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HomeMy WebLinkAboutWPO201500078 Calculations WPO VSMP 2018-08-13 (3) µTG Project#1740 NORTH POINTE PROPERTY Sediment Loading Estimates Albemarle County,Virginia Prepared for: E. Stephen Hopkins,Jr. Executive Vice President Great Eastern Management Company Prepared by: Williamsburg Environmental Group, Inc. 3000 Easter Circle Williamsburg,Virginia 23188 (757)220-6869 Fax: (757)229-4507 April 2006 13921 Park Center Road,Suite 160 5705 Salem Run Blvd.,Suite 105 7401 Beaz fo ni Springs Drive,Suite 205 Herndon, Virginia 20171 Fredericksburg, Virginia 22407 Richmond,Virginia 23225 Telephone:(703)437-3096 Telephone:(540)785-5544 Telephone:(804)267-3474 Fax:(703)437-6920 Far:(540)785-1742 Far. (,X04)267-3470 North Pointe Sediment Loading Estimates TABLE OF CONTENTS SECTION PAGE 1.0 INTRODUCTION 1 2.0 STREAM CHANNEL EROSION 4 3.0 UPLAND EROSION 9 4.0 SEDIMENT LOADING SUMMARY 12 Appendix A Bank Erosion Hazard index(BEIM) Appendix B Near-Bank Stress(NBS)Assessment LIST OF FIGURES FIGURE PAGE Figure 1-1 Project Vicinity Map 2 Figure 1-2—Project Location Map 3 Figure 2-1 --Channel Locations for Existing Conditions 7 Figure 2-2--Channel Locations for Post-Construction Conditions 8 Erosion Assessment Map Map Pocket LIST OF TABLES TABLE PAGE Table 2-1 --Channel Erosion -Existing Conditions i Table 2-2--Channel Erosion - Post-Stabilization Estimate 6 Table 3-1 --Upland Erosion- Existing Conditions 9 Table 3-2—Upland Erosion-Existing Conditions Offsite of SWM-1A 10 Table 3-3—Upland Erosion- Post-Developed Conditions 11 North Pointe Sediment Loading Estimates 1.0 INTRODUCTION This report is intended to provide an explanation of the data collection techniques and sediment loading analyses used to assess both pre- and post-developi ent scenarios at the North Pointe property. The analyses include estimation of the sediment load resulting from stream channel erosion and from land use on the overall project site, with consideration given to offsite loading. The North Pointe property encompasses 269 acres in Albemarle County(Figure 1-1, 1-2). Much of the property has been logged, though a protected buffer does exist at most channel locations. Flat Branch tributary drains the majority of the project area and discharges directly into the Rivanna River north of the proposed development site. The fluvial system within the project limits includes first and second order streams, with Flat Branch becoming third order at the northwestern project boundary. There are more than 17,000 linear feet of channel within the North Pointe property. The estimated sediment load delivered to the Rivanna River from the North Pointe property and erosion of the stream channels located on the property is of interest. A brief discussion of the hydrologic relation of the project location to the Rivanna is provided in a later section of the report. North Pointe. Sediment Loading Estimates 2,0 STREAM CHANNEL EROSION Stream channels were evaluated in the fietd on February 27, 2006, with the intent of quantifying the stability of the channel bed and banks. Channel profiles(see Erosion Assessment Map in map pocket) were measured for reaches considered to be of"poor"quality as indicated by the total value score in the Albemarle County Stormwater Master Plan Stream/Reach Prioritization Plan, Department.of Engineering & Public Works _March 1100 2003., An additional profile(XS 9) was taken, as a reference, within a reach that had received a ranking in the "good" category. Standard data collection techniques were used. Cross-channel spacing of station and elevation data was determined in the field, based upon the specific topographic variations along each section line. Bankfull conditions were noted at each section using field indicators such as scour lines, berm elevations, elevation of point and medial bar sediments, and vegetation breaks. A sediment erosion (loading) rate was calculated for the stream channels under existing conditions. These calculations were based, in part, on an assessment of the overall stability - or erosion resistance-of the channel banks. In this portion of the assessment,the stability of the banks is a function. of the internal resistance to failure. External forces are not treated here. Each tributary or reach was scored on a scale known as the Bank Erosion Hazard Index (BEHI) which considers factors such as bank height, bankfull height, root depth and density, bank surface protection, bank angle, and bank materials (Appendix A). Each erodibility variable is scored to provide an Index Value and a correlative Bank Erosion Potential. A total score is then computed representing the erosion potential at each cross-section. This score does not represent a quantitative estimate of sediment load, but instead serves as a measure for comparing the erosion resistance of multiple reaches within a given stream channel. Several additional steps are required to compute a sediment discharge value that is derived from the bank stability index. A near-bank stress (NBS) analysis must be performed to assess the nature of(external) fluid forces acting upon the bank, previously analyzed for its internal resistance to erosion. The data collected February 27 enabled use of Method I, which involves determining the cross-channel position of the filament of high velocity within each study reach (Appendix B). As an example, a symmetric bed profile will be associated with lower near-bank stress values than a comparable channel bed where the local topography forces the highest velocity flows to impinge upon the outer bank. An NBS value ranging from I to 6 ("very low" to "extreme") was assigned for each cross-section. This value was graphically related to the BEHI index to yield a general bank erosion rate in feet per year(see Appendix B). 4 North Poinre Sediment Loading Estimates Finally, the total sediment loading rate was calculated from the product of the general loading rate, an average bank height, and a linear footage of banks being considered. Some assumptions and. simplifications were required considering the time constraints of the fieldwork and analyses. Nine cross- sections were measured across the limits of the property, both within the main channel and the lower order tributaries and headwaters. These sections were considered representative of the reaches to which they belonged, and all nine together were considered to represent fluvial conditions within the watershed as a whole. Bank height values for individual tributaries and reaches throughout the property limits were assigned from the nearest cross-section (or from photos taken for certain non-surveyed reaches). Similarly, load rates for each tributary or reach were assigned from the cross-sections most similar to them. in a few cases, selection of load values was based specifically on notes of local physical channel conditions. Existing conditions yield an estimate of 781 tons/yr, based on sediment derived from the stream channels only(Table 2-1. Figure 2-1), Table 2-1 Channel Erosion -Existing Conditions *Channel Erosion Rate T Length of Bank Bank Height Erosion Subtotal Location (ft/yr) - (ft) ' --- -.eft ._... a 0.10 435.00 4.80 208.80 b 0201426.00 4.80 1368.96 0.10 645.00 I 4.40 283.80 -� d l 0.20 826.00 F 3.55 586.46 e 0.10 632.00 5.30 334.96 f 0.20 896_00 1.513 268.80 0.10 3312.00 1.50 496.80 h 0.20 4246.00 5.04 4279.97 0.55 2012.00 6.59 7292.49 0.10 3267.00 3.34 i 1091.1&_ I * See Figure 2-1 The post-construction conditions, which include stabilizing the lower reaches of the main channel, while filling portions of the headwater channels, would result in a reduction of the estimated channel erosion rate to 133 tons/yr(Table 2-2, Figure 2-2). 