************************** Subbasin Sub-01 Area Soil Soil/Surface Description (acres) Group CN 0.16 - 98.00 Composite Area & Weighted CN 0.16 98.00 or Subbasin Sub-02 Area Soil Soil/Surface Description (acres) Group CN moo 0.24 - 90.29 Composite Area & Weighted CN 0.24 90.29 +rr Subbasin Sub-03 Area Soil Soil/Surface Description (acres) Group CN him - 0.08 - 98.00 Composite Area & Weighted CN 0.08 98.00 war Subbasin Sub-04 Area Soil Soil/Surface Description (acres) Group CN - 0.08 - 98.00 Composite Area & Weighted CN 0.08 98.00 Subbasin Sub-05 tar Area Soil Soil/Surface Description (acres) Group CN 0.14 - 98.00 ar C-omposite Area & Weighted CN 0.14 98.00 Subbasin Sub-06 air Area Soil Soil/Surface Description (acres) Group CN 0.77 - 64.36 rr Autodesk Storm and Sanitary Analysis 4101 4141 MO WO MO Composite Area & Weighted CN 0.77 64.36 Subbasin Sub-07 MO Area Soil Soil/Surface Description (acres) Group CN - 0.53 - 82.64 Composite Area & Weighted CN 0.53 82.64 MO *************************************************** SCS TR-55 Time of Concentration Computations Report *************************************************** MS Sheet Flow Equation Tc = (0.007 * on * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) UM Where: Tc = Time of Concentration (hrs) n = Manning's Roughness MO Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation OM V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) ■1 V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) /O Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation OW V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) MO Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) NO R = Hydraulic Radius (ft) Aq = Flow Area (ft*) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) MO n = Manning's Roughness MO Autodesk Storm and Sanitary Analysis NO OW r. or mm Subbasin Sub-01 mm User-Defined TOC override (minutes) : 5.00 Subbasin Sub-02 wr User-Defined TOC override (minutes) : 5.00 err Subbasin Sub-03 User-Defined TOC override (minutes) : 5.00 rrr Subbasin Sub-04 User-Defined TOC override (minutes) : 5.00 mw Subbasin Sub-05 User-Defined TOC override (minutes) : 5.00 ow Subbasin Sub-06 mom User-Defined TOC override (minutes) : 19.93 Subbasin Sub-07 ✓r User-Defined TOC override (minutes) : 5.00 *********************** Subbasin Runoff Summary rr *********************** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration err in in cfs Number days hh:mm:ss Sub-01 8.50 8.26 1.79 98.000 0 00:05:00 Sub-02 8.50 7.33 2.61 90.290 0 00:05:00 Sub-03 8.50 8.26 0.93 98.000 0 00:05:00 or Sub-04 8.50 8.26 0.93 98.000 0 00:05:00 Sub-05 8.50 8.26 1.57 98.000 0 00:05:00 Sub-06 8.50 4.23 3.58 64.360 0 00:19:55 Sub-07 8.50 6.41 5.21 82.640 0 00:05:00 o w ****************** Node Depth Summary ****************** +r Node Average Maximum Maximum Time of Max Total Total Retention me Autodesk Storm and Sanitary Analysis .rr wf M. NI ON NW ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded ft ft ft days hh:mm acre-in minutes hh:mm:ss MH-01 0.05 1.04 522.37 0 12:00 0 0 0:00:00 ON Out-01 0.05 0.92 523.17 0 12:00 0 0 0:00:00 Out-02 0.04 0.77 521.52 0 12:00 0 0 0:00:00 Pond-01 4.25 5.09 536.26 0 12:00 0 0 0:00:00 UN ***************** Node Flow Summary ***************** NO Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cfs cfs days hh:mm cfs days hh:mm NIN MH-01 JUNCTION 5.21 5.91 0 12:00 0.00 Out-01 OUTFALL 3.56 9.05 0 12:03 0.00 Out-02 OUTFALL 0.00 5.90 0 12:00 0.00 Pond-01 STORAGE 1.57 1.57 0 12:00 0.00 NO ******************* Inlet Depth Summary ******************* ON Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence NM ft ft ft days hh:mm DI-1 10.66 540.21 0.46 0 12:00 DI-2 9.58 537.06 0.28 0 12:00 DI-3 7.23 529.53 0.38 0 12:00 illy DI-4 7.23 529.53 0.38 0 12:00 ****************** Inlet Flow Summary OO ****************** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during NO Flooded by Inlet Inlet Peak Flow cfs cfs cfs cfs % acre-in minutes ON DI-1 1.79 1.79 - - - 0.000 