5 North Pointe Sediment Loading Estimates Table 2-2 Channel Erosion- Post-Stabilization Estimate 1__ *Channel T Erosion Rate Length of Bank Bank Height Erosion Subtotal i Location (ftiyri_. . (f (ft) -- - -- - ( 3/yr) A 0.10 632.00 5.30 334.96 B 0.20 --r 896.00 1.50 268.80 C 0.10 1651.00 1.50 247.65 _ _ D 0.03 2809.00 5.04 424.72 ___.__ E 0.03 2012.00 6.59 397.77 F 0.10 3267.00 3.34 1091.18 L G 0.004 1 357,00 1.— 1.50 j 2.1.4 * See Figure 2-2 Stabilization assumptions were conservative and include the following specifications: the channel planform is maintained (i.e. no change in NBS); the bank height used in the volume calculations is not changed from the existing conditions:, the BEM value in reaches D, E. and 0 is adjusted to achieve a "moderate-low"value corresponding to a sediment load of 0.03 11/yr(see Appendix 13). 6 North Pointe Sediment Loading Estimates 3.0 UPLAND EROSION An estimated sediment loading for the upland (non-stream channel) zones of the property was calculated for both pre- and post-development conditions. These calculations are based on data from the Metropolitan Washington Council of Governments (personal communication, 1991). An annual loading rate can be estimated as a function of land use and soil characteristics. Using the USGS quadrangle map, aerial photos, and data collected in the field, the existing land use characteristics of the North Pointe site were mapped. The predominant land use categories under existing conditions are "forest" and "idle land". Soil types, derived from SCS soil survey data, include silt foams, foams, and sandy barns (Table 3-1). Analyses of the upland zones indicate an erosion rate of 13 tons/yr. This value represents the volume of sediment (per unit time) released within the project limits. If one considers offsite areas that contribute sediment to the proposed.BMP(SWM-1A.),the sediment loading increases to 27 tons/yr(Table 3-2). With minimal data available for offsite zones, the following assumptions were necessary: land use characteristics depicted in 1994 aerial photo were used for zones outside the project limits, residential impervious percentages west of Highway 29 were based on extrapolation from measurements within a 5 acre region; and an impervious value of 65% was assumed for the mobile home park. Additional offsite areas west of Highway 29 that contribute sediment from upland erosion have not. been included in the analyses. Table 3-1. Upland Erosion .. Existing Conditions Land Area . Soil Annual Loading Rate Loading I Use (ac) Type (tons/ac/yr) (tons/yr) j Forest 10.15 silt loam 0.06 0.61 Lanle d 19.22 silt loam 0.05 0.96 Forest 117.77 loam I 0.05 5.89 land 99.33 ; loam 0.05 4.97 Forest 6.65 barrY 0.01 0.07 t Idle15.67 I sandy I 0,01 0.16 Land_ loam Total Erosion (tons/yr) 12.65 9 North Pointe Sediment Loading Estimates Table 3-2 Upland Erosion- Existing Conditions Offsite of SWM-1 A SWM Land Use T Area I Soil [ Annual Loading Rate Loading ID % 1VIIE' (ac) Type (tons/ac/yr) (tons/yr) i Forest 0.91 silt loam 0.06 0.05 Forest 37.11 Loam 0.05 1..86 � Idle Land 1.28 Loam 0.05 0.06 Forest 48.11 sandy 0.01 0.48 loam Idle Land 2.88 my 0.01 0.03 - loa 65 10.52 Loam 0.26 2.70 70 11.78 Loam. 0.27 3.22 70 0.68 Sandy I 0.27 0.18 loam ^ --- 7 33.27 2 7 Loam 0.08 .76 Sandy 7 40.95 loam 0.05 1.88 HWY 95 1.68 Loam 0.25 0.42 '• Sandy I HWY I 95 2.34 foam 025 I (1.59 ....... - - Total Erosion(tons/yr) 14.24 An estimate of upland erosion was performed for post-developed conditions as well. Utilizing the land plan provided by Rivanna Engineering & Surveying, a post-developed upland erosion rate of 54 tons/yr was calculated (Table 3-3), This value represents upland erosion.within the project limits. If the offsite areas contributing to SWM-1A are included in the calculation, the estimate becomes 68 tons/2,T. Adjusting these data to include the sediment removal effects of the proposed stonnwater best management practices (BMPs) yields upland erosion rates of 13 tons/yr (onsite only) and 16 tons/yr (including offsite contributions to SWM-1). 10 North Pointe Sediment Loading Estimates Table 3-3 Upland Erosion- Post-Developed Conditions F Area Soil Adjusted SWAI ID Land Use Annual Loading Loading Estimated BMP loading IMP (ac) Type Rate tons/ac/yr) (tons/yr) Efficiency % tons/Tr Forest 4.08 silt loam 0.06 } 0.240.24 r- Idle Land 1.84 silt loam 0.05 0.09 0.09 Forest 52.31 loam 0.05 2.62 2.62 1 _ Idle 6.91 loam 0.05 035 _ 1 - Forest 3.21 sandy 0.01 i 0.03 4.03 loam Idle Land 0.07 sandy 0,01 I._ 0.00 0.00 _ loam SWM SS- 38.42 loam 0.23 8.84 80 1,77 7 A# 85 1 5.97 silt loam 0.23 1.37 80 0.27 SWIM _T_. _ 85 20.89 sandy 0.23 i! 4.80 1 80 0.96 I A* loam SWM I.B 47 19.08 loam 0.30 ! 5.69 80 1.14 SWM 113 47 14.24 silt loam 0.32 4.53 80 0.91 SWM 2 81 5.50 loam 0.22 1..21 80 0.24 I SWM 2 81 3.17 silt loam 0.22 0.70 80 0.14 SWM 3 32 17.62 loam 0.21 3.61. 80 ! 0.72 SWM 4 32 7.25 loam 0.21 1.49 80 0.30 SWM 5 46 15.00loam 0.29 4.41 � 80 -0 88 SWM 6 40 ± 4.60__. loam �27 1 24 - �80 _ 0 25 L __ SWM 7 j 35 25 loam 0.22 5.50 80 1.10 -- SWM 8 22 I 3.30 loam 1 0.16 0.52 80 0.10 SWM 919 10.1. loam 0.145 1.46 - _-- 80 _0.2- _- ' SWM 10 29 7.10 loam 0.19 1.35 80 0.27 ;�1r_M I 1 40 L 13.952 3.777 80 _ 0.75 } 1 Controllin_Urban Runoff: A Practical Manual for Planning and Designing Urban RMPs. Department of Environmental Programs. Metropolitan Washington Council of Governments. 1987. The Practice of Watershed Protection, Article 64.Center for Watershed Protection. 2002 calculations include onsite sediment supply only 11 North Pointe Sediment Loading Estimates 4.0 SEDIMENT LOADING SUMMARY Based on the calculations discussed above, the estimated sediment loading for the existing conditions is the sum of the stream channel erosion (781 tons/yr) and upland erosion (13 tons/yr) for a total of 794 tons/yr. The estimated post-development sediment loading is 146 tons/yr, based on a stream channel erosion rate of 133 tons/yr and an upland erosion rate of 54 tons/yr reduced by stormwater BMPs to 13 tons/yr. To place these values in context, the total drainage area to the Rivanna River at the Flat Branch confluence is 119 square miles. The watershed for Flat Branch (the primary stream draining the North Pointe Property) is 1.75 square miles, of which 84% is offsite. This watershed constitutes only 1.5% of the total area contribtnting to the Rivanna's flow at this point along its course. Considering all tributaries draining the property, the total watershed providing a sediment supply increases to only 1.90 square miles. The analyses presented here were performed with the intent of examining the nature of the impact the proposed development of the North Pointe property could have on the streams draining the property and on the Rivanna River itself. Allowing for the assumptions incorporated within the calculations, including the filling of currently unstable channels and the stabilization of higher order reaches that provide much of the sediment., development of the North Pointe property as proposed could result in art estimated reduction in sediment delivered to the Rivanna from 794 tons,/yr to 146 tons/yr. 12 APPENDIX.A Bank Erosion Hazard Index(BEIf1)8 'Roggen,David,L. 1996. Applied River Morphology. 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NEAR-BANK STRESS (NBS) A?A.5 NBS Meth®d #1 : Channel Pattern and/or Depositional Features for Adjustments in Near-Bank Stress Select study bank and channel influenced by converging flow I Depositional • 1 Pattern j 1, Features j /7.------L---LStudy plan vieJof channel :\ • pattern features that create a At low flow stage identify disproportionate energy presence of transverse bars distribution,in the near -bank andlor central bars that create region such as: I a disproportionate distribution - Chute cutoff return. flows of energy in the near-bank - Split channels converging region airist study banks *1 • Adjustments to NBS Ratings IAdjustments to NBS Ratings based on distribution of upward due to associated high I I. energy in near-bank velocity gradients rRecord on Form: )1 "Estimating New - L. ,Bank Stress" C/My Documents/Class Res,RAM/Fleld Manual/lst field day 04....danbs1 ©2003 Wildiand HydrologY A27 . • NBS Method #1. (Con"t) Examples of Extreme Near-Bank Stress . , ` s Chute Cut-off / :x it ' . • • ,'� 4,•` T"y. y Zone of Extreme NBS 'P.'', ter:cs l Zone of Extreme NES C/My Documents/Class Fites/RAM/Field Marujalltst field day tsa.xisobs drawln3 2003 Wildiarnd Hydrology A29 North Carolina Streambank Eroclibility 00t,..,-.,:.----,,--------_,-------- ..- I_ • - , i : B ;f7.27-_-_-_-_-.7.-_-_=--i --.27.-_-=--_-=_,.... 4. -4Y '"7:7t:77....... .• ________4_-. .-7-. —___4_______ —,.. .___,....--..-..-..-___ ---- z - _I. a . i 0 0 A-iit?'=.---.' .._-:_-=--.7--..f.77.__-m---,__-=5-*T..7":-.f.-_-_-_-".1:F.T..- L't-1.'''-------.;---------7: f.---..:1:'-'&'..'-7'F-.:--=--'-----=-7.7..:'.7-•-77_ .=.-r---,z..=,--:',.- -fr-t' ! it 4 1 — I 07 . to • --— F-- — --1 , 2 Vat-ti U , L.C.A1, Modorel•N ,-uc,i; ...1try HIgh .. f:iyirc.trn Near Bank Stress 1neio-A i - •i-, 0--,-..., ,:: NV,Waril A' An MEI,BE i-14 1 a ExtwoKdaH. ---f.ws,Moils*.43k.H:, .••••••••tiar...;E:oatms lei-II; i , ......Elan.Ofaiitlip t-E11:) 3S Ultima e Post Devel pment f f { 2 SWM/BMP 2 SubCa Reach 'On• 111 Routing Diagram for NPSWM-BMP 2 Prepared by TOWNES SITE ENGINEERING, Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 2 Time span 5.00-120.00 his,dM).05 his,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3S:Ultimate Post Development Runoff Area=8.830 ac 45.30%Impervious Runoff Depth=1.59" Flow Length=1,060' Tc=13.3 min CN=78 Runoff=19.01 cfs 1.169 af Pond 2: SWM/BMP 2 Peak Elev 435.03' Storage-96,488 cf Inflow=19.01 cfs 1.169 af Primary=1.07 cfs 1.387 af Secondary=0.00 cfs 0.000 af Outflow=1.07 cfs 1.387 af Total Runoff Area=8.830 ac Runoff Volume=1.169 af Average Runoff Depth=1.59" 54.70%Pervious=4.830 ac 45.30%Impervious=4.000 ac You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 3S: Ultimate Post Development Runoff = 19.01 cfs @ 12.06 hrs, Volume= 1.169 af, Depth= 1.59" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-120.00 hrs,dt=0.05 hrs Type II 24-hr 2-Year Rainfall=3.62" Area(ac) CN Description * 4.000 98 Anticipated Impervious Area(B-Soils) * 4.830 61 Anticipated open space pervious area(B-Soils) 8.830 78 Weighted Average 4.830 54.70%Pervious Area 4.000 45.30%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0330 0.09 Sheet Flow,Sheet Flow Woods: Light underbrush n=0.400 P2=3.62" 2.7 550 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 460 0.0200 6.79 325.70 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.050 Mountain streams w/large boulders 13.3 1,060 Total Subcatchment 3S: Ultimate Post Development Hydrograph 2i 19.01 cfs U Runoff II 181 Type II 24-hr 16-= 2-Year Rainfall=3.62" Runoff Area=8.830 ac 14 ; Runoff Volume=1.169 of 3 12 ] Runoff Depth=1.59" 10- Flow Length=1,060' II 8 Tc=13.3 min 6= CN=78 4 2 0 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 4 Hydrograph for Subcatchment 3S: Ultimate Post Development Time Precip. Excess Runoff Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.23 0.00 0.00 56.00 3.62 1.59 0.00 107.00 3.62 1.59 0.00 6.00 0.29 0.00 0.00 57.00 3.62 1.59 0.00 108.00 3.62 1.59 0.00 7.00 0.36 0.00 0.00 58.00 3.62 1.59 0.00 109.00 3.62 1.59 0.00 8.00 0.43 0.00 0.00 59.00 3.62 1.59 0.00 110.00 3.62 1.59 0.00 9.00 0.53 0.00 0.00 60.00 3.62 1.59 0.00 111.00 3.62 1.59 0.00 10.00 0.66 0.00 0.05 61.00 3.62 1.59 0.00 112.00 3.62 1.59 0.00 11.00 0.85 0.03 0.31 62.00 3.62 1.59 0.00 113.00 3.62 1.59 0.00 12.00 2.40 0.72 16.57 63.00 3.62 1.59 0.00 114.00 3.62 1.59 0.00 13.00 2.79 0.99 1.58 64.00 3.62 1.59 0.00 115.00 3.62 1.59 0.00 14.00 2.97 1.11 0.93 65.00 3.62 1.59 0.00 116.00 3.62 1.59 0.00 15.00 3.09 1.19 0.73 66.00 3.62 1.59 0.00 117.00 3.62 1.59 0.00 16.00 3.19 1.26 0.57 67.00 3.62 1.59 0.00 118.00 3.62 1.59 0.00 17.00 3.26 1.32 0.50 68.00 3.62 1.59 0.00 119.00 3.62 1.59 0.00 18.00 3.33 1.37 0.44 69.00 3.62 1.59 0.00 120.00 3.62 1.59 0.00 19.00 3.39 1.42 0.39 70.00 3.62 1.59 0.00 20.00 3.45 1.46 0.33 71.00 3.62 1.59 0.00 21.00 3.49 1.49 0.31 72.00 3.62 1.59 0.00 22.00 3.54 1.53 0.30 73.00 3.62 1.59 0.00 23.00 3.58 1.56 0.29 74.00 3.62 1.59 0.00 24.00 3.62 1.59 0.28 75.00 3.62 1.59 0.00 25.00 3.62 1.59 0.00 76.00 3.62 1.59 0.00 26.00 3.62 1.59 0.00 77.00 3.62 1.59 0.00 27.00 3.62 1.59 0.00 78.00 3.62 1.59 0.00 28.00 3.62 1.59 0.00 79.00 3.62 1.59 0.00 29.00 3.62 1.59 0.00 80.00 3.62 1.59 0.00 30.00 3.62 1.59 0.00 81.00 3.62 1.59 0.00 31.00 3.62 1.59 0.00 82.00 3.62 1.59 0.00 32.00 3.62 1.59 0.00 83.00 3.62 1.59 0.00 33.00 3.62 1.59 0.00 84.00 3.62 1.59 0.00 34.00 3.62 1.59 0.00 85.00 3.62 1.59 0.00 35.00 3.62 1.59 0.00 86.00 3.62 1.59 0.00 36.00 3.62 1.59 0.00 87.00 3.62 1.59 0.00 37.00 3.62 1.59 0.00 88.00 3.62 1.59 0.00 38.00 3.62 1.59 0.00 89.00 3.62 1.59 0.00 39.00 3.62 1.59 0.00 90.00 3.62 1.59 0.00 40.00 3.62 1.59 0.00 91.00 3.62 1.59 0.00 41.00 3.62 1.59 0.00 92.00 3.62 1.59 0.00 42.00 3.62 1.59 0.00 93.00 3.62 1.59 0.00 43.00 3.62 1.59 0.00 94.00 3.62 1.59 0.00 44.00 3.62 1.59 0.00 95.00 3.62 1.59 0.00 45.00 3.62 1.59 0.00 96.00 3.62 1.59 0.00 46.00 3.62 1.59 0.00 97.00 3.62 1.59 0.00 47.00 3.62 1.59 0.00 98.00 3.62 1.59 0.00 48.00 3.62 1.59 0.00 99.00 3.62 1.59 0.00 49.00 3.62 1.59 0.00 100.00 3.62 1.59 0.00 50.00 3.62 1.59 0.00 101.00 3.62 1.59 0.00 51.00 3.62 1.59 0.00 102.00 3.62 1.59 0.00 52.00 3.62 1.59 0.00 103.00 3.62 1.59 0.00 53.00 3.62 1.59 0.00 104.00 3.62 1.59 0.00 54.00 3.62 1.59 0.00 105.00 3.62 1.59 0.00 55.00 3.62 1.59 0.00 106.00 3.62 1.59 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 5 Summary for Pond 2: SWM/BMP 2 Inflow Area= 8.830 ac, 45.30% Impervious, Inflow Depth= 1.59" for 2-Year event Inflow = 19.01 cfs @ 12.06 hrs, Volume= 1.169 af Outflow = 1.07 cfs @ 13.70 hrs, Volume= 1.387 af, Atten=94%, Lag=98.6 min Primary = 1.07 cfs @ 13.70 hrs, Volume= 1.387 of Secondary= 0.00 cfs @ 5.00 his, Volume= 0.000 af Routing by Stor-Ind method,Time Span=5.00-120.00 hrs,dt=0.05 hrs Starting Elev=434.00' Surf Area= 19,411 sf Storage=75,477 cf Peak Elev=435.03' @ 13.70 hrs Surf Area=21,321 sf Storage=96,488 cf (21,011 cf above start) Plug-Flow detention time=(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=355.8 min( 1,202.0-846.1 ) Volume Invert A;vail.Storage Storage Description #1 429.00' 168,310 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 429.00 11,005 0 0 430.00 12,569 11,787 11,787 431.00 14,201 13,385 25,172 432.00 15,881 15,041 40,213 433.00 17,618 16,750 56,963 434.00 19,411 18,515 75,477 435.00 21,261 20,336 95,813 436.00 23,167 22,214 118,027 437.00 25,129 24,148 142,175 438.00 27,140 26,135 168,310 Device Routing Invert Outlet Devices #1 Primary 429.00' 30.0" Round Culvert L=82.3' RCP,square edge headwall, Ke-0.500 Inlet/Outlet Invert=429.00' /427.00' S=0.0243 '/' Cc=0.900 n=0.013, Flow Area=4.91 sf #2 Device 1 433.50' 6.0"Vert.Orifice C=0.600 #3 Device 1 436.00' 48.0"Horiz.Riser C=0.600 Limited to weir flow at low heads #4 Secondary 436.50' Emergency Spillway,Cv=2.68(C=3.35) Head(feet) 0.00 1.50 Width(feet) 10.00 19.00 jrimary Outflow Max=1.07 cfs @ 13.70 hrs HW=435.03' (Free Discharge) Avert (Passes 1.07 cfs of 51.68 cfs potential flow) 2�rifice (Orifice Controls 1.07 cfs @ 5.45 fps) 3=Riser (Controls 0.00 cfs) econdary Outflow Max J.00 cfs @ 5.00 his HW=434.00' (Free Discharge) Emergency Spillway (Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 6 Pond 2: SWM/BMP 2 Hydrograph 1 19.01 cfs - • Inflow Inflow Area-8.830 ac .m' Outflow 20= Peak Elev=435.03' ■ Primary 18-E• Storage=96,488 cf _�-� Secondary 16= N 14 12 3 10 0 u 8..: 6_ - A A7 ..0 4 1.07 cfs 0.00 cfs �`/ /ice '/'iiiiiiiiii-/ //z/zzxrz//ilii/,f/if,�iiiiriiri.