0 DI-2 2.60 2.60 1.91 0.70 73.22 0.000 NI 0 DI-3 0.93 0.93 - - - 0.000 OS Autodesk Storm and Sanitary Analysis iir iiii SW WO WO 0 DI-4 0.93 0.93 - - - 0.000 0 MO ******************** Storage Node Summary ******************** rr Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total 'w Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1000 ft' (%) days hh:mm 1000 ft' (%) cfs MS cfm hh:mm:ss 1000 ft' Pond-01 0.500 89 0 12:00 0.421 75 1.53 ove 0.00 0:00:00 0.000 *********************** Outfall Loading Summary o r *********************** Outfall Node ID Flow Average Peak Frequency Flow Inflow o w (%) cfs cfs Out-01 35.75 0.76 9.05 Out-02 30.31 0.40 5.90 w System 33.03 1.16 14.79 ***************** Link Flow Summary ri ***************** ow Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design nr Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth minutes too DI-3 BYPASS CHANNEL 0 12:00 0.89 1.00 0.70 3.19 0.22 0.65 0 Calculated From DI-1 TO DI-2 CONDUIT 0 12:00 5.44 1.00 1.78 9.75 0.18 0.31 0 Calculated rr FROM DI-2 TO DI-3 CONDUIT 0 12:00 9.26 1.00 3.68 16.68 0.22 0.36 0 Calculated FROM DI-3 TO DI-4 CONDUIT 0 12:00 5.31 1.00 6.10 8.13 0.75 o r Autodesk Storm and Sanitary Analysis r mo MO MO 0.89 0 Calculated Pipe-04 CONDUIT 0 12:00 6.21 1.00 7.02 7.92 0.89 0.87 0 Calculated Pipe-05 CONDUIT 0 12:00 6.23 1.00 5.90 8.53 0.69 0.72 0 Calculated OM Pipe-06 CONDUIT 0 12:00 5.99 1.00 1.53 2.39 0.64 0.69 0 Calculated ****.*************************** MO Highest Flow Instability Indexes ******************************** All links are stable. WARNING 002 : Max/rim elevation (depth) increased to account for connecting conduit height MO dimensions for Node MH-01. Analysis began on: Mon Jan 14 08:50:01 2013 Analysis ended on: Mon Jan 14 08:50:05 2013 Total elapsed time: 00:00:04 MO MI Mi MO OM MO IMO MO MO titiy Autodesk Storm and Sanitary Analysis NM PROJECT . riinele Ira:, C5 ilr.,-."4"'w ENGINEERS•ARCHITECTS • PLANNERS JIM DATE 3/29 15-0 � 449 McLaws Circle•Williamsburg,VA 23185 �n3 COMM NO. ,2130 •■ '41v ■• ' Phone 757.253.0673 • Fax 757.253.2319 Amor- we www.djginc.com CAL -Sc_ CKD PAGE# TITLE " 5;r1 ,a,. (0/(1,, Q= L,o (> 0,9 U6,1 s 46 ' (, *9;s j o:13 6.6 0,04 0.ly ckS Ree C4ga641 P n= o,( 1 14= 1,117 V42 R- O, 313-Q s = 0.oq3 G)=- A ( 11 N$ ,?1323 ". O.0L12 112. a.0i? Ck,ct ( t 4—v Q= 13, 116 ck5 > Jnie4 TktoA4 (0.034) �( �=�,6 0,09a) I,2y3 99)6,3c) 1,g7' �.y� LT •C ( 0.3 o (0 2q) d, � (1/(0.0,r• avc33) . _ �, 9 ',04,1 ( .re. • PROJECT r,..., i ENGINEERS • ARCHITECTS • PLANNERS ma, aw 449 McLaws Circle •Williamsburg,VA 23185 DATE 1-i-I COMM NO. 2.13QI 5O Phone 757.253.0673 • Fax 757.253.2319 "" sue/ ivc. www.djginc.com CAL TC.- CKD PAGE# TITLE -G 441.004 1 ,4e1 .0e9. 2:7 4r,ss 0,104C L= O,bS T.,CS 0,0 fl/.0 +rr (vt►T o. t .. L10 " yL f95 = 4 , 67A (54- 5i5)O?3 mit fr/ ac Q = 2.27 cis KIM fhf0A� tcv (s tom la) G2= Cw L d ''s ... 2,27 = 3 (L) 3 L = O, IS Use i o -r aT-2 Si 0t,+ Leh544-, 2 1-2. .. ( ' 11.34 At),:I1.1�� Wit — 1992 3.18 Mill laaj 'azis de,adiH OSP V M N o - o ac, rL 1. �� 4-: _. _ h ° p a o i 4- MEE= -?-s-- - 7-%P.--41Ellan MI s \XVI 111111MYIIIIEME N MIIII o IL 0 c MEd-°` ' . - z=\4'4� _ ° . i _ - „ -,_ tea• ° O -N. 0 mammon w w 6 �.,., SaIlll 0-I- q A y,, :: —dr �° II V Gad ____: __- _S-s \4 � to Z Z 3—� 3 ( --��� �,s---...s I - ---- _ .4..7.--�-- v,, _- � a-_: I--• ' i N Si M ____--� _4 .• ..-2—......ew ®_ to 41 0 ex o r _ =_°_=======-B• ====....