�./ 0 r zz/!!/i,%'!/%!!/!/!!!/!!!/!!!/!!!!/!!//!!/!!!//!/!!////////////%///' 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) Pond 2: SWM/BMP 2 Stage-Discharge ,_� 44.21,4101."'' L Total 438 ��,, Ar ► .. • Primary 437 z.e/� Emergency Spillway 1 Secondary 436 15 435 MIS - 434 j f 433 w 432 431 430 . 429 0 50 100 Discharge (cfs) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 7 Pond 2: SWM/BMP 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) 1 Surface 0 5,000 10,000 15,000 20,000 25,000 • Storage 438 437 436 w• 435 434 Startig Elevation • 433 432 w 431 = 430 =r Custom Stage Data 429 0 50,000 100,000 150,000 Storage (cubic-feet) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type 1124-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 8 Hydrograph for Pond 2: SWM/BMP 2 Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 75,477 434.00 0.47 0.47 0.00 7.50 0.00 72,176 433.83 0.27 0.27 0.00 10.00 0.05 70,407 433.74 0.15 0.15 0.00 12.50 3.04 94,107 434.92 1.02 1.02 0.00 15.00 0.73 95,510 434.99 1.05 1.05 0.00 17.50 0.47 91,527 434.80 0.97 0.97 0.00 20.00 0.33 86,909 434.57 0.86 0.86 0.00 22.50 0.29 82,496 434.36 0.74 0.74 0.00 25.00 0.00 78,190 434.14 0.59 0.59 0.00 27.50 0.00 73,815 433.91 0.38 0.38 0.00 30.00 0.00 71,262 433.78 0.21 0.21 0.00 32.50 0.00 69,839 433.71 0.12 0.12 0.00 35.00 0.00 68,984 433.66 0.08 0.08 0.00 37.50 0.00 68,402 433.63 0.05 0.05 0.00 40.00 0.00 67,995 433.61 0.04 0.04 0.00 42.50 0.00 67,711 433.59 0.03 0.03 0.00 45.00 0.00 67,498 433.58 0.02 0.02 0.00 47.50 0.00 67,312 433.57 0.02 0.02 0.00 50.00 0.00 67,150 433.56 0.02 0.02 0.00 52.50 0.00 67,007 433.55 0.01 0.01 0.00 55.00 0.00 66,882 433.55 0.01 0.01 0.00 57.50 0.00 66,772 433.54 0.01 0.01 0.00 60.00 0.00 66,676 433.54 0.01 0.01 0.00 62.50 0.00 66,592 433.53 0.01 0.01 0.00 65.00 0.00 66,518 433.53 0.01 0.01 0.00 67.50 0.00 66,454 433.52 0.01 0.01 0.00 70.00 0.00 66,397 433.52 0.01 0.01 0.00 72.50 0.00 66,347 433.52 0.01 0.01 0.00 75.00 0.00 66,304 433.52 0.00 0.00 0.00 77.50 0.00 66,266 433.51 0.00 0.00 0.00 80.00 0.00 66,232 433.51 0.00 0.00 0.00 82.50 0.00 66,203 433.51 0.00 0.00 0.00 85.00 0.00 66,177 433.51 0.00 0.00 0.00 87.50 0.00 66,155 433.51 0.00 0.00 0.00 90.00 0.00 66,135 433.51 0.00 0.00 0.00 92.50 0.00 66,118 433.51 0.00 0.00 0.00 95.00 0.00 66,103 433.51 0.00 0.00 0.00 97.50 0.00 66,090 433.51 0.00 0.00 0.00 100.00 0.00 66,078 433.50 0.00 0.00 0.00 102.50 0.00 66,068 433.50 0.00 0.00 0.00 105.00 0.00 66,059 433.50 0.00 0.00 0.00 107.50 0.00 66,051 433.50 0.00 0.00 0.00 110.00 0.00 66,044 433.50 0.00 0.00 0.00 112.50 0.00 66,038 433.50 0.00 0.00 0.00 115.00 0.00 66,033 433.50 0.00 0.00 0.00 117.50 0.00 66,028 433.50 0.00 0.00 0.00 120.00 0.00 66,024 433.50 0.00 0.00 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type I124-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 9 Stage-Discharge for Pond 2: SWM/BMP 2 Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 429.00 0.00 0.00 0.00 434.10 0.56 0.56 0.00 429.10 0.00 0.00 0.00 434.20 0.63 0.63 0.00 429.20 0.00 0.00 0.00 434.30 0.70 0.70 0.00 429.30 0.00 0.00 0.00 434.40 0.76 0.76 0.00 429.40 0.00 0.00 0.00 434.50 0.82 0.82 0.00 429.50 0.00 0.00 0.00 434.60 0.87 0.87 0.00 429.60 0.00 0.00 0.00 434.70 0.92 0.92 0.00 429.70 0.00 0.00 0.00 434.80 0.97 0.97 0.00 429.80 0.00 0.00 0.00 434.90 1.01 1.01 0.00 429.90 0.00 0.00 0.00 435.00 1.06 1.06 0.00 430.00 0.00 0.00 0.00 435.10 1.10 1.10 0.00 430.10 0.00 0.00 0.00 435.20 1.14 1.14 0.00 430.20 0.00 0.00 0.00 435.30 1.18 1.18 0.00 430.30 0.00 0.00 0.00 435.40 1.21 1.21 0.00 430.40 0.00 0.00 0.00 435.50 1.25 1.25 0.00 430.50 0.00 0.00 0.00 435.60 1.29 1.29 0.00 430.60 0.00 0.00 0.00 435.70 1.32 1.32 0.00 430.70 0.00 0.00 0.00 435.80 1.35 1.35 0.00 430.80 0.00 0.00 0.00 435.90 1.39 1.39 0.00 430.90 0.00 0.00 0.00 436.00 1.42 1.42 0.00 431.00 0.00 0.00 0.00 436.10 2.75 2.75 0.00 431.10 0.00 0.00 0.00 436.20 5.16 5.16 0.00 431.20 0.00 0.00 0.00 436.30 8.26 8.26 0.00 431.30 0.00 0.00 0.00 436.40 11.93 11.93 0.00 431.40 0.00 0.00 0.00 436.50 16.10 16.10 0.00 431.50 0.00 0.00 0.00 436.60 21.78 20.69 1.08 431.60 0.00 0.00 0.00 436.70 28.83 25.69 3.14 431.70 0.00 0.00 0.00 436.80 36.96 31.05 5.90 431.80 0.00 0.00 0.00 436.90 46.05 36.76 9.29 431.90 0.00 0.00 0.00 437.00 56.06 42.80 13.27 432.00 0.00 0.00 0.00 437.10 66.95 49.14 17.81 432.10 0.00 0.00 0.00 437.20 78.69 55.77 22.92 432.20 0.00 0.00 0.00 437.30 91.26 62.69 28.57 432.30 0.00 0.00 0.00 437.40 97.98 63.20 34.78 432.40 0.00 0.00 0.00 437.50 105.18 63.64 41.54 432.50 0.00 0.00 0.00 437.60 112.93 64.08 48.85 432.60 0.00 0.00 0.00 437.70 121.23 64.51 56.72 432.70 0.00 0.00 0.00 437.80 130.09 64.94 65.15 432.80 0.00 0.00 0.00 437.90 139.51 65.37 74.14 432.90 0.00 0.00 0.00 438.00 149.50 65.80 83.70 433.00 0.00 0.00 0.00 433.10 0.00 0.00 0.00 433.20 0.00 0.00 0.00 433.30 0.00 0.00 0.00 433.40 0.00 0.00 0.00 433.50 0.00 0.00 0.00 433.60 0.03 0.03 0.00 433.70 0.11 0.11 0.00 433.80 0.23 0.23 0.00 433.90 0.36 0.36 0.00 434.00 0.47 0.47 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 2-Year Rainfall=3.62" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 10 Stage-Area-Storage for Pond 2: SWM/BMP 2 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 429.00 11,005 0 434.10 19,596 77,427 429.10 11,161 1,108 434.20 19,781 79,396 429.20 11,318 2,232 434.30 19,966 81,384 429.30 11,474 3,372 434.40 20,151 83,389 429.40 11,631 4,527 434.50 20,336 85,414 429.50 11,787 5,698 434.60 20,521 87,457 429.60 11,943 6,885 434.70 20,706 89,518 429.70 12,100 8,087 434.80 20,891 91,598 429.80 12,256 9,304 434.90 21,076 93,696 429.90 12,413 10,538 435.00 21,261 95,813 430.00 12,569 11,787 435.10 21,452 97,949 430.10 12,732 13,052 435.20 21,642 100,103 430.20 12,895 14,333 435.30 21,833 102,277 430.30 13,059 15,631 435.40 22,023 104,470 430.40 13,222 16,945 435.50 22,214 106,682 430.50 13,385 18,276 435.60 22,405 108,913 430.60 13,548 19,622 435.70 22,595 111,163 430.70 13,711 20,985 435.80 22,786 113,432 430.80 13,875 22,364 435.90 22,976 115,720 430.90 14,038 23,760 436.00 23,167 118,027 431.00 14,201 25,172 436.10 23,363 120,354 431.10 14,369 26,601 436.20 23,559 122,700 431.20 14,537 28,046 436.30 23,756 125,065 431.30 14,705 29,508 436.40 23,952 127,451 431.40 14,873 30,987 436.50 24,148 129,856 431.50 15,041 32,483 436.60 24,344 132,280 431.60 15,209 33,995 436.70 24,540 134,725 431.70 15,377 35,524 436.80 24,737 137,188 431.80 15,545 37,070 436.90 24,933 139,672 431.90 15,713 38,633 437.00 25,129 142,175 432.00 15,881 40,213 437.10 25,330 144,698 432.10 16,055 41,810 437.20 25,531 147,241 432.20 16,228 43,424 437.30 25,732 149,804 432.30 16,402 45,055 437.40 25,933 152,387 432.40 16,576 46,704 437.50 26,135 154,991 432.50 16,750 48,371 437.60 26,336 157,614 432.60 16,923 50,054 437.70 26,537 160,258 432.70 17,097 51,755 437.80 26,738 162,922 432.80 17,271 53,474 437.90 26,939 165,606 432.90 17,444 55,209 438.00 27,140 168,310 433.00 17,618 56,963 433.10 17,797 58,733 433.20 17,977 60,522 433.30 18,156 62,329 433.40 18,335 64,153 433.50 18,515 65,996 433.60 18,694 67,856 433.70 18,873 69,734 433.80 19,052 71,631 433.90 19,232 73,545 434.00 19,411 75,477 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type 1124-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 11 Time span=5.00-120.00 hrs,dt 3.05 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3S:Ultimate Post Development Runoff Area=8.830 ac 45.30%Impervious Runoff Depth=3.11" Flow Length=1,060' Tc=13.3 min CN=78 Runoff-37.24 cfs 2.286 af Pond 2: SWM/BMP 2 Peak Elev 436.16' Storage=121,771 cf Inflow=37.24 cfs 2.286 af Primary=4.19 cfs 2.503 af Secondary=0.00 cfs 0.000 af Outflow=4.19 cfs 2.503 af Total Runoff Area=8.830 ac Runoff Volume=2.286 af Average Runoff Depth=3.11" 54.70%Pervious=4.830 ac 45.30%Impervious=4.000 ac You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP SWM-BMP 2 Type II24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 sin 06356 ©2014 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Ultimate Post Development Runoff = 37.24 cfs @ 12.05 hrs, Volume= 2.286 af, Depth= 3.11" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-120.00 hrs,dt=0.05 hrs Type II 24-hr 10-Year Rainfall=5.46" Area(ac) CN Description * 4.000 98 Anticipated Impervious Area(B-Soils) * 4.830 61 Anticipated open space pervious area(B-Soils) 8.830 78 Weighted Average 4.830 54.70%Pervious Area 4.000 45.30%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0330 0.09 Sheet Flow,Sheet Flow Woods: Light underbrush n=0.400 P2=3.62" 2.7 550 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 460 0.0200 6.79 325.70 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.050 Mountain streams w/large boulders 13.3 1,060 Total Subcatchment 3S: Ultimate Post Development Hydrograph A 4( 37.24 cfs I Runoff Type II 24-hr 35 10-Year Rainfall=5.46" 30-: Runoff Area=8.830 ac E 251 Runoff Volume=2.286 af Runoff Depth=3.11" c 20 Flow Length=1,060' Tc=13.3 min 10 CN=78 5 0 . 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) • J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type I124-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 13 Hydrograph for Subcatchment 3S: Ultimate Post Development Time Precip. Excess Runoff Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.34 0.00 0.00 56.00 5.46 3.11 0.00 107.00 5.46 3.11 0.00 6.00 0.44 0.00 0.00 57.00 5.46 3.11 0.00 108.00 5.46 3.11 0.00 7.00 0.54 0.00 0.00 58.00 5.46 3.11 0.00 109.00 5.46 3.11 0.00 8.00 0.66 0.00 0.05 59.00 5.46 3.11 0.00 110.00 5.46 3.11 0.00 9.00 0.80 0.02 0.19 60.00 5.46 3.11 0.00 111.00 5.46 3.11 0.00 10.00 0.99 0.06 0.40 61.00 5.46 3.11 0.00 112.00 5.46 3.11 0.00 11.00 1.28 0.15 1.05 62.00 5.46 3.11 0.00 113.00 5.46 3.11 0.00 12.00 3.62 1.59 33.35 63.00 5.46 3.11 0.00 114.00 5.46 3.11 0.00 13.00 4.22 2.06 2.81 64.00 5.46 3.11 0.00 115.00 5.46 3.11 0.00 14.00 4.48 2.27 1.64 65.00 5.46 3.11 0.00 116.00 5.46 3.11 0.00 15.00 4.66 2.43 1.27 66.00 5.46 3.11 0.00 117.00 5.46 3.11 0.00 16.00 4.80 2.55 1.00 67.00 5.46 3.11 0.00 118.00 5.46 3.11 0.00 17.00 4.92 2.65 0.86 68.00 5.46 3.11 0.00 119.00 5.46 3.11 0.00 18.00 5.03 2.74 0.76 69.00 5.46 3.11 0.00 120.00 5.46 3.11 0.00 19.00 5.12 2.81 0.66 70.00 5.46 3.11 0.00 20.00 5.20 2.88 0.56 71.00 5.46 3.11 0.00 21.00 5.27 2.94 0.53 72.00 5.46 3.11 0.00 22.00 5.33 3.00 0.51 73.00 5.46 3.11 0.00 23.00 5.40 3.05 0.49 74.00 5.46 3.11 0.00 24.00 5.46 3.11 0.47 75.00 5.46 3.11 0.00 25.00 5.46 3.11 0.00 76.00 5.46 3.11 0.00 26.00 5.46 3.11 0.00 77.00 5.46 3.11 0.00 27.00 5.46 3.11 0.00 78.00 5.46 3.11 0.00 28.00 5.46 3.11 0.00 79.00 5.46 3.11 0.00 29.00 5.46 3.11 0.00 80.00 5.46 3.11 0.00 30.00 5.46 3.11 0.00 81.00 5.46 3.11 0.00 31.00 5.46 3.11 0.00 82.00 5.46 3.11 0.00 32.00 5.46 3.11 0.00 83.00 5.46 3.11 0.00 33.00 5.46 3.11 0.00 84.00 5.46 3.11 0.00 34.00 5.46 3.11 0.00 85.00 5.46 3.11 0.00 35.00 5.46 3.11 0.00 86.00 5.46 3.11 0.00 36.00 5.46 3.11 0.00 87.00 5.46 3.11 0.00 37.00 5.46 3.11 0.00 88.00 5.46 3.11 0.00 38.00 5.46 3.11 0.00 89.00 5.46 3.11 0.00 39.00 5.46 3.11 0.00 90.00 5.46 3.11 0.00 40.00 5.46 3.11 0.00 91.00 5.46 3.11 0.00 41.00 5.46 3.11 0.00 92.00 5.46 3.11 0.00 42.00 5.46 3.11 0.00 93.00 5.46 3.11 0.00 43.00 5.46 3.11 0.00 94.00 5.46 3.11 0.00 44.00 5.46 3.11 0.00 95.00 5.46 3.11 0.00 45.00 5.46 3.11 0.00 96.00 5.46 3.11 0.00 46.00 5.46 3.11 0.00 97.00 5.46 3.11 0.00 47.00 5.46 3.11 0.00 98.00 5.46 3.11 0.00 48.00 5.46 3.11 0.00 99.00 5.46 3.11 0.00 49.00 5.46 3.11 0.00 100.00 5.46 3.11 0.00 50.00 5.46 3.11 0.00 101.00 5.46 3.11 0.00 51.00 5.46 3.11 0.00 102.00 5.46 3.11 0.00 52.00 5.46 3.11 0.00 103.00 5.46 3.11 0.00 53.00 5.46 3.11 0.00 104.00 5.46 3.11 0.00 54.00 5.46 3.11 0.00 105.00 5.46 3.11 0.00 55.00 5.46 3.11 0.00 106.00 5.46 3.11 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) • J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 sin 06356 ©2014 HydroCAD Software Solutions LLC Page 14 Summary for Pond 2: SWM/BMP 2 Inflow Area= 8.830 ac, 45.30% Impervious, Inflow Depth= 3.11" for 10-Year event Inflow = 37.24 cfs @ 12.05 hrs, Volume= 2.286 af Outflow = 4.19 cfs @ 12.63 hrs, Volume= 2.503 af, Atten=89%, Lag=34.4 min Primary = 4.19 cfs @ 12.63 hrs, Volume= 2.503 af Secondary= 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method,Time Span=5.00-120.00 hrs,dt=0.05 hrs Starting Elev=434.00' Surf.Area=19,411 sf Storage=75,477 cf Peak Elev=436.16' @ 12.63 hrs Surf.Area=23,482 sf Storage 121,771 cf (46,294 cf above start) Plug-Flow detention time=1,189.9 min calculated for 0.771 af(34%of inflow) Center-of-Mass det.time=422.2 min( 1,249.0-826.9) Volume Invert Pvail.Storage Storage Description #1 429.00' 168,310 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-1t) (cubic-feet) (cubic-feet) 429.00 11,005 0 0 430.00 12,569 11,787 11,787 431.00 14,201 13,385 25,172 432.00 15,881 15,041 40,213 433.00 17,618 16,750 56,963 434.00 19,411 18,515 75,477 435.00 21,261 20,336 95,813 436.00 23,167 22,214 118,027 437.00 25,129 24,148 142,175 438.00 27,140 26,135 168,310 Device Routing Invert Outlet Devices #1 Primary 429.00' 30.0" Round Culvert L=82.3' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=429.00' /427.00' S=0.0243 '/' Cc=0.900 n=0.013, Flow Area=4.91 sf #2 Device 1 433.50' 6.0"Vert.Orifice C=0.600 #3 Device 1 436.00' 48.0"Horiz.Riser C=0.600 Limited to weir flow at low heads #4 Secondary 436.50' Emergency Spillway,Cv=2.68(C=3.35) Head(feet) 0.00 1.50 Width(feet) 10.00 19.00 jrimary OutFlow Max--4.10 cfs @ 12.63 hrs HW=436.16' (Free Discharge) culvert (Passes 4.10 cfs of 57.46 cfs potential flow) 2Orifice (Orifice Controls 1.47 cfs @ 7.48 fps) 3=Riser (Weir Controls 2.64 cfs @ 1.31 fps) §econdary Outflow Max-41.00 cfs @ 5.00 hrs HW=434.00' (Free Discharge) Emergency Spillway (Controls 0.00 cfs) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type 1124-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD® 10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 15 Pond 2: SWM/BMP 2 Hydrograph 37.24 cfs • Inflow Inflow Area=8.830 ac ..! Outflow 40- Peak Elev=436.16' ® Primary 35 Storage=121,771 cf _[ 1 Secondary 30 4' 25 0 3 20 0 u 15 A A r1 ..t 10 4.19 cfs 0.00 cfs — r /4 0" ,.///.W.iihili/".,' Z./iiiii '/7.t ./ iii 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) Pond 2: SWM/BMP 2 Stage-Discharge „s,�,r;,r.�/.._ C Total 438 ,,g,�,a►in/' ►"�r'� • Primary 437 _i�� Emergency Spillway _CI Secondary i 436 d 435 wd 111111. = 434 . o 433 9 w 432 431 430 /429 0 50 100 Discharge (cfs) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 16 Pond 2: SWM/BMP 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) Surface 0 5,000 10,000 15,000 20,000 25,000 • Storage 438 . 