---_= ar. F_w r =�__ —7-... -- mi - 1.1 M 0 J3 o =SS S0�=SSSS - -F- O J . O M O M L N Krt a, U. I- CD .4r 4. CU CI) WO Z: 5 ±-+ d b C c.D vrZ oa0 E of v C MO 0w V II h aN v NM Source: USDA-SCS Plate 3.18-3 III - 164 MB Short Version BMP Computations Albemarle County Water Protection Ordinance: Modified Simple Method W• Plan: Seminole Trail Fire Station Water Resources Area: Development Area Preparer Jerry Connolly Date: 29-Mar-13 WI i Project Drainage Area Designation Site .. L storm pollutant export in pounds, L=[P(Pj)Rv/12 J[C(A)2.72 J Rv mean runoff coefficient, Rv=0.05+0.009(1) . Pj small storm correction factor,0.9 1 percent imperviousness - P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 1.76 C pollutant concentration, mg/I or ppm target phosphorus f factor applied to RR "+ V required treatment volume in cy,0.5"over imperv.area= A(1)43560(0.5/12)/27 RR required removal , L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) "- Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7405 0 10890 411111 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2178 0 1742 0. Parking Lots 1 2 3 4 1 2 3 4 24394 24394 19602 0 19602 Gravel areas Area Area r x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal 3920 1 3920 8712 1 8712 0 0 0 0 0 0 ..ii 0 0 0 3920 0 8712 Actively-grazed pasture& Area Area yards and cultivated turf 0 x 0.08= 0 0 x 0.08= 0 Active crop land Area Area .. x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 Impervious Cover 49% 53% """ l(pre) ((post) Rv(post) V 0.53 63.2 "" New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.49 5.35 5.73 0.39 7% Development Area 0.35 1.00 0% 0.49 2.67 2.87 0.19 7% Drinking Water Watersheds .r 0.40 1.00 1% 0.49 3.06 3.28 0.22 7% Other Rural Land *min.values .. Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.49 5.35 5.73 0.92 16% Development Area 0.35 0.85 0% 0.49 2.67 2.87 0.59 21% Drinking Water Watersheds .. 0.40 0.85 1% 0.49 3.06 3.28 0.68 21% Other Rural Land Mill ,•,,, Darren Curtis DJG Inc. 449 McLaws Circle Williamsburg, VA. 23185 T 1 tie ira April 9, 2013 Orminv,Id,: t1),D■nim rITPrdu,n. Plan Review of Filterra® Seminole Trail Fire Station, Albemarle, VA Dear Sirs Thank you for submitting the revised plans on 08 April 2013 for our review of the Seminole Trail Fire Station project. Filterra® structures FT1(6x4), FT2 (6x6) were studied for; • Planned Filterra® box size • Filterra®contributing drainage area meeting project's regional sizing specification • Filterra® invert elevations are higher than effluent invert elevations • The bypass is lower than the Filterra®elevation (spot elevations) • The grading pattern encourages cross linear flow and not head-on flow • The Filterra® outlet drain pipe is sized correctly and exits perpendicular to the wall • For any conflicting structures such as storm drain pipes below Filterra® • For most efficient placement of Filterra® units • 4-6" opening throat detail and standard notes on plans The plan review concluded that the Filterra® structures listed above is sited and sized appropriately to treat stormwater to our published specifications. Operational consistency with these specifications is contingent upon the stormwater unit being installed correctly and according to the plans, as well as regular maintenance being performed. Installation Help documents will be forwarded to the Buyer at time of order. The Filterra® Installation, Operation and Maintenance Manual will be made available upon request. Yours sincerely "` Duane Vincent Engineer Support �( Filterra® Bioretention Systems �V Manufactured by Americast T: (804)798-6068 " A M E R 1 c 8 I 11352 Virginia Precast Road F: (804)798-8400 not just concrete.concrete solutions. Ashland, VA 23005 E: design @filterra.com www.filterra.com RAINWATER MANAGEMENT SOLUTIONS INC 1260 West Riverside Drive Salem, VA 24153 (540) 375-6750 April 18. 201 3 Larry Slaughter Senior Designer DJG, Inc 449 McLaws Circle Williamsburg VA 23185 Dear Mr Slaughter; Rainwater Management Solutions RMS has reviewed the site plan for the rainwater harvesting storage tank.at Seminole Fire Station. Based on the information you have provided the tandem tank design is an acceptable practice that is used throughout the industry and the design you provided.meets RMS approval for this project. Should you have additional questions or need more information please do not hesitate to contactmne. 'hanks you the opportunity to assist with this project. Sinicertly. �j lick Flat i RMS OW WOO N miaN N wlir +�r RECEIVED APR 19 2013 COMMUNITY , DEVEL OPMENT