437 436 It 435 • 434 • 433 d 432 431 £", ` f 430 Custom Stage Data 429 0 50,000 100,000 150,000 Storage (cubic-feet) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type I124-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 17 Hydrograph for Pond 2: SWM/BMP 2 Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 75,477 434.00 0.47 0.47 0.00 7.50 0.01 72,179 433.83 0.27 0.27 0.00 10.00 0.40 71,599 433.80 0.23 0.23 0.00 12.50 5.52 121,443 436.15 3.84 3.84 0.00 15.00 1.27 118,276 436.01 1.48 1.48 0.00 17.50 0.81 114,537 435.85 1.37 1.37 0.00 20.00 0.56 108,776 435.59 1.28 1.28 0.00 22.50 0.50 102,391 435.31 1.18 1.18 0.00 25.00 0.00 95,251 434.97 1.05 1.05 0.00 27.50 0.00 86,704 434.56 0.85 0.85 0.00 30.00 0.00 79,929 434.23 0.65 0.65 0.00 32.50 0.00 74,977 433.97 0.45 0.45 0.00 35.00 0.00 71,896 433.81 0.25 0.25 0.00 37.50 0.00 70,205 433.72 0.14 0.14 0.00 40.00 0.00 69,213 433.67 0.09 0.09 0.00 42.50 0.00 68,561 433.64 0.06 0.06 0.00 45.00 0.00 68,106 433.61 0.04 0.04 0.00 47.50 0.00 67,789 433.60 0.03 0.03 0.00 50.00 0.00 67,561 433.58 0.02 0.02 0.00 52.50 0.00 67,368 433.57 0.02 0.02 0.00 55.00 0.00 67,198 433.56 0.02 0.02 0.00 57.50 0.00 67,049 433.56 0.02 0.02 0.00 60.00 0.00 66,919 433.55 0.01 0.01 0.00 62.50 0.00 66,805 433.54 0.01 0.01 0.00 65.00 0.00 66,705 433.54 0.01 0.01 0.00 67.50 0.00 66,617 433.53 0.01 0.01 0.00 70.00 0.00 66,540 433.53 0.01 0.01 0.00 72.50 0.00 66,473 433.53 0.01 0.01 0.00 75.00 0.00 66,414 433.52 0.01 0.01 0.00 77.50 0.00 66,362 433.52 0.01 0.01 0.00 80.00 0.00 66,317 433.52 0.00 0.00 0.00 82.50 0.00 66,277 433.52 0.00 0.00 0.00 85.00 0.00 66,242 433.51 0.00 0.00 0.00 87.50 0.00 66,212 433.51 0.00 0.00 0.00 90.00 0.00 66,185 433.51 0.00 0.00 0.00 92.50 0.00 66,162 433.51 0.00 0.00 0.00 95.00 0.00 66,141 433.51 0.00 0.00 0.00 97.50 0.00 66,123 433.51 0.00 0.00 0.00 100.00 0.00 66,107 433.51 0.00 0.00 0.00 102.50 0.00 66,094 433.51 0.00 0.00 0.00 105.00 0.00 66,081 433.50 0.00 0.00 0.00 107.50 0.00 66,071 433.50 0.00 0.00 0.00 110.00 0.00 66,061 433.50 0.00 0.00 0.00 112.50 0.00 66,053 433.50 0.00 0.00 0.00 115.00 0.00 66,046 433.50 0.00 0.00 0.00 117.50 0.00 66,040 433.50 0.00 0.00 0.00 120.00 0.00 66,034 433.50 0.00 0.00 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 18 Stage-Discharge for Pond 2: SWM/BMP 2 Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 429.00 0.00 0.00 0.00 434.10 0.56 0.56 0.00 429.10 0.00 0.00 0.00 434.20 0.63 0.63 0.00 429.20 0.00 0.00 0.00 434.30 0.70 0.70 0.00 429.30 0.00 0.00 0.00 434.40 0.76 0.76 0.00 429.40 0.00 0.00 0.00 434.50 0.82 0.82 0.00 429.50 0.00 0.00 0.00 434.60 0.87 0.87 0.00 429.60 0.00 0.00 0.00 434.70 0.92 0.92 0.00 429.70 0.00 0.00 0.00 434.80 0.97 0.97 0.00 429.80 0.00 0.00 0.00 434.90 1.01 1.01 0.00 429.90 0.00 0.00 0.00 435.00 1.06 1.06 0.00 430.00 0.00 0.00 0.00 435.10 1.10 1.10 0.00 430.10 0.00 0.00 0.00 435.20 1.14 1.14 0.00 430.20 0.00 0.00 0.00 435.30 1.18 1.18 0.00 430.30 0.00 0.00 0.00 435.40 1.21 1.21 0.00 430.40 0.00 0.00 0.00 435.50 1.25 1.25 0.00 430.50 0.00 0.00 0.00 435.60 1.29 1.29 0.00 430.60 0.00 0.00 0.00 435.70 1.32 1.32 0.00 430.70 0.00 0.00 0.00 435.80 1.35 1.35 0.00 430.80 0.00 0.00 0.00 435.90 1.39 1.39 0.00 430.90 0.00 0.00 0.00 436.00 1.42 1.42 0.00 431.00 0.00 0.00 0.00 436.10 2.75 2.75 0.00 431.10 0.00 0.00 0.00 436.20 5.16 5.16 0.00 431.20 0.00 0.00 0.00 436.30 8.26 8.26 0.00 431.30 0.00 0.00 0.00 436.40 11.93 11.93 0.00 431.40 0.00 0.00 0.00 436.50 16.10 16.10 0.00 431.50 0.00 0.00 0.00 436.60 21.78 20.69 1.08 431.60 0.00 0.00 0.00 436.70 28.83 25.69 3.14 431.70 0.00 0.00 0.00 436.80 36.96 31.05 5.90 431.80 0.00 0.00 0.00 436.90 46.05 36.76 9.29 431.90 0.00 0.00 0.00 437.00 56.06 42.80 13.27 432.00 0.00 0.00 0.00 437.10 66.95 49.14 17.81 432.10 0.00 0.00 0.00 437.20 78.69 55.77 22.92 432.20 0.00 0.00 0.00 437.30 91.26 62.69 28.57 432.30 0.00 0.00 0.00 437.40 97.98 63.20 34.78 432.40 0.00 0.00 0.00 437.50 105.18 63.64 41.54 432.50 0.00 0.00 0.00 437.60 112.93 64.08 48.85 432.60 0.00 0.00 0.00 437.70 121.23 64.51 56.72 432.70 0.00 0.00 0.00 437.80 130.09 64.94 65.15 432.80 0.00 0.00 0.00 437.90 139.51 65.37 74.14 432.90 0.00 0.00 0.00 438.00 149.50 65.80 83.70 433.00 0.00 0.00 0.00 433.10 0.00 0.00 0.00 433.20 0.00 0.00 0.00 433.30 0.00 0.00 0.00 433.40 0.00 0.00 0.00 433.50 0.00 0.00 0.00 433.60 0.03 0.03 0.00 433.70 0.11 0.11 0.00 433.80 0.23 0.23 0.00 433.90 0.36 0.36 0.00 434.00 0.47 0.47 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) • J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 10-Year Rainfall=5.46" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 19 Stage-Area-Storage for Pond 2: SWM/BMP 2 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 429.00 11,005 0 434.10 19,596 77,427 429.10 11,161 1,108 434.20 19,781 79,396 429.20 11,318 2,232 434.30 19,966 81,384 429.30 11,474 3,372 434.40 20,151 83,389 429.40 11,631 4,527 434.50 20,336 85,414 429.50 11,787 5,698 434.60 20,521 87,457 429.60 11,943 6,885 434.70 20,706 89,518 429.70 12,100 8,087 434.80 20,891 91,598 429.80 12,256 9,304 434.90 21,076 93,696 429.90 12,413 10,538 435.00 21,261 95,813 430.00 12,569 11,787 435.10 21,452 97,949 430.10 12,732 13,052 435.20 21,642 100,103 430.20 12,895 14,333 435.30 21,833 102,277 430.30 13,059 15,631 435.40 22,023 104,470 430.40 13,222 16,945 435.50 22,214 106,682 430.50 13,385 18,276 435.60 22,405 108,913 430.60 13,548 19,622 435.70 22,595 111,163 430.70 13,711 20,985 435.80 22,786 113,432 430.80 13,875 22,364 435.90 22,976 115,720 430.90 14,038 23,760 436.00 23,167 118,027 431.00 14,201 25,172 436.10 23,363 120,354 431.10 14,369 26,601 436.20 23,559 122,700 431.20 14,537 28,046 436.30 23,756 125,065 431.30 14,705 29,508 436.40 23,952 127,451 431.40 14,873 30,987 436.50 24,148 129,856 431.50 15,041 32,483 436.60 24,344 132,280 431.60 15,209 33,995 436.70 24,540 134,725 431.70 15,377 35,524 436.80 24,737 137,188 431.80 15,545 37,070 436.90 24,933 139,672 431.90 15,713 38,633 437.00 25,129 142,175 432.00 15,881 40,213 437.10 25,330 144,698 432.10 16,055 41,810 437.20 25,531 147,241 432.20 16,228 43,424 437.30 25,732 149,804 432.30 16,402 45,055 437.40 25,933 152,387 432.40 16,576 46,704 437.50 26,135 154,991 432.50 16,750 48,371 437.60 26,336 157,614 432.60 16,923 50,054 437.70 26,537 160,258 432.70 17,097 51,755 437.80 26,738 162,922 432.80 17,271 53,474 437.90 26,939 165,606 432.90 17,444 55,209 438.00 27,140 168,310 433.00 17,618 56,963 433.10 17,797 58,733 433.20 17,977 60,522 433.30 18,156 62,329 433.40 18,335 64,153 433.50 18,515 65,996 433.60 18,694 67,856 433.70 18,873 69,734 433.80 19,052 71,631 433.90 19,232 73,545 434.00 19,411 75,477 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) • J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 20 Time span=5.00-120.00 hrs,dtA).05 hrs,2301 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 3S:Ultimate Post Development Runoff Area=8.830 ac 45.30%Impervious Runoff Depth=6.28" Flow Length=1,060' Tc=13.3 min CN=78 Runoff=73.68 cfs 4.618 af Pond 2: SWM/BMP 2 Peak E1ev 436.97' Storage=141,364 cf Inflow=73.68 cfs 4.618 af Primary= 0.84 cfs 4.638 af Secondary=11.96 cfs 0.198 af Outflow=52.80 cfs 4.835 af Total Runoff Area=8.830 ac Runoff Volume=4.618 af Average Runoff Depth=6.28" 54.70%Pervious=4.830 ac 45.30%Impervious=4.000 ac You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment 3S: Ultimate Post Development Runoff = 73.68 cfs @ 12.05 hrs, Volume= 4.618 af, Depth= 6.28" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=5.00-120.00 hrs,dt=0.05 hrs Type II 24-hr 100-Year Rainfall=8.95" Area(ac) CN Description * 4.000 98 Anticipated Impervious Area(B-Soils) * 4.830 61 Anticipated open space pervious area(B-Soils) 8.830 78 Weighted Average 4.830 54.70%Pervious Area 4.000 45.30%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.5 50 0.0330 0.09 Sheet Flow,Sheet Flow Woods: Light underbrush n=0.400 P2=3.62" 2.7 550 0.0500 3.35 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 1.1 460 0.0200 6.79 325.70 Channel Flow, Area=48.0 sf Perim=23.4' r=2.05' n=0.050 Mountain streams w/large boulders 13.3 1,060 Total Subcatchment 3S: Ultimate Post Development Hydrograph A 81 73.68 cfs U Runoff II 70 Type 1124-h r 100-Year Rainfall=8.95" 60-- Runoff Area=8.830 ac w 50 Runoff Volume=4.618 af Runoff Depth=6.28" 40 Flow Length=1,060' u- 30 Tc=13.3 min 20 CN=78 10 0 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) • J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 22 Hydrograph for Subcatchment 3S: Ultimate Post Development Time Precip. Excess Runoff Time Precip. Excess Runoff Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) (hours) (inches) (inches) (cfs) 5.00 0.56 0.00 0.00 56.00 8.95 6.28 0.00 107.00 8.95 6.28 0.00 6.00 0.72 0.01 0.11 57.00 8.95 6.28 0.00 108.00 8.95 6.28 0.00 7.00 0.89 0.03 0.27 58.00 8.95 6.28 0.00 109.00 8.95 6.28 0.00 8.00 1.07 0.08 0.46 59.00 8.95 6.28 0.00 110.00 8.95 6.28 0.00 9.00 1.32 0.16 0.85 60.00 8.95 6.28 0.00 111.00 8.95 6.28 0.00 10.00 1.62 0.29 1.32 61.00 8.95 6.28 0.00 112.00 8.95 6.28 0.00 11.00 2.10 0.54 2.83 62.00 8.95 6.28 0.00 113.00 8.95 6.28 0.00 12.00 5.93 3.52 67.27 63.00 8.95 6.28 0.00 114.00 8.95 6.28 0.00 13.00 6.91 4.39 5.17 64.00 8.95 6.28 0.00 115.00 8.95 6.28 0.00 14.00 7.34 4.78 2.99 65.00 8.95 6.28 0.00 116.00 8.95 6.28 0.00 15.00 7.64 5.06 2.30 66.00 8.95 6.28 0.00 117.00 8.95 6.28 0.00 16.00 7.88 5.28 1.80 67.00 8.95 6.28 0.00 118.00 8.95 6.28 0.00 17.00 8.07 5.46 1.55 68.00 8.95 6.28 0.00 119.00 8.95 6.28 0.00 18.00 8.24 5.62 1.37 69.00 8.95 6.28 0.00 120.00 8.95 6.28 0.00 19.00 8.39 5.76 1.19 70.00 8.95 6.28 0.00 20.00 8.52 5.87 1.00 71.00 8.95 6.28 0.00 21.00 8.63 5.98 0.94 72.00 8.95 6.28 0.00 22.00 8.74 6.08 0.90 73.00 8.95 6.28 0.00 23.00 8.85 6.18 0.86 74.00 8.95 6.28 0.00 24.00 8.95 6.28 0.83 75.00 8.95 6.28 0.00 25.00 8.95 6.28 0.00 76.00 8.95 6.28 0.00 26.00 8.95 6.28 0.00 77.00 8.95 6.28 0.00 27.00 8.95 6.28 0.00 78.00 8.95 6.28 0.00 28.00 8.95 6.28 0.00 79.00 8.95 6.28 0.00 29.00 8.95 6.28 0.00 80.00 8.95 6.28 0.00 30.00 8.95 6.28 0.00 81.00 8.95 6.28 0.00 31.00 8.95 6.28 0.00 82.00 8.95 6.28 0.00 32.00 8.95 6.28 0.00 83.00 8.95 6.28 0.00 33.00 8.95 6.28 0.00 84.00 8.95 6.28 0.00 34.00 8.95 6.28 0.00 85.00 8.95 6.28 0.00 35.00 8.95 6.28 0.00 86.00 8.95 6.28 0.00 36.00 8.95 6.28 0.00 87.00 8.95 6.28 0.00 37.00 8.95 6.28 0.00 88.00 8.95 6.28 0.00 38.00 8.95 6.28 0.00 89.00 8.95 6.28 0.00 39.00 8.95 6.28 0.00 90.00 8.95 6.28 0.00 40.00 8.95 6.28 0.00 91.00 8.95 6.28 0.00 41.00 8.95 6.28 0.00 92.00 8.95 6.28 0.00 42.00 8.95 6.28 0.00 93.00 8.95 6.28 0.00 43.00 8.95 6.28 0.00 94.00 8.95 6.28 0.00 44.00 8.95 6.28 0.00 95.00 8.95 6.28 0.00 45.00 8.95 6.28 0.00 96.00 8.95 6.28 0.00 46.00 8.95 6.28 0.00 97.00 8.95 6.28 0.00 47.00 8.95 6.28 0.00 98.00 8.95 6.28 0.00 48.00 8.95 6.28 0.00 99.00 8.95 6.28 0.00 49.00 8.95 6.28 0.00 100.00 8.95 6.28 0.00 50.00 8.95 6.28 0.00 101.00 8.95 6.28 0.00 51.00 8.95 6.28 0.00 102.00 8.95 6.28 0.00 52.00 8.95 6.28 0.00 103.00 8.95 6.28 0.00 53.00 8.95 6.28 0.00 104.00 8.95 6.28 0.00 54.00 8.95 6.28 0.00 105.00 8.95 6.28 0.00 55.00 8.95 6.28 0.00 106.00 8.95 6.28 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 23 Summary for Pond 2: SWM/BMP 2 Inflow Area= 8.830 ac, 45.30% Impervious, Inflow Depth= 6.28" for 100-Year event Inflow = 73.68 cfs @ 12.05 hrs, Volume= 4.618 af Outflow = 52.80 cfs @ 12.15 hrs, Volume= 4.835 af, Atten=28%, Lag=6.3 min Primary = 40.84 cfs @ 12.15 hrs, Volume= 4.638 af Secondary= 11.96 cfs @ 12.15 hrs, Volume= 0.198 af Routing by Stor-Ind method,Time Span=5.00-120.00 hrs,dt=0.05 hrs Starting Elev=434.00' Surf.Area= 19,411 sf Storage=75,477 cf Peak Elev=436.97' @ 12.15 hrs Surf.Area=25,066 sf Storage= 141,364 cf (65,887 cf above start) Plug-Flow detention time=590.3 min calculated for 3.101 af(67%of inflow) Center-of-Mass det.time=278.4 min( 1,085.2-806.9) Volume Invert Avail.Storage Storage Description #1 429.00' 168,310 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 429.00 11,005 0 0 430.00 12,569 11,787 11,787 431.00 14,201 13,385 25,172 432.00 15,881 15,041 40,213 433.00 17,618 16,750 56,963 434.00 19,411 18,515 75,477 435.00 21,261 20,336 95,813 436.00 23,167 22,214 118,027 437.00 25,129 24,148 142,175 438.00 27,140 26,135 168,310 Device Routing Invert Outlet Devices #1 Primary 429.00' 30.0" Round Culvert L=82.3' RCP,square edge headwall, Ke=0.500 Inlet/Outlet Invert=429.00' /427.00' S=0.0243 '/' Cc=0.900 n=0.013, Flow Area=4.91 sf #2 Device 1 433.50' 6.0"Vert.Orifice C=0.600 #3 Device 1 436.00' 48.0"Horiz.Riser C=0.600 Limited to weir flow at low heads #4 Secondary 436.50' Emergency Spillway,Cv=2.68(C=3.35) Head(feet) 0.00 1.50 Width(feet) 10.00 19.00 rimary Outflow Max 40.66 cfs @ 12.15 hrs HW=436.97 (Free Discharge) culvert (Passes 40.66 cfs of 61.25 cfs potential flow) 2Klrifice (Orifice Controls 1.70 cfs @ 8.63 fps) 3=Riser (Weir Controls 38.96 cfs @ 3.21 fps) §econdary OutFlow Max.--11.82 cfs @ 12.15 hrs HW=436.97' (Free Discharge) 4=Emergency Spillway (Weir Controls 11.82 cfs @ 2.23 fps) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NPSWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 24 Pond 2: SWM/BMP 2 Hydrograph 73.68 cfs • Inflow I Inflow Area=8.830 ac Outflow 80 Peak Elev=436.97' Primary 70 52.80 cfs Storage=141,364 cf Secondary 60 _ !Al 50 40.84 cfs v _ 40 - o = a. 30._ 01 2 11.96 cfs 0 iiiiii,/iiiiiiiiiiii�iiiiiiiiiiiiiii7iiiii iiiiz/.//z iiiii 10 20 30 40 50 60 70 80 90 100 110 120 Time (hours) Pond 2: SWM/BMP 2 Stage-Discharge 1-7 Total 438 .4r,021110" U Primary 437 _e Emergency Spillway ® Secondary 436 i i LI 435 = 434 i 0 4 433 w 432 4 431 430 429 , , , 0 50 100 Discharge (cfs) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 25 Pond 2: SWM/BMP 2 Stage-Area-Storage Surface/Horizontal/Wetted Area (sq-ft) Surface 0 5,000 10,000 15,000 20,000 25,000 I Storage 438 .-/ 437 436 435 1111111.1111111111 = 434 0 433: d 432 Ti 431 430 - 429 0 50,000 100,000 150,000 Storage (cubic-feet) You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) • J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 26 Hydrograph for Pond 2: SWM/BMP 2 Time Inflow Storage Elevation Outflow Primary Secondary (hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) 5.00 0.00 75,477 434.00 0.47 0.47 0.00 7.50 0.36 73,370 433.89 0.35 0.35 0.00 10.00 1.32 76,475 434.05 0.52 0.52 0.00 12.50 10.29 129,696 436.49 15.81 15.81 0.00 15.00 2.30 119,958 436.08 2.53 2.53 0.00 17.50 1.46 118,488 436.02 1.54 1.54 0.00 20.00 1.00 116,598 435.94 1.40 1.40 0.00 22.50 0.88 112,624 435.76 1.34 1.34 0.00 25.00 0.00 106,116 435.47 1.24 1.24 0.00 27.50 0.00 95,771 435.00 1.06 1.06 0.00 30.00 0.00 87,129 434.58 0.86 0.86 0.00 32.50 0.00 80,254 434.24 0.66 0.66 0.00 35.00 0.00 75,202 433.99 0.46 0.46 0.00 37.50 0.00 72,021 433.82 0.26 0.26 0.00 40.00 0.00 70,276 433.73 0.15 0.15 0.00 42.50 0.00 69,256 433.67 0.09 0.09 0.00 45.00 0.00 68,591 433.64 0.06 0.06 0.00 47.50 0.00 68,128 433.61 0.04 0.04 0.00 50.00 0.00 67,804 433.60 0.03 0.03 0.00 52.50 0.00 67,573 433.58 0.02 0.02 0.00 55.00 0.00 67,378 433.57 0.02 0.02 0.00 57.50 0.00 67,207 433.57 0.02 0.02 0.00 60.00 0.00 67,057 433.56 0.02 0.02 0.00 62.50 0.00 66,926 433.55 0.01 0.01 0.00 65.00 0.00 66,811 433.54 0.01 0.01 0.00 67.50 0.00 66,710 433.54 0.01 0.01 0.00 70.00 0.00 66,622 433.53 0.01 0.01 0.00 72.50 0.00 66,544 433.53 0.01 0.01 0.00 75.00 0.00 66,476 433.53 0.01 0.01 0.00 77.50 0.00 66,417 433.52 0.01 0.01 0.00 80.00 0.00 66,365 433.52 0.01 0.01 0.00 82.50 0.00 66,319 433.52 0.00 0.00 0.00 85.00 0.00 66,279 433.52 0.00 0.00 0.00 87.50 0.00 66,244 433.51 0.00 0.00 0.00 90.00 0.00 66,213 433.51 0.00 0.00 0.00 92.50 0.00 66,186 433.51 0.00 0.00 0.00 95.00 0.00 66,163 433.51 0.00 0.00 0.00 97.50 0.00 66,142 433.51 0.00 0.00 0.00 100.00 0.00 66,124 433.51 0.00 0.00 0.00 102.50 0.00 66,108 433.51 0.00 0.00 0.00 105.00 0.00 66,094 433.51 0.00 0.00 0.00 107.50 0.00 66,082 433.50 0.00 0.00 0.00 110.00 0.00 66,071 433.50 0.00 0.00 0.00 112.50 0.00 66,062 433.50 0.00 0.00 0.00 115.00 0.00 66,054 433.50 0.00 0.00 0.00 117.50 0.00 66,047 433.50 0.00 0.00 0.00 120.00 0.00 66,040 433.50 0.00 0.00 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 27 Stage-Discharge for Pond 2: SWM/BMP 2 Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary (feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs) 429.00 0.00 0.00 0.00 434.10 0.56 0.56 0.00 429.10 0.00 0.00 0.00 434.20 0.63 0.63 0.00 429.20 0.00 0.00 0.00 434.30 0.70 0.70 0.00 429.30 0.00 0.00 0.00 434.40 0.76 0.76 0.00 429.40 0.00 0.00 0.00 434.50 0.82 0.82 0.00 429.50 0.00 0.00 0.00 434.60 0.87 0.87 0.00 429.60 0.00 0.00 0.00 434.70 0.92 0.92 0.00 429.70 0.00 0.00 0.00 434.80 0.97 0.97 0.00 429.80 0.00 0.00 0.00 434.90 1.01 1.01 0.00 429.90 0.00 0.00 0.00 435.00 1.06 1.06 0.00 430.00 0.00 0.00 0.00 435.10 1.10 1.10 0.00 430.10 0.00 0.00 0.00 435.20 1.14 1.14 0.00 430.20 0.00 0.00 0.00 435.30 1.18 1.18 0.00 430.30 0.00 0.00 0.00 435.40 1.21 1.21 0.00 430.40 0.00 0.00 0.00 435.50 1.25 1.25 0.00 430.50 0.00 0.00 0.00 435.60 1.29 1.29 0.00 430.60 0.00 0.00 0.00 435.70 1.32 1.32 0.00 430.70 0.00 0.00 0.00 435.80 1.35 1.35 0.00 430.80 0.00 0.00 0.00 435.90 1.39 1.39 0.00 430.90 0.00 0.00 0.00 436.00 1.42 1.42 0.00 431.00 0.00 0.00 0.00 436.10 2.75 2.75 0.00 431.10 0.00 0.00 0.00 436.20 5.16 5.16 0.00 431.20 0.00 0.00 0.00 436.30 8.26 8.26 0.00 43130 0.00 0.00 0.00 436.40 11.93 11.93 0.00 431.40 0.00 0.00 0.00 436.50 16.10 16.10 0.00 431.50 0.00 0.00 0.00 436.60 21.78 20.69 1.08 431.60 0.00 0.00 0.00 436.70 28.83 25.69 3.14 431.70 0.00 0.00 0.00 436.80 36.96 31.05 5.90 431.80 0.00 0.00 0.00 436.90 46.05 36.76 9.29 431.90 0.00 0.00 0.00 437.00 56.06 42.80 13.27 432.00 0.00 0.00 0.00 437.10 66.95 49.14 17.81 432.10 0.00 0.00 0.00 437.20 78.69 55.77 22.92 432.20 0.00 0.00 0.00 437.30 91.26 62.69 28.57 432.30 0.00 0.00 0.00 437.40 97.98 63.20 34.78 432.40 0.00 0.00 0.00 437.50 105.18 63.64 41.54 432.50 0.00 0.00 0.00 437.60 112.93 64.08 48.85 432.60 0.00 0.00 0.00 437.70 121.23 64.51 56.72 432.70 0.00 0.00 0.00 437.80 130.09 64.94 65.15 432.80 0.00 0.00 0.00 437.90 139.51 65.37 74.14 432.90 0.00 0.00 0.00 438.00 149.50 65.80 83.70 433.00 0.00 0.00 0.00 433.10 0.00 0.00 0.00 433.20 0.00 0.00 0.00 433.30 0.00 0.00 0.00 433.40 0.00 0.00 0.00 433.50 0.00 0.00 0.00 433.60 0.03 0.03 0.00 433.70 0.11 0.11 0.00 433.80 0.23 0.23 0.00 433.90 0.36 0.36 0.00 434.00 0.47 0.47 0.00 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) J:\SDSKPROJ\20140064\Documents\Calculations\CBPA\3rd Submittal\ NP_SWM-BMP 2 Type II 24-hr 100-Year Rainfall=8.95" Prepared by TOWNES SITE ENGINEERING Printed 12/22/2015 HydroCAD®10.00-12 s/n 06356 ©2014 HydroCAD Software Solutions LLC Page 28 Stage-Area-Storage for Pond 2: SWM/BMP 2 Elevation Surface Storage Elevation Surface Storage (feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet) 429.00 11,005 0 434.10 19,596 77,427 429.10 11,161 1,108 434.20 19,781 79,396 429.20 11,318 2,232 434.30 19,966 81,384 429.30 11,474 3,372 434.40 20,151 83,389 429.40 11,631 4,527 434.50 20,336 85,414 429.50 11,787 5,698 434.60 20,521 87,457 429.60 11,943 6,885 434.70 20,706 89,518 429.70 12,100 8,087 434.80 20,891 91,598 429.80 12,256 9,304 434.90 21,076 93,696 429.90 12,413 10,538 435.00 21,261 95,813 430.00 12,569 11,787 435.10 21,452 97,949 430.10 12,732 13,052 435.20 21,642 100,103 430.20 12,895 14,333 435.30 21,833 102,277 430.30 13,059 15,631 435.40 22,023 104,470 430.40 13,222 16,945 435.50 22,214 106,682 430.50 13,385 18,276 435.60 22,405 108,913 430.60 13,548 19,622 435.70 22,595 111,163 430.70 13,711 20,985 435.80 22,786 113,432 430.80 13,875 22,364 435.90 22,976 115,720 430.90 14,038 23,760 436.00 23,167 118,027 431.00 14,201 25,172 436.10 23,363 120,354 431.10 14,369 26,601 436.20 23,559 122,700 431.20 14,537 28,046 436.30 23,756 125,065 431.30 14,705 29,508 436.40 23,952 127,451 431.40 14,873 30,987 436.50 24,148 129,856 431.50 15,041 32,483 436.60 24,344 132,280 431.60 15,209 33,995 436.70 24,540 134,725 431.70 15,377 35,524 436.80 24,737 137,188 431.80 15,545 37,070 436.90 24,933 139,672 431.90 15,713 38,633 437.00 25,129 142,175 432.00 15,881 40,213 437.10 25,330 144,698 432.10 16,055 41,810 437.20 25,531 147,241 432.20 16,228 43,424 437.30 25,732 149,804 432.30 16,402 45,055 437.40 25,933 152,387 432.40 16,576 46,704 437.50 26,135 154,991 432.50 16,750 48,371 437.60 26,336 157,614 432.60 16,923 50,054 437.70 26,537 160,258 432.70 17,097 51,755 437.80 26,738 162,922 432.80 17,271 53,474 437.90 26,939 165,606 432.90 17,444 55,209 438.00 27,140 168,310 433.00 17,618 56,963 433.10 17,797 58,733 433.20 17,977 60,522 433.30 18,156 62,329 433.40 18,335 64,153 433.50 18,515 65,996 433.60 18,694 67,856 433.70 18,873 69,734 433.80 19,052 71,631 433.90 19,232 73,545 434.00 19,411 75,477 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.com) DRAINAGE STRUCTURE SUMMARY Str# Type LENGTH DIA MATERIAL TOP ELEV INV IN INV OUT SLOPE% NOSE STR HEIGHT COMMENTS STEPS 1 ES-1 2 PIPE 66.99 15 RCP CLASS III 472.00 468.00 5.97 3 DI-3B 8.00 473.65 468.00 467.90 TYPE A 5.75 ST-1 4 PIPE 200.41 15 RCP CLASS III 467.90 462.40 2.74 5 DI-3B 6.00 469.00 462.40 462.30 TYPE A 6.70 ST-1 6 PIPE 137.70 15 RCP CLASS III 462.30 455.10 5.23 7 DI-3BB 6.00 465.00 455.10 455.00 TYPE A 10.00 ST-1 SL-1 8 PIPE 77.30 15 RCP CLASS III 455.00 453.50 1.94 9 DI-3B 8.00 460.50 453.50 453.40 TYPE B 7.10 ST-1 10 PIPE 136.59 15 RCP CLASS III 453.40 448.12 3.86 11 01-36 12.00 455.30 448.12 447.37 TYPE B 7.93 ST-1 11A PIPE 65.30 24 RCP CLASS III 447.37 446.72 1.00 12 DI-3BB 6.00 456.35 446.72 446.62 TYPE B 9.73 ST-1 12A PIPE 38.55 24 RCP CLASS III 446.62 445.46 3.00 12B DI-3BB 6.00 455.35 445.46 445.36 TYPE B 9.99 ST-1 12C PIPE 54.37 24 RCP CLASS III 445.36 442.10 6.00 13 MH-1 451.00 442.10 442.00 9.00 ST-1 13A DI-3B 6.00 452.25 445.25 TYPE B 7.00 ST-1 1 PIPE RCP CLASS III 445.25 442.75 7.84 144 PIPE RCP CLASS III 442.00 433.00 6.54 15 EW-2 16 DI-3B 6 461.00 454.35 TYPE B 6.65 ST-1 17 PIPE 84.00 15 RCP CLASS III 454.35 453.50 1.01 18 DI-3BB 6.00 456.40 448.50 TYPE B 7.90 ST-1 19 PIPE 88.07 18 RCP CLASS III 448.50 447.62 1.00 20 TIE-IN 438.69 REMOVE EXISTING BOX CULVERT AND TIE-IN TO BOX CULVERT 21 PIPE 62.75 36'x36" RCP CLASS V 438.69 436.98 2.72 22 MH-1 462.25 436.98 436.88 25.37 ST-1 SL-1 23 PIPE 118.18 42 RCP CLASS V 436.88 430.43 5.46 24 MH-1 457.78 430.43 430.33 27.45 ST-1 SL-1 25 PIPE 136.40 42 RCP CLASS V 430.33 420.10 7.50 26 MH-1 435.00 420.10 420.00 15.00 ST-1 SL-1 27 PIPE 51.10 42 RCP CLASS V 420.00 419.00 1.96 28 MODIFIED EW-2 29 DI-3B 6.00 465.95 460.95 TYPE A 5.00 ST-1 29A PIPE 19.93 15 RCP CLASS III 460.95 459.00 9.79 30 01-7 463.00 459.00 458.90 4.10 ST-1 30A PIPE 82.17 18 RCP CLASS III 458.90 457.26 2.00 31 01-7 463.60 457.26 457.16 6.44 ST-1 31A PIPE 281.08 18 RCP CLASS III 457.16 451.54 2.00 32 DI-3B 8.00 456.90 451.54 451.44 TYPE A 5.46 ST-1 32A PIPE 244.53 18 RCP CLASS III 451.44 446.54 2.00 EX.DI. REPLACE TOP WITH A MH-TOP 451.50 RAISE EX.STR.AND REPLACE TOP WITH A MANHOLE TOP 33 DI-3B 6.00 451.20 446.00 TYPE A 5.20 ST-1 33A PIPE 8.67 15 RCP CLASS III 446.00 445.50 5.77 34 DI-3B 8.00 449.50 445.50 441.88 TYPE A 7.62 ST-1 34A PIPE 298.52 15 RCP CLASS III 441.88 438.90 1.00 35 DI-3B 8.00 443.85 438.90 438.80 TYPE A 5.05 ST-1 35A PIPE 79.67 15 RCP CLASS III 438.80 438.00 1.00 36 ES-1 37 DI-3B 8.00 445.50 441.25 TYPE A 4.25 ST-1 37A PIPE 11.86 15 RCP CLASS III 441.25 440.89 3.00 38 01-5 473.00 468.75 4.25 ST-1 38A PIPE 212.53 15 RCP CLASS III 468.75 464.50 2.00 39 01-5 469.00 464.50 464.40 4.60 ST-1 39A PIPE 158.55 15 RCP CLASS III 464.40 459.00 3.41 40 JB 491.25 469.95 21.30 JUNCTION BOX ST-1 SL-1 41 PIPE 57.22 48 RCP CLASS III 469.95 469.00 1.66 42 EW-2 43 DI-3B 8.00 503.25 499.25 TYPE B 4.00 ST-1 44 PIPE 191.61 15 RCP CLASS III 499.25 492.60 3.47 45 DI-3B 8.00 496.50 492.60 492.50 TYPE B 4.00 ST-1 46 PIPE 141.70 15 RCP CLASS III 492.50 489.10 2.40 47 DI-3B 8.00 493.00 489.10 489.00 TYPE B 4.00 ST-1 48 PIPE 89.73 15 RCP CLASS III 489.00 482.45 7.30 49 01-36 6.00 490.35 482.45 482.35 TYPE B 8.00 ST-1 50 PIPE 84.00 18 RCP CLASS III 482.35 480.67 2.00 51 DI-3B 6.00 490.35 480.67 482.35 TYPE B 8.00 ST-1 52 PIPE 53.34 18 RCP CLASS III 480.57 480.00 1.07 53 EW-1 54 MH-1 491.00 485.17 5.83 ST-1 55 PIPE 291.78 18 RCP CLASS III 485.17 479.67 1.89 56 DI-3B 6.00 488.50 479.67 479.57 TYPE A 8.93 ST-1 57 PIPE 93.79 18 RCP CLASS III 479.57 477.69 2.00 58 DI-3C 8.00 488.00 477.69 477.59 TYPE A 10.41 ST-1 SL-1 59 PIPE 152.71 18 RCP CLASS III 477.59 473.00 3.01 EX.